HomeMy WebLinkAbout972515.tiffPARAGON
CONSULTING GROUP
SERVICE, QUALITY, AND INNOVATION
972515
MANURE AND WASTEWATER
MANAGEMENT PLAN
HIRSCH DAIRY
11283 WELD COUNTY ROAD 78
WELD COUNTY, COLORADO
WELD COUNTY CASE NUMBER USR - 1091
PROJECT NUMBER 1097013
Prepared for
HIRSCH DAIRY
SEVERANCE, COLORADO
Prepared by
PARAGON CONSULTING GROUP, INC.
FORT COLLINS, COLORADO
September 26, 1997
PARAGON
972515
- PARAGON
CONSULTING GROUT'
!SERVICE, QUALITY, AM) INNOVAI ION"
1600 Redherry Court
Ft. Collins, CO 805255544
Phone (970)225.0688
Fax (970)225.0680
dmraugPix neteom.com
DAVID M. RAU, P.E., D.E.E.
Principal Engineer
September 26, 1997
Mr. Jacob Hirsch
11283 Weld County Road 78
Eaton, Colorado 80615
RE: Updated Manure and Wastewater Management Plan
Hirsch Dairy
11283 Weld County Road 78
Eaton, Colorado
Project Number 1097013
Dear Mr. Hirsch:
Enclosed is the updated Manure and Wastewater Management Plan prepared for the above -
referenced project. The plan has been updated to reflect recommendations from Weld
County Planning and the Weld County Health Department resulting from your request for a
Weld County special -use permit. This updated plan also accounts for improvements which
have been made and are planned for the dairy. As requested, two (2) copies of this
document were submitted to the Colorado Department of Health Water Quality Control
Division (WQCD) as required under "Confined Animal Feeding Operations Control
Regulations" 4.8.0 in 5 Code of Colorado Regulations (CCR) 1002-19, effective August 30,
1992. We have also submitted copies of this document to the Weld County Planning
Commission, and the Weld County Health Department under the requirements of the
special -use permit.
It is Paragon's understanding that Hirsch Dairy intends to comply with Conditions and
Development Standards published in the Resolution for Case Number USR - 1091 dated
December 16, 1996 and signed by the Weld County Commissioners. Demonstration of
compliance with the Conditions and Development Standards is discussed in the attached
Plan. However, for documentation purposes a review of the conditions. and the Hirsch
Dairy response are as follows:
ENVIRONMENTAL ENGINEERING AND GEOHYDROLOGY
972515
Mr. Jacob Hirsch/Manure and Wastewater Management Plan
Project Number 1097013
September 26, 1997
Page 2
PARAGON
Condition 1. The attached development standards for the Special Review Permit shall be
adopted and placed on the Special Review plat prior to recording the plat. The plat shall be
delivered to the Weld County Planning Department within 30 days of final approval by the
Weld County Commissioners;
Response: The development standards have been adopted and shall be placed on the
Special Plat.
Condition 2.A. This condition was a series of six (6) subconditions relative to the MWMP
and demonstration of compliance with CAFO regulations. These subconditions and the
Hirsch Dairy responses are as follows:
(1) Demonstration that all manure stockpile areas and wastewater collection, conveyance,
and retention facilities are adequately constructed and sized to handle a 25 -year, 24 -
hour storm event.
Response: As stated in this plan, manure is no longer stockpiled at the site. Manure
may be stockpiled near boring locations B-4 and B-5 at some time in the future. If used
for manure storage, this area will be compacted and tested to confirm compaction
requirements. Sections 2.4.1 and 2.4.2 contain demonstrations that the collection,
conveyance and retention facilities have adequate capacity or will be constructed with
adequate capacity to convey and retain the 25 -year, 24 -hour storm event.
(2) Demonstration that any wastewater retention structure constructed after August 30 1992,
does not exceed a seepage rate of 1 x 10-6 cm/sec.
Response: Section 2.4.3 contains a demonstration that the existing wastewater retention
basin does not exceed the seepage rate of 1 x 10-6 cm/sec.
(3) Demonstration that the facility has the ability to manage and land apply manure and
wastewater at agronomic rates in accordance with CAFO regulations. This should
include how tailwater will be detained an seepage will be limited.
zr���C1t r
Mr. Jacob Hirsch/Manure and Wastewater Management Plan
Project Number 1097013
September 26, 1997
Page 3
PARAGON
Response: As stated in this plan, the majority of the manure is transported off site.
When needed on site, available manure from corrals (or from a future manure stockpile
area near borings B-4 and B-5) will be land applied in accordance with the agronomic
analyses land application plan recommendations, taking into account land application
of lagoon water. As stated in Sections 2.2 the Hirsch Dairy has the ability to land
apply wastewater through an irrigation system installed at the site. This irrigation
system will include a tailwater pond/sump system which will pump unconsumed process
water back to the retention pond for reuse. As stated in Section 2.5 a site -specific
agronomic analyses of manure, wastewater and site soils will be the basis for land
application. A land application plan will be submitted to WCHD and CDPHE upon
completion of the agronomic analyses.
(1) Demonstration that adequate measures are in place to prevent any discharges except
those which are allowed by CAFO regulation.
Response: These measures are described in Section 2.1 and 2.2 of this plan.
(2) The schedule at which manure and wastewater will be applied to the land.
Response: As stated in this plan, the majority of the manure will be removed directly
form the site. As stated in Section 2.5, it is anticipated that manure will be applied in
the Fall and/or Spring; wastewater will be land applied two (2) to three (3) times
during the growing season. A specific schedule will be included with the land
application plan after completion of the site -specific agronomic analyses.
(3) Other necessary measures which are required to comply with CAFO regulations.
Response: Hirsch Dairy intends to comply with the CAFO regulations.
Condition 2.B. A dust abatement plan shall be submitted to the Weld County
Commissioners for review and approval.
Response: The dust abatement plan is described in Section 4.2 of this plan.
972515
Mr. Jacob Hirsch/Manure and Wastewater Management Plan
Project Number 1097013
September 26, 1997
Page 4
PARAGON
Condition 2.C. A fly control plan shall be submitted to the Weld County Commissioners
for review and approval.
Response: The fly control plan is described in Section 4.3 of this plan.
Condition 2.D. An odor abatement plan shall be submitted to the Weld County
Commissioners for review and approval.
Response: The odor abatement plan is described in Section 4.4 of this plan.
Condition 2.E. The facility shall demonstrate compliance with Section 47 of the Weld
County Zoning Ordinance.
Response: The facility appears to be in compliance with this zoning ordinance.
Condition 2.F. The Plat shall be amended to show the approved location of the manure
storage area.
Response: The Plat will be amended to show the potential future manure storage area near
boring locations B-4 and B-5.
Condition 2. G. The buried pipeline easement shall be delineated on the plat.
Response: The buried pipeline easement will be delineated on the plat.
Condition 3.A. If applicable, the applicant should show evidence that an Air Pollution
Emission Notice (APEN) and Emissions Permit has been applied for the subject site.
Response: On November 12, 1996 Terracon contacted Mr. Chip Hancock of the Colorado
Department of Public Health and Environment Air Quality Control Division (AQCD)
regarding the need for an APEN at the subject site. Mr. Hancock reported that it is likely
that the site will not require an APEN under the agricultural exemptions. Mr. Hancock
referred Terracon to Ms. Julie Wrend of the AQCD for further information. Ms. Wrend was
unavailable on November 12, 1996. Ms. Wrend was also unavailable for comment on
972515
Mr. Jacob HirscWManure and Wastewater Management Plan
Project Number 1097013
September 26, 1997
Page 5
PARAGON
September 17, 1997. Ms. Wrend was contacted on September 25, 1997. Ms. Wrend stated
that the feed areas of the dairy are exempt from APEN requirements. Ms. Wrend stated that
if there are emissions from ozone -depleting chemicals or fuel fired boilers, above deminimus
standards, then an APEN may be required for those items. The Hirsch Dairy refrigeration
system does not contain ozone -depleting chemicals. The Hirsch Dairy has a propane -fired
water- heater -type boiler which heats water for cleaning milking equipment. Based on the
Colorado Air Quality Commission's Regulation Number 3, it appears that the water heater
is exempt from APEN requirements.
Condition 3.B. Submittal of evidence that existing septic systems are permitted through the
Weld County Health Department. If not permitted show evidence that an I.S.D.S evaluation
has been done. If the systems are inadequate they must be brought into compliance with
I.S.D.S regulations
Response: Hirsch Dairy intends to supply documentation relative to septic system
permitting to the Weld County Health Department Prior to recording of the plat.
Condition 3.C. The operator shall submit and have approved by the Weld County Public
Works Department a road improvements plan for the installation of a culvert on the Weld
County Road 78 for the Smith lateral.
Response: Hirsch Dairy's plan for the road improvement is to increase the length of the
Smith lateral culvert such that Weld County Road 78 can be widened to the same width as
the adjoining sections of Weld County Road 78. In June 1997, Hirsch Dairy contacted Mr.
Don Carol with the Weld County Road Department regarding replacement of a culvert and
widening this section of Weld County Road 78. As of September 24, 1997, Weld County was
in the process of replacing the existing culvert and widening Weld County Road 78.
Condition 4. Special Review activity shall not occur nor shall any building or electrical
permits be issued until the Special Review plat is ready to be recorded.
Response: Hirsch Dairy intends to comply with this condition.
972515
Mr. Jacob Hirsch/Manure and Wastewater Management Plan
Project Number 1097013
September 26, 1997
Page 6
PARAG ON
It is a pleasure to be of service to you on this project. If you have any questions or if we
can be of additional service, please do not hesitate to contact us.
Sincerely,
THE PARAGON CONSULTING GROUP, INC.
David M. Ra(u, P.E., DEE Brick Smith, P.E.
Principal Engineer Colorado Number 29894
BS /DMR:jn12
Enc: Manure and Wastewater Management Plan
cc: Mr. Todd Hodges/Weld County Planning (2 copies)
Mr. Trevor Jiricek/Weld County Health Department (10 copies)
Mr. Victor Sainz, P.E./Water Quality Control Division (2 copies)
(FTC)c:\data \ projects \1997\1097013\I 097013mwmpdraf rpt.doc
972515
TABLE OF CONTENTS
Page
1. INTRODUCTION 1
1.1 Purpose 1
1.2 Site Description 2
1.3 Site Geology and Hydrology 2
2. STORMWATER AND PROCESS WASTEWATER MANAGEMENT 3
2.1 Stormwater Conveyance 3
2.2 Process Water Conveyance 4
2.3 Process Wastewater Volume 6
2.4 Retention Basins 7
2.4.1 Western (Existing) Retention Basin 7
2.4.2 Eastern Retention Basin 8
2.4.3 Existing Retention Basin Density testing and Permeability Testing 8
2.4.4 East Retention Basin and Drainage Ditch Area Density and Permeability
Testing 10
2.4.5 Existing Retention Basin - Groundwater Monitoring Wells 12
2.5 Process Water Use/Land Application 12
2.6 Manure Removal 13
3. DRY MANURE MANAGEMENT 14
3.1 Open Lots 14
3.2 Dairy Buildings 14
3.3 Dry Manure Removal 14
4. BEST MANAGEMENT PRACTICES/ CONTROL PLANS/ WELD COUNTY
CONDITIONS 14
4.1 Best Management Practices 15
4.2 Dust Abatement Plan 15
4.3 Fly Control Plan 15
4.4 Odor Abatement Plan 16
4.5 Weld County Conditions 17
5. GENERAL COMMENTS 71
REFERENCES
APPENDIX A - FIGURES
APPENDIX B - TABLES AND SUMMARY SHEETS
APPENDIX C - GEOTECHNICAL ENGINEERING REPORT
APPENDIX D - BORING LOGS
APPENDIX E - IN -PLACE DENSITY AND PERMEABILITY TEST RESULTS
972515
MANURE AND WASTEWATER MANAGEMENT PLAN
HIRSCH DAIRY
11283 WELD COUNTY ROAD 78
WELD COUNTY, COLORADO
WELD COUNTY CASE NUMBER USR - 1091
Project: Number 1097013
Date: September 26, 1997
1. INTRODUCTION
This Manure and Wastewater Management Plan (MWMP) was prepared to assist Hirsch
Dairy in complying with the State of Colorado Water Quality Control Commission (WQCC)
Regulation, "Confined Animal Feeding Operations Control (CAFO) Regulation" 4.8.0, 5
Code of Colorado Regulations (CCR) 1002-19. The intent of this regulation is to prevent
the discharge of manure or process wastewater from concentrated animal feeding operations
into waters of the State and to encourage beneficial use of agricultural by-products on
agricultural land. The secondary purpose of this plan is to assist Hirsch Dairy in satisfying
the requirements of a special -use permit to operate an expanded dairy in Weld County,
Colorado.
Currently (as of September 3, 1997) , the Hirsch Dairy confines approximately 1,131 dairy
cows of which consist of 901 adult milking dairy cows, three (3) bulls and 227 heifers. A
special -use permit is required by Weld County for operations which exceed four (4) animals
per acre (or 960 animals in the case of the subject site). Per Weld County Planning
regulations, the Hirsch Dairy remains in compliance with the special -use permit
requirements for the total number of animals, because the special -use permit application is
in process. Hirsch Dairy is requesting a special -use permit to eventually confine
approximately 2,000 milking cows and heifers. Table 1 in Appendix B is a summary of
animals present on the site from February 1997 through September 1, 1997.
1.1 Purpose
The purpose of this MWMP is the following:
1. To describe stormwater and process water management practices for the subject site;
2. To describe solid waste (manure) management practices; and,
3. To demonstrate compliance with the CAFO regulations and with conditions made by the
Weld County Commissioners under their conditional approval of the Use -by -Special -
Review (USR) Permit number 1091 granted in December 1996.
972515
Mr. Jacob Hirsch/Manure and Wastewater Management Plan
Project Number 1097013
September 26, 1997
Page 2
PARAGON
1.2 Site Description
The Hirsch dairy is owned by Mr. Jacob Hirsch. The general location of the subject
property is shown on Figures 1 and 2 in Appendix A. The property is located in the west %z
of Section 24, Township 7 North, Range 67 West of the Sixth Principal Meridian in Weld
County, Colorado and is approximately two (2) miles north of Severance, Colorado. Figure
3 is a site location drainage and retention plan diagram. As seen from Figure 3, the dairy
encompasses approximately 240 acres. Developed areas of the dairy are located on both the
east and west sides of the Smith Lateral Ditch. The developed areas consists of an open lot
configuration with concrete feed -bunk areas, fenced corrals and shade shelters, care -taker
and staff trailers, a commodities storage area, milking parlor, manure separator and
wastewater retention pond.
1.3 Site Geology and Hydrology
The following geologic and hydrologic description is based on the Paragon Consulting
Group Inc.'s (Paragon's) review of U.S. Soil Conservation Service (SCS) soil survey maps;
U.S. Geological Survey Maps; soil boring information from a preliminary geotechnical
exploration performed by Empire Laboratories, Inc. (Empire) in 1993 prior to dairy
construction; and a subsurface/geotechnical exploration performed by Terracon
Environmental, Inc. (Terracon) in 1996 and 1997. During Empire's geotechnical
exploration, a total of 29 borings were drilled to depths of approximately three (3) to 15 feet
below grade at the site. Details and soil test results from Empire's geotechnical exploration
are included in a separate report prepared by Empire dated December 3, 1993. A copy of the
Empire report is included in Appendix C of this MWMP.
In the 1996/1997 subsurface exploration, a total of seven (7) soil borings were completed
on the east side of the Smith Lateral Ditch and three (3) monitoring wells were installed
around the existing retention pond. The approximate locations of the soil borings and
monitoring wells are shown on Figure 3 in Appendix A. Boring logs are included in
Appendix D of this report. Additional information relative to the soil boring and
groundwater monitoring wells is presented in Sections 2.4.4 and 2.4.5 of this plan,
respectively.
The dairy lies within an area containing shallow surface deposits of sand, silt, clays and
loess. The Fox Hills Sandstone Formation underlies the surface soil at the site. The Fox
Hills Sandstone consists of cross bedded, tan sandstone which grades downward to brown,
972515
Mr. Jacob Hirsch/Manure and Wastewater Management Plan
Project Number 1097013
September 26, 1997
Page 3
PARAGON
fine-grained, silty sandstone interbedded with gray shale. The Fox Hills Sandstone ranges
from approximately 300 to 500 feet thick and is underlain by the Pierre shale.
The water table in the vicinity of the site is described as being within either surface
colluvium, windblown deposits or consolidated surface rock deposits when it is fractured or
weathered. The depth to water is described as being five (5) to 20 feet below surface and
may disappear seasonally. Additional information regarding groundwater observed in the
recently installed monitoring wells is included in Section 2.4.5 of this plan.
Observations made during completion of the geotechnical exploration were consistent with
geological survey maps and SCS maps. Near surface soil was predominantly sandy clay and
clayey sand. Weathered bedrock, sandstone and siltstone was encountered at depths ranging
from approximately 1.5 to 7.0 feet below the existing ground surface. It is underlain by
what appeared to be unweathered Foxhills Sandstone which extended to the bottom of the
borings at approximately 15 feet below the ground surface.
Surface water generally flows to the west toward Loop Lake and the Eaton Canal. The
Hirsch Dairy is not located in the 100 -year flood plains for the local creeks and streams
based on a review of Flood Insurance Maps. The Hirsch Dairy does not appear to be
overlying a designated aquifer as described in "Classification and Water Quality Standards
for groundwater" 3.12.0, 5 CCR 1002-8.
2. STORMWATER AND PROCESS WASTEWATER MANAGEMENT
The stormwater and process wastewater management plan for the dairy includes the existing
drainage system, conveyance facilities and retention basin as well as local agronomic
practices. Land application of liquid and solid wastes and off -site storage and use of solid
manure is an important aspect of the waste -disposal process. The following subsections
contain descriptions of the stormwater and process wastewater conveyance systems; the
retention basin; and liquid -waste and solid -waste disposal methods.
2.1 Stormwater Conveyance
A diagram of the proposed drainage and retention plan for the site is enclosed as Figure 3 in
Appendix A. The figure is based on a topographic survey of the site completed in March
1997 by Landstar Surveying of Loveland, Colorado. The approximate direction of surface
water/ditch water drainage is shown by direction arrows on Figure 3. As seen from Figure
972515
Mr. Jacob Hirsch/111anure and Wastewater Management Plan
Project Number 1097013
September 26, 1997
Page 4
PARAGON
3, stormwater from the existing dairy corral area west of the Smith lateral Ditch will flow
though the existing corrals area to the existing retention pond. Future corrals (north of
existing corrals and west of the Smith Lateral Ditch), if constructed, will be graded to drain
to the existing retention pond.
Stormwater from the corral and commodities area east of the Smith Lateral Ditch will drain
to the west into a diversion ditch constructed along the east side of the Smith Lateral ditch.
The diversion ditch will direct flow to the south and into a new stormwater retention pond
that will be constructed to contain approximately 4.7 acre-feet of water which is the
estimated volume of the 25 -year, 24 -hour storm for the drainage area on the east side of the
Smith Lateral ditch. The diversion ditch has been designed and will be constructed to carry
the peak flow for the 25 -year, 24 -hour storm. Soils in the area of the diversion ditch and
east retention pond will be tested for compaction to confirm permeability requirements. The
compaction requirements are based on permeability testing which has been performed on
soil samples collected from the existing ditch and the proposed retention pond area.
Additional information relative to the geotechnical testing is included in Section 2.4.4 of
this plan.
2.2 Process Water Conveyance
Process water is used up to three (3) times prior to final disposal in the existing retention
basin. For example, water used in the heat exchanger to cool milk is used to water the
livestock and is also used to flush the platform of the barn. Return flow from that flushing
is then drained to a holding tank, after which it is used to flush rear parts of the barn. The
final flush is directed to the manure separator where solids are removed. The cows are
toweled with a disinfectant prior to milking rather than using a water bath, which
significantly reduces water use. All drains in the barn and wash water from the disinfectant
towels are drained to the holding tank for additional use.
The milking parlor and holding pen floor are cleaned three (3) times per day at shift changes
using recycled water from holding tanks. Cleaning consists of scraping and washing with
recycled water. The semi -dry solids are removed from the milking parlor and stored in the
corrals. Excess manure from the corrals is transported off site for beneficial use. There is no
separate on -site manure storage area. Recycled water is used to wash walls, fences, curbs
and floors. Wastewater containing cattle manure, urine or milk from the dairy center is
972515
Mr. Jacob Hirsch/Manure and Wastewater Management Plan
Project Number 1097013
September 26, 1997
Page 5
PARAGON
collected at a common point at the barn. After final use the wastewater flows by gravity via
buried 10 to 12 inch PVC piping to the manure separator. The liquid fraction or supernatant
flows by gravity from the separator to the wastewater retention pond located on the western
side of the site. Solids collected from the separator are temporarily stockpiled on a concrete
pad at the manure separator. Liquids draining from the separated solids are directed into the
retention basin. The solids are then stored with the semi -dry solids in the corrals and are
then hauled off site.
As seen from Figure 3, process water and stormwater stored in the existing retention pond
will be pumped from the pond to an irrigation header located in the north central portion of
site, just west of the Smith Lateral Ditch. Pumping will occur via a buried pipeline which
has been installed at the site. From the irrigation header, process water can be directed to
the north, south or west along header pipes such that the fields to the west of the Smith
Lateral Ditch and north of the Dairy can be flood irrigated. Natural drainage patterns will
direct the majority of unconsumed process tailwater towards the tailwater pond/sump system
to be installed in the west central portion of the property. The remainder of the unconsumed
process tailwater will be captured by drainage/diversion ditches which have been installed
along the north and west boundaries of the property and will be directed to the proposed
tailwater pond sump system. The tailwater pond will operate such that unconsumed process
tailwater will be detained in the tailwater pond and will be pumped back to the retention
pond. Headgates to the pump/sump section of the tail water pond will be opened and
headgates to off -site drainage will be closed when irrigating with process water. When the
Hirsch Dairy irrigates with irrigation ditch water, head gates to the pump/sump section of
the tailwater pond will be closed and headgates to off -site drainage will be opened. A
portion of the buried tailwater return line has been installed at the site and the tailwater pond
will be installed prior to the next irrigation season.
As noted on Figure 3, cultivated areas to the east of the Smith Lateral Ditch will not be
irrigated with process water. Also, the area to the southwest of the existing retention pond
will not be irrigated with process water.
972515
Mr. Jacob Hirsch/Manure and Wastewater Management Plan
Project umber 1097013
September 26, 1997
Page 6
PARAGON
2.3 Process Wastewater Volume
A water meter was installed in the milking barn on January 2, 1997. Hirsch Dairy
personnel have collected water meter readings on a monthly basis since that date. Water
metered into the barn is first used in a sealed heat exchanger to cool milk and then is placed
into a holding tank to water livestock and flush the front portion of the barn. A portion of
this water is pumped to the corral area on the east side of the Smith Lateral to water the
calves, dry cows and bulls. Table 2 in Appendix B contains a summary of the metered water
which is consumed by cows on the east side of the dairy. The consumption estimate is based
on the reference Feeding the Dairy Herd - North Central Regional Extension Publication
Number 346. The remaining water is utilized by the milk cows and the milking barn on the
west side of the Smith Lateral ditch.
Table 3 in Appendix B contains a summary of the metered water less consumption by cows
on the east side of the dairy. As seen from Table 3, the average amount of water available
to the west side of the dairy is 45.91 gallons per day per milking cow.
The Summary Sheet in Appendix B, contains a formula from Feeding the Dairy Herd -
North Central Regional Extension Publication Number 346 to estimate the amount of water
consumed by the lactating milk cows on the west side of the dairy. As seen from the
Summary Sheet, milking cows at the Hirsch Dairy are estimated to consume an average of
25.58 gallons of water per day per cow. When this number is deducted from the amount of
water available to the west side of the dairy, the result is 19.61 gallons per day per milking
cow going to the existing retention pond.
The Summary Sheet also contains an estimate of evaporation from the pond surface of which
a portion can be deducted from the process wastewater storage requirement. As seen from
the Summary Sheet, it was estimated that during the 6 -month winter storage period, 'A of
the annual evaporation volume will be lost to the atmosphere.
The Summary Sheet also contains estimate of the process water storage requirements for the
proposed expansion to 2,000 cows and for current conditions. As seen from the Summary
Sheet, the 6 -month process water volume for the expanded dairy is 10 acre-feet and the 6 -
month process water volume for the existing dairy is 3.3 acre feet.
972515
Mr. Jacob Hirsch/Manure and Wastewater Management Plan
Project Number 1097013
September 26, 1997
Page 7
PARAGON
2.4 Retention Basins
A retention -basin system was constructed for collection of liquid wastes from the dairy. The
existing retention basin was located to contain the process water and the runoff volume from
the portion of the dairy located on the west side of the Smith Lateral Ditch. A second
retention basin is being constructed to contain runoff from the portion of the dairy located
on the east side of the Smith Lateral Ditch. Descriptions of the capacity requirements,
Geotechnical testing, and groundwater information, for these basins are described in the
following subsections:
2.4.1 Western (Existing) Retention Basin
The hydrologic design method used was the Soil Conservation Service (SCS) method
utilizing curve number 90 for open lots as described in the CAFO regulation. The required
capacity of the existing retention basin is based on the estimated run-off volume from a 25 -
year, 24 -hour storm for the existing and proposed production and confinement areas on the
west side of the Smith Lateral Ditch plus the additional capacity to store up to a 6 -month
volume of process wastewater.
Since the western pond has already been constructed, an evaluation of the current capacity
against the required capacity for a 2,000 -cow operation is required. A topographic survey of
the dairy, including the existing retention basin, was performed by Landstar Surveying of
Loveland, Colorado in March 1997. Based on the survey, as shown on Figure 3 in Appendix
A, the capacity of the pond was estimated to be approximately 39.2 acre-feet without free-
board and approximately 29.9 acre-feet with two (2) feet of free -board as required in the
CAFO regulation.
The runoff area for the proposed dairy expansion on the west side of the Smith Lateral Ditch
is approximately 28 acres. The hydrologic design used was the SCS method utilizing curve
number 90 for open lots as described in the CAFO regulation. Runoff was based on the 25 -
year, 24 -hour storm. Total precipitation for this storm was 3.4 inches as observed on the
25 -year, 24 -hour storm curve which was published in the National Oceanographic and
Atmospheric Administration (NOAA) Hydrologic Atlas for Colorado, for the area closest to
the dairy. This information was also provided by Mr. Glenn Newlon of the Soil
Conservation Service office in Greeley, Colorado (phone 970-330-0380). The runoff
volume for these parameters was estimated to be 8.1 acre-feet. For current conditions, the
runoff volume is estimated to be 7.6
972515
Mr. Jacob Hirsch/Manure and Wastewater Management Plan
Project Number 1097013
September 26, 1997
Page S
PARAGON
The sum of the runoff volume and the 6 -month process water volume for the proposed
expanded dairy is approximately 18.1 acre-feet and is approximately 10.9 acre feet for the
existing dairy. Both of these totals are less than the current pond capacity of 29.9 acre feet.
These estimates are also summarized on the Summary Sheet in Appendix B. Based on
these results the existing diary is in compliance with the CAFO capacity requirements for
process water and runoff storage; and will remain in compliance if the dairy is expanded to a
2,000 cow operation.
2.4.2 Eastern Retention Basin
The required capacity of the eastern retention basin is based on the run-off volume from a
25 -year, 24 -hour storm for the confinement and production areas on the east side of the
Smith Lateral Ditch. The runoff area on the east side of the Smith lateral Ditch is
approximately 17.6 acres. The hydrologic design used was the SCS method utilizing curve
number 90 for open lots as described in the CAFO regulation. Runoff was based on the 25 -
year, 24 -hour storm. Total precipitation for this storm was 3.4 inches as discussed
previously. The runoff volume for these parameters was estimated to be approximately 4.7
acre-feet. As seen from Figure 3, a retention basin to contain this amount of water is being
constructed at the site. Figure 4 is a more detailed drawing of the east retention basin.
2.4.3 Existing Retention Basin Density testing and Permeability Testing
The existing retention basin is an earthen structure intended to meet WQCC requirements in
Section 4.8.4 of the CAFO. Prior to construction, three (3) permeability tests were
performed on recompacted soil samples collected from the proposed pond area. The
permeability of the samples compacted to 95 percent of ASTM D698 Standard Proctor
ranged from approximately 2.7 x 104 to 3.0 x 10-' cm/sec which exceeds the CDH
requirement of 1 x 10.6 cm/sec (1/32 inch per day). Based on this information, a synthetic
lining system did not appear to be required at the site. Although compaction density testing
was not performed during construction of the retention basin, the pond was reportedly
compacted through wheel rolling of the equipment used to construct the pond.
The results of in -place density testing and permeability testing are included in Appendix E
of this plan. As seen from Appendix E, Terracon performed in -place density tests on
September 20, 1996 at eight (8) locations along the pond sidewalls and pond bottom to
confirm compaction requirements. The approximate locations of the in -place density tests
972515
Mr. Jacob Hirsch/Manure and Wastewater Management Plan
Project Number 1097013
September 26, 1997
Page 9
PARAGON
are shown on Figure 3 in Appendix A. Five (5) of the eight (8) in -place density tests met or
exceeded the 95 percent compaction requirement. The compaction results ranged from
ranged from 75 percent to 102 percent of standard proctor, with an average of approximately
93 percent for the entire pond. The three (3) locations which did not pass the 95 percent
compaction requirement included two (2) pond bottom locations (test locations #6 and #7,
with compaction results of 75 and 92 percent compaction, respectively); and one (1)
sidewall location (test location #5 with a compaction result of 85 percent compaction).
These locations were re -tested on October 1, 1996 after scraping four (4) to six (6) inches of
surface material from the test locations. The October 1996 compaction results for these
three (3) locations ranged from 85 percent to 93 percent standard proctor, which brought the
average compaction for the pond to 95 percent standard proctor.
Since additional density testing did not pass the compaction requirements, Shelby tube
samples were collected from test locations #5, #6 and #7 for permeability testing. The
permeability of test locations #6 and #7 were recorded to be 6.22 x 104 and 3.28 x 10-$
cm/sec, respectively. Both of these permeability results exceed the CAFO requirement of 1
x 10-6 cm/sec (1/32 inch per day). Two (2) permeability tests were performed on Shelby
tube samples collected from test location #5. Permeabilities for test location #5 were
recorded to be 4.72 x 10-° and 9.55 x 10-" cm/sec which did not meet the CAFO requirement
of 1 x 10-6 cm/sec.
Based on the permeability results for test location #5, Terracon recommended that the area
of the sidewall located in the vicinity of test location #5 be recompacted. On November 1,
1996, approximately 50 linear feet along the sidewall near test location #5 was recompacted.
Soils in the area were removed to a depth of one (1) foot below grade near test location #5;
clay was added to the soil; and, the soil was then re -spread and compacted with a sheepsfoot
roller compactor. A Shelby tube of the newly -compacted area was collected on November
5, 1996 for permeability testing. The permeability of the recompacted test location #5 was
recorded at 9.36 x 10-6 cm/sec which still did not meet the CAFO requirement of 1 x 10 6
cm/sec. Based on this permeability, Terracon recommended that additional clay material or
a plastic lining system be incorporated into the sidewall in the vicinity of test location #5
such that the CAFO requirement is met. A compliance schedule for reworking the sidewall
near test location #5 was submitted to the Colorado Department of Public Health and
Environment (CDPHE). In that schedule it was anticipated that reworking the sidewall
would occur by May 20, 1997.
972515
Mr. Jacob Hirsch/Manure and Wastewater Management Plan
Project Number 1097013
September 26, 1997
Page 10
PARAGON
It was anticipated that borrow material from the bottom of the existing pond would be mixed
with existing embankment material to conform to the 1 x 10-6 cm/sec permeability
requirement. Permeability testing was performed on soil mixes blended from soil samples
which were collected from both the embankment and from the bottom of the pond. A mix of
four (4) parts embankment material to one (1) part bottom material was specified for the
reworking which would yield a permeability of 2.19 x 10-' cm/sec when compacted to 95.7
percent compaction with a moisture content of 15.2% moisture. A copy of the falling -head
permeability test results for this mixture is enclosed in Appendix E.
Re -working the pond embankment was delayed in late May 1997 due to spring rains and an
injury to the contractor. The CDPHE and Weld County Health Department (WCHD) were
informed of the delay via facsimile and mail. On June 11, 1997, the portion of the south
pond embankment which did not originally pass the CAFO permeability requirement was re-
worked and re -compacted. Terracon personnel were on site to observe the operation and to
perform field density tests. Three (3) compaction tests were performed in the re -worked
area. The results were 98, 99 and 100 percent of standard proctor, respectively which
exceed the specified compaction of 95.7 percent compaction. Because the soil mix used
during the repair was slightly different than the specified design mix, Terracon personnel
collected an undisturbed Shelby tube sample from the re -worked area for permeability
testing. The permeability for this sample was 2.4 x 10-' cm/sec which exceeds the CAFO
requirement of 1 x 10-6 cm/sec by almost an order of magnitude. A copy of the falling -head
permeability test results is included in Appendix E. This work was completed in general
accordance with schedules submitted to CDPHE and WCHD, considering the weather. The
existing retention pond is now documented to be in compliance with the CAFO permeability
requirement.
2.4.4 East Retention Basin and Drainage Ditch Area Density and
Permeability Testing
Seven (7) soil borings, B-1 through B-7, were installed on the west side of the Smith lateral
ditch to aid in the design and specification for the eastern retention pond and conveyance
ditch. The approximate locations of the soil borings are shown on Figure 3 in Appendix A.
Borings B-1 and B-2 were installed in the initial conceptual location of the east retention
basin. The original conceptual location of the retention basin was just south of the Dairy
house trailers. However, based on underground utilities in the area, the vicinity of B-2
972515
Mr. Jacob Hirsch/Manure and Wastewater Management Plan
Project Number 1097013
September 26, 1997
Page 11
PARAGON
could not be used as be part of the retention pond. The conceptual configuration of the east
retention pond was adjusted and a new boring, B-7, was completed in the southern portion
of the retention pond. As seen from Figure 3, borings B-3 and B-6 were completed at
locations along the ditch that will drain the area to the east of the Smith Lateral Ditch.
Borings B-4 and B-5 were placed in a proposed manure storage area on the east side of the
Smith Lateral Ditch. Although manure is now transported directly off -site and is no longer
stockpiled at the dairy, this area may be utilized as a future manure stockpile location.
Boring logs are included in Appendix D of this report.
Soil samples collected from the soil borings were collected and were submitted for
permeability and compaction testing. The results of the permeability and compaction testing
for the borings are included in Appendix E of this report.
As seen from the falling head permeability results for the soil samples collected from soil
borings B-1 and B-7 (near the east retention pond), permeabilities in the range of 7 x 10-'
cm/sec can be achieved at compactions of approximately 95 percent standard proctor.
Permeabilities in this range will exceed the CAFO requirement. The CAFO requirement
(Section 4.8.4 (B)) for stormwater retention and conveyance structure is 1 x 10' cm/sec. In -
place density compaction testing will be performed during construction of the eastern
retention basin to confirm that the basin has been compacted.
As seen from the falling head permeability results for the soil samples collected from soil
borings B-3 and B-6 (along the eastern drainage ditch), permeabilities in the range of 7 x 10-
8 cm/sec can be achieved at compactions of approximately 95. percent standard proctor.
Permeabilities in this range will exceed the CAFO requirement. The CAFO requirement
(Section 4.8.4 (B)) for stormwater retention and conveyance structures is 1 x 10' cm/sec. In -
place density compaction testing will be performed during modifications to the eastern
drainage ditch to confirm that the ditch has been compacted.
Falling head permeability results for the soil samples collected from soil boring B-4 and B-5
were in the range of 1 x 10-' cm/sec. This area was may be used as manure stockpile area in
the future. If so, soil in that area will be compacted and density test will be performed to
confirm compaction.
972515
Mr. Jacob Hirsch/Manure and Wastewater Management Plan
Project Number 1097013
September 26, 1997
Page 12
PARAGON
2.4.5 Existing Retention Basin - Groundwater Monitoring Wells
In February 1997, three (3) groundwater monitoring wells were installed around the
perimeter of the existing retention basin. The approximate locations of the wells are shown
on Figure 3 in Appendix A. Well construction details and boring logs for the wells are
included in Appendix C. The primary purpose of the groundwater monitoring well
installation was to monitor the level of groundwater in relation to the bottom of the retention
pond. Although a specific separation distance between groundwater and the pond bottom is
not specified in the CAFO, this information was requested by the WCHD. A summary of
depth to groundwater and groundwater elevation information is included in Table 4 in
Appendix B.
As seen from Table 4, the groundwater elevation observed in MW -1 appeared to have
stabilized at approximately 4,971 feet above mean sea level (AMSL) during March and June
1997 and rose to approximately 4,972 AMSL in September 1997. The groundwater
elevation observed in MW -2 appeared to have stabilized at approximately 4,960 AMSL
during March and June 1997 and rose to approximately 4,963 in September 1997. The
groundwater elevation near MW -3 appears to have been less than approximately 4,965
AMSL in March, June and September, 1997. Since MW -3 has been dry, a peizometric
surface relative to groundwater flow direction and gradient cannot be completed. However,
based on the available information it appears that the local groundwater flow direction is
likely to the west-northwest consistent with local topographic conditions.
Estimated separation distances between the groundwater table and the bottom of the bond
are also shown in Table 3. The separation distance column is based on the groundwater
elevation observed in MW -1 compared with the bottom of the pond nearest to MW -1 in the
north east section of the pond. The separation distance near MW -1 appear to have been
approximately two (2) feet in March and June 1997 and approximately one (1) foot in
September, 1997.
2.5 Process Water Use/Land Application
Process water will be land applied at the dairy. The Summary Sheet in Appendix B,
contains estimates relative to acres needed for land application based on CAFO table values
for nutrients needed for crop uptake, nutrients available in lagoon water and the estimated
process water volumes. As seen from the Summary Sheet, it is estimated that approximately
972515
Mr. Jacob Hirsch/Manure and Wastewater Management Plan
Project Number 1097013
September 26, 1997
Page 13
PARAGON
55 acres are required for process water land application for the current dairy conditions and
167.7 acres will be required for process water land application if the dairy is expanded to
2,000 cows. As also seen from the Summary Sheet, the Hirsch Dairy will have
approximately 138.7 acres which can be irrigated with the current system and an additional
40 acres which can be added to the irrigation system is required. At this time, Hirsch Dairy
does not wish to add the additional 40 acres to the irrigation system (but may do so if
required). Instead, Hirsch Dairy will perform an agronomic analyses of the lagoon water,
available manure and the on -site soils to estimate both manure and process water application
rates. The site -specific agronomic analyses will be performed prior to the next planting
season. The agronomic analyses will be provided to the CDPHE and WCHD in a land
application plan as provided for under the CAFO Section 4.8.5(A)(5)(c). The Hirsch dairy
will follow the recommendations in the land application plan. It is anticipated that manure
will be spread at one (1) or two (2) times per year in the Fall and/or Spring; and process
water from the west retention basin will be applied to the land available two (2) to three (3)
times per growing season. It is anticipated that a site gauge will be placed in the retention
pond to estimate the approximate volume of process water applied to the fields after an
application event. The gauge will be read prior to pumping and after conclusion of pumping
from the tailwater pond.
As described previously, the Hirsch Dairy has installed a pump and irrigation header system
to irrigate the available acreage. The approximate locations of these features are shown on
Figure 3 in Appendix A. Tailwater will be pumped back to the retention basin for re -use.
The retention pond pump system and tailwater pump system are separated from the
irrigation ditch system on site. The sump system will be operated whenever process water is
being land applied and will not be operated during irrigation with ditch water.
2.6 Manure Removal
The solid portion of the wastes which accumulate at the dairy basin and manure from corrals
is transported off site for beneficial use. Currently manure is periodically removed from the
corrals and transported off site. Mr. Hirsch has provided documents from neighbors and
business associates stating that the manure is removed from the site. When needed on site,
available manure from corrals (or from a potential future manure stockpile area near borings
B-4 and B-5) will be land applied in accordance with the agronomic analyses land
application plan recommendations, taking into account land application of lagoon water.
972515
Mr. Jacob Hirsch/Manure and Wastewater Management Plan
Project Number 1097013
September 26, 1997
Page 14
PARAGON
3. DRY MANURE MANAGEMENT
The dairy manure, waste feed and waste bedding from normal daily operations will be
managed as described in the following subsections.
3.1 Open Lots
Dry manure is removed periodically directly from the lots and transported off site for
beneficial use. Run off from the lots on the west side of the dairy is directed to the waste
water retention pond via sheet flow. Run off from the lots on the east side of the dairy is
directed to the east retention pond via sheet flow and a drainage ditch.
3.2 Dairy Buildings
Manure which collects in the milking parlor is removed after each milking shift and is
periodically transported off site for beneficial use. Washdown water containing manure
solids is recycled for additional use and is then directed to the manure separator. The liquid
fraction of the waste enters the retention pond, leaving the solids in the corrals until it is
removed and transported off site for beneficial use.
3.3 Dry Manure Removal
Dry manure which accumulates in the corrals is periodically removed from the site and will
be incorporated into the off -site agricultural lands owned by others as described in Section
2.6 of this plan. When needed on site, available manure from corrals (or from a future
manure stockpile area near borings B-4 and B-5) will be land applied in accordance with the
agronomic analyses land application plan recommendations, taking into account land
application of lagoon water.
4. BEST MANAGEMENT PRACTICES/ CONTROL PLANS/ WELD COUNTY
CONDITIONS
Information relative to Best Management Practices (BMPs); Nuisance control plans relative
to dust, flies and odor; and a description of compliance with the Weld County USR 1091
conditions are included in the following sections of this MWMP.
972515
Mr. Jacob Hirsch/Manure and Wastewater Management Plan
Project Number 1097013
September 26, 1997
Page 15
PARAGON
4.1 Best Management Practices
As described in the previous portions of this plan, the Hirsch dairy operation utilizes best
management practices (BMPs) for its site specific conditions. BMPs include:
• Construction of ditches and grading to divert stormwater from uncontaminated areas
away from confinement, manure storage and process wastewater areas.
• Installation of buried conduit for process wastewater.
• Installation of concrete walkways and feeding areas to facilitate manure collection from
feeding areas.
• Periodic manure removal.
• Utilizing and recycling process -water.
• Installation of a manure/solids separator.
• Installation of pumping/irrigation and ditch system.
• Land application of wastewater.
• Elimination of discharge to the groundwater or surface water courses.
4.2 Dust Abatement Plan
Hirsch Dairy's Dust Abatement Plan consists of best management practices relative to
cleaning and harrowing corrals, removal of wet manure prior to its drying out and creating a
dust condition, and periodically flushing concrete walkways and wetting roads. In the event
of high winds creating nuisance dust, equipment operations within corrals will be ceased and
the on -site gravel roads will be wetted down with water using equipment available on site.
Waste material shall be handled, stored and disposed of in a manner that controls fugitive
dust and debris. No waste; including dirt, manure wastewater, straw, and bedding; will be
intentionally allowed to enter the Smith Lateral Ditch on the subject property. If such an
event occurs, WCHD and Weld County Planning will be notified and Hirsch Dairy will take
immediate action to remove such material from the Smith Lateral Ditch.
4.3 Fly Control Plan
The Hirsch Dairy has historically practiced and continues to practice an effective fly control
plan which consists of eliminating fly breeding areas; regular harrowing of corrals and
manure removal from the property; keeping the corrals dry; installation of pest control strips
throughout the property; and placing fly -bait control chemicals throughout the operation.
The plan also includes off -site removal of the manure which reduces available fly breeding
972515
Mr. Jacob Hirsch/Manure and Wastewater Management Plan
Project Number 1097013
September 26, 1997
Page 16
PARAGON
areas. Harrowing and removal of manure will occur within the corrals at least once per
week. The plan includes daily removal of unconsumed feed.
In the event that these cultural controls prove inadequate and flies become a nuisance
problem, the Hirsch Dairy will employ technologies such as fly sprays, dusts and treated
feed:
• Products approved for use on dairy cattle by state and federal authorities are safe and
will not contaminate milk when used properly. Several coumaphos (CO-RAL),
crotoxyphos (Ciodrin), dichlorvos (Vapona), permethrin (Ectiban), pyrethrins and
stirofos (Rabon) products are available and registered for use on dairy cattle. They can
be purchased as a ready -to -use mixture or as a concentrate to be mixed with water. Naled
(Dibrom) can be used in the dairy barn but not in the milk room or milk house.
Coumaphos (Co-RAL) crotoxyphos (Ciodrin), malathion, methoxychlor, permethrin
(Ectiban) and stirofos (Rabon) dusts are also registered. Although dusts are available
and registered for use on dairy cattle, some milk -marketing organizations object to their
use.
• Several products are approved for use as a feed or mineral additive to control flies. They
are phenothiazine, methroprene (Altosid) and stirofos (Rabon). These chemicals pass
through the digestive tract without harm to the animal and leave no illegal residues in the
meat and/or milk when mixed and fed according to manufacturer's directions. Enough
insecticide remains in the manure to kill or prevent flies from completing their
development. Stirofos (Rabon) is registered for use in dairy as well as beef animals,
while phenothiazene is approved only for beef animals. The insecticide must be mixed
with either the feed concentrate or mineral mixture. The animal must consume a specific
amount of feed -insecticide or mineral -insecticide mixture daily. For example, stirofos is
registered to be fed at 70 milligrams per 100 lbs. of body weight per day.
4.4 Odor Abatement Plan
The Hirsch Dairy currently practices an odor abatement plan. The plan consists of manure
removal and harrowing corrals on a weekly basis. This action significantly reduces the
potential for odors associated with accumulated manure. With regard to odor control of the
972515
Mr. Jacob Hirsch/1Vlanure and Wastewater Management Plan
Project Number 1097013
September 26, 1997
Page 17
PARAGON
existing pond, Hirsch Dairy will continue to perform periodic land application in accordance
with the land application plan for process wastewater. Land application reduces the
potential for odors from the accumulation of process water in the retention pond.
Additionally, Hirsch Dairy is adding the commercial odor control product "Liquidator" from
Universal Industrial Technologies, Inc. of Tempe, Arizona to the retention pond. This
product is designed to reduce solids and control odors in agricultural lagoons. In the event
that WCHD judges that a nuisance odor condition exists at the site, the Hirsch Dairy will
increase the manure removal and corral cleaning schedule, apply wastewater to the fields (if
acceptable under the land application plan) and increase the chemical control additions to
the pond.
4.5 Weld County Conditions
It is Paragon's understanding that Hirsch Dairy intends to comply with Conditions and
Development Standards published in the Resolution for Case Number USR - 1091 dated
December 16, 1996 and signed by the Weld County Commissioners. Demonstration of
compliance with the majority of the Conditions and Development Standards have already
been discussed herein. However for documentation purposes a review of the conditions and
the Hirsch Dairy response are as follows:
Condition 1. The attached development standards for the Special Review Permit shall be
adopted and placed on the Special Review plat prior to recording the plat. The plat shall be
delivered to the Weld County Planning Department within 30 days of final approval by the
Weld County Commissioners;
Response: The development standards have been adopted and shall be placed on the
Special Plat.
Condition 2.A. This condition was a series of six (6) subconditions relative to the MWMP
and demonstration of compliance with CAFO regulations. These subconditions and the
Hirsch Dairy responses are as follows:
(1) Demonstration that all manure stockpile areas and wastewater collection, conveyance,
and retention facilities are adequately constructed and sized to handle a 25 -year, 24 -
hour storm event.
972515
Mr. Jacob Hirsch/Manure and Wastewater Management Plan
Project Number 1097013
September 26, 1997
Page 18
PARAGON
Response: As stated in this plan, manure is no longer stockpiled at the site. Manure
may be stockpiled near boring locations B-4 and B -S at some time in the future. If used
for manure storage, this area will be compacted and tested to confirm compaction
requirements. Sections 2.4.1 and 2.4.2 contain demonstrations that the collection,
conveyance and retention facilities have adequate capacity or will be constructed with
adequate capacity to convey and retain the 25 -year, 24 -hour storm event.
(2) Demonstration that any wastewater retention structure constructed after August 30 1992,
does not exceed a seepage rate of 1 x 10-6 cm/sec.
Response: Section 2.4.3 contains a demonstration that the existing wastewater retention
basin does not exceed the seepage rate of 1 x 10-6 cm/sec.
(3) Demonstration that the facility has the ability to manage and land apply manure and
wastewater at agronomic rates in accordance with CAFO regulations. This should
include how tailwater will be detained an seepage will be limited.
Response: As stated in this plan, the majority of the manure is transported off site.
When needed on site, available manure from corrals (or from a future manure stockpile
area near borings B-4 and B -S) will be land applied in accordance with the agronomic
analyses land application plan recommendations, taking into account land application
of lagoon water. As stated in Sections 2.2 the Hirsch Dairy has the ability to land
apply wastewater through an irrigation system installed at the site. This irrigation
system will include a tailwater pond/sump system which will pump unconsumed process
water back to the retention pond for reuse. As stated in Section 2.5 a site -specific
agronomic analyses of manure, wastewater and site soils will be the basis for land
application. A land application plan will be submitted to WCHD and CDPHE upon
completion of the agronomic analyses.
(1) Demonstration that adequate measures are in place to prevent any discharges except
those which are allowed by CAFO regulation.
Response: These measures are described in Section 2.1 and 2.2 of this plan.
972515
Mr. Jacob Hirsch/Manure and Wastewater Management Plan
Project Number 1097013
September 26, 1997
Page 19
PARAGON
(2) The schedule at which manure and wastewater will be applied to the land.
Response: As stated in this plan, the majority of the manure will be removed directly
form the site. As stated in Section 2.5, it is anticipated that manure will be applied in
the Fall and/or Spring; wastewater will be land applied two (2) to three (3) times
during the growing season. A specific schedule will be included with the land
application plan after completion of the site -specific agronomic analyses.
(3) Other necessary measures which are required to comply with CAFO regulations.
Response: Hirsch Dairy intends to comply with the CAFO regulations.
Condition 2.B. A dust abatement plan shall be submitted to the Weld County
Commissioners for review and approval.
Response: The dust abatement plan is described in Section 4.2 of this plan.
Condition 2.C. A fly control plan shall be submitted to the Weld County Commissioners
for review and approval.
Response: The fly control plan is described in Section 4.3 of this plan.
Condition 2.D. An odor abatement plan shall be submitted to the Weld County
Commissioners for review and approval.
Response: The odor abatement plan is described in Section 4.4 of this plan.
Condition 2.E. The facility shall demonstrate compliance with Section 47 of the Weld
County Zoning Ordinance.
Response: The facility appears to be in compliance with this zoning ordinance.
972515
Mr. Jacob Hirsch/Manure and Wastewater Management Plan
Project Number 1097013
September 26, 1997
Page 20
PARAGON
Condition 2.F. The Plat shall be amended to show the approved location of the manure
storage area.
Response: The Plat will be amended to show the potential future manure storage area near
boring locations B-4 and B-5.
Condition 2. G. The buried pipeline easement shall be delineated on the plat.
Response: The buried pipeline easement will be delineated on the plat.
Condition 3.A. If applicable, the applicant should show evidence that an Air Pollution
Emission Notice (APEN) and Emissions Permit has been applied for the subject site.
Response: On November 12, 1996 Terracon contacted Mr. Chip Hancock of the Colorado
Department of Public Health and Environment Air Quality Control Division (AQCD)
regarding the need for an APEN at the subject site. Mr. Hancock reported that it is likely
that the site will not require an APEN under the agricultural exemptions. Mr. Hancock
referred Terracon to Ms. Julie Wrend of the AQCD for further information. Ms. Wrend was
unavailable on November 12, 1996. Ms. Wrend was also unavailable for comment on
September 17, 1997. Ms. Wrend was contacted on September 25, 1997. Ms. Wrend stated
that the feed areas of the dairy are exempt from APEN requirements. Ms. Wrend stated that
if there are emissions from ozone -depleting chemicals or fuel fired boilers, above deminimus
standards, then an APEN may be required for those items. The Hirsch Dairy refrigeration
system does not contain ozone -depleting chemicals. The Hirsch Dairy has a propane -fired
water- heater -type boiler which heats water for cleaning milking equipment. Based on the
Colorado Air Quality Commission's Regulation Number 3, it appears that the water heater
is exempt from APEN requirements.
Condition 3.B. Submittal of evidence that existing septic systems are permitted through the
Weld County Health Department. If not permitted show evidence that an I.S.D.S evaluation
has been done. If the systems are inadequate they must be brought into compliance with
I.S.D.S regulations
972515
Mr. Jacob Hirsch/Manure and Wastewater Management Plan
Project Number 1097013
September 26, 1997
Page 21
PARAGON
Response: Hirsch Dairy intends to supply documentation relative to septic system
permitting to the Weld County Health Department Prior to recording of the plat.
Condition 3.C. The operator shall submit and have approved by the Weld County Public
Works Department a road improvements plan for the installation of a culvert on the Weld
County Road 78 for the Smith lateral.
Response: Hirsch Dairy's plan for the road improvement is to increase the length of the
Smith lateral culvert such that Weld County Road 78 can be widened to the same width as
the adjoining sections of Weld County Road 78. In June 1997, Hirsch Dairy contacted Mr.
Don Carol with the Weld County Road Department regarding replacement of a culvert and
widening this section of Weld County Road 78. As of September 24, 1997, Weld County was
in the process of replacing the existing culvert and widening Weld County Road 78.
Condition 4. Special Review activity shall not occur nor shall any building or electrical
permits be issued until the Special Review plat is ready to be recorded.
Response: Hirsch Dairy intends to comply with this condition.
5. GENERAL COMMENTS
This MWMP was prepared in general accordance with Paragon's workplan dated September
26, 1997. The MWMP was updated based on comments, recommendations and stipulations
published by the Weld County Planning Department for Case Number USR-1091. This
MWMP was prepared based on Paragon's interpretation of the Confined Animal Feeding
Regulations and in accordance with generally accepted engineering practices. This report
was prepared for the exclusive use of the Hirsch Dairy for specific application to the subject
project. This report does not reflect any variations in subsurface stratigraphy or
geohydrology which may occur between boring locations across the site. Local
geohydrologic conditions may change due to variations in precipitation and recharge or
other conditions not evident at the time of the field exploration. No warranties, either
express or implied, are intended or made.
972515
REFERENCES
1. Soil Conservation Service, Soil Survey of the Weld County Colorado Area, 1968.
2. Tweeto, Ogden, Geologic Map of Colorado, U.S. Geologic Survey, 1977.
3. Confined Animal Feeding Operations Control Regulations 4.8.0, 5 Code of Colorado
Regulations 1002-19, August 1992.
4. Severance, Colorado Quadrangle, U.S. Geologic Survey Topographic Map, Photo
revised 1978.
5. Depth to Water Table Map, Greeley, Fort Collins, Boulder Area.
6. Geotechnical Engineering Report Proposed Hirsch Dairy, Weld County Road 23 and 78,
Severance, Colorado, Empire Laboratories, Inc. December 3, 1993.
7. National Oceanographic and Atmospheric Administration Hydrologic Atlas.
8. Hyrdrology for Engineers and Planners, 1970.
9. Summary of Monthly Climatic Data for Greeley UNC, 1967-1988, Colorado Climate
Center.
10. Hirsch Dairy Water Meter Records, January through September 1997.
11. Mr. Jake Hirsch meeting and interviews 1993 to 1997.
12. Dr. Jerry Olsen, D.V.M., interview, September 1996.
13. Dr. Jerry Olsen, D.V.M., interview, September 1997.
14. Linn, J.G., M.F. Hutjens, W.T. Howard, L.H. Kilmer, and D.E. Otterby, Feeding The
Dairy Herd - North Central Regional Extension Publication Number 346, 1988.
972515
APPENDIX A
FIGURES
972515
l�tt, , �, g s sa a
4 Como d Jefferson Buffalo Creek 0 • ci. -
• Leyden. a Rdarps`-City~:.
p Gi - J was ur fs
Vail Dillotkin
y Arapahoe;
...,:�-- � ,Re�M`�8�,� ;i3ro�livale 7-f �s`;.4, � En'g1E�WQOd ...
iYin yr I
;ilmar ,•Frisco •torontuufma--F nde
•Red ff Brecitenrid e l •Conifer' . • i•
'-� g .•Pa ker � .;
Gi ant
5 e •
• °- Castle Ri1c , Fra-iktorvn -_•r I'1 .
Saver r}c� Gateton *Cornish
I �1Alfllar • ,;
)at•SDrinpS Rand ♦ • :r -r•
,♦
�.. ' . '�� �� ,• r E3tes Park. f dona ` 1. ad;
�y Evan �. t ♦ ♦ . ,Snyder .Hilfrose
"-' Masonville °
Wfnd�or
S Drake .._.._. I
1 " .• Laalle
hrlifliken� _. s •
;,4Gitcrest
:°Grand Lake. _,.:e, I
r
•, + Hygiene— 6f� .t....
Grano *Granby J�mesioi.m• ._.. Fi$sforie♦
40 --_ ' • Mot Sulphur Springs �.._.. Boulder
- -' . Fraser ;Sugarloaf" Vtlattenb
--_ - -i• 4, hffe+� Broom'iiiad
g -- t
rEe B d e' - East Portal g3 ThO1 tttOri
't um Golden enyer
'�. Georgetovet• i• • • nt *� - : - b o -� . wee,-
'Kings canyon
4
Red Feeher_Lakes�;"-'
•
QWaldent,
Jackson
Buckeye
Project Site
n = I ..._ 'Nunn.'
Pr-� ' 4
1 •
Cclljns-.•'
._--__ '• Grover r-.;
`--- -
i 77 [
�..�____: Padroni
1 `.• eota
Briggsdal.e. s• ' `.,
Stonebam -=-._. - a;
Orchard,
Fort•Mairaan-•-__.. e3
— Woodrow.._.._.
F4enesbug
ai
Hudsor�.n r ----
rjghton.—
`' Barr Lake _ ..
Adams
• Bailey. • Q IIIow _
i"_.. ''0Leadvllle_Fairplay Ebert
) 'Lake f
aTalrydll ' Ba Q�
`' ran ite
'
o• Buem-Vista
CI
Chaffee `• Nathrop
Pit WI
Ma ille Salida
�
•Garo .Perk
artsel -
Mathesori
I
— — -- -_—__ .._-- ± im i ...
�r�'S I a I
*Monument.: :•••_.2— ;, Rarafl f (E..
I •Woodland Park •C•C —f-_ ----
' ,Lake ueorge•pi,vide ; alhan ,', !'T
[ ICPn ....._...__ ..
--i•-••'""Pi view .. 3 • I
. or
.--' y Manitou Sprin4s --
a . , Colorado Springs •Rush
�,............ B Paso •....._................. 94
• Gaffe ' Clip -Fe - Fe rCreek
yj" 0. Vigor ♦Security-Widefieid -..
-- f + !:,Fountain
r. 5
r Porx•ha,$prings Parkdal,,.
50 4„ -.,„1-.? ;, Texas Creek,k,,'". '
‘.. Sargents ,\ Cbaldale -640;f5
Flor
Bonanza\
•
' Villa GrQ ♦ ve I Greenwiood •' `--'
Wetmore.
L�non Git, ♦�
Stone Cif
_cy
Not to Scale
iebi.p Boone
rr vondale „-
•
I' Arlin
Crowley ;----♦...__.....
Hugo
In "+y'
139.1
Away
0Qrdwayr
.
•
•
Figure 1 General Location Map
Hirsch Dairy
11283 Weld County Road 78, Eaton, Colorado
Project No. 1O97013 September 1997 Drawn by PJH(13Fig1-_2)
PARAGON
972515
Pferalaterai
brew 1.42k!
CRBO{
•
,t.
io
:N
flew Windsor Oil Field
k Gros Reservoir
CR 78
Project Site
CR 76
Not to Scale
CR78
Figure 2 Vicinity Map
Hirsch Dairy
11283 Weld County Road 78, Eaton, Colorado
Project No. 1097013 September 1997 Drawn by PJH(13Fig1_2)
PARAGON
6.4caorka 44.
972515
APPENDIX B
TABLES AND SUMMARY SHEETS
972515
Ca
d
E
z
R
E
W *E
Q
H d
E
z
C
c
U
L
.R
00
N
O
(24
C
O
U
M
, M
00
U H. O
c
x p
O y
S
C)
et
Z
Y d v
'
o - o
So,
E
Q K
O 0 7 ,0
L en V) N
M M M 7
N 7 \C N
7 7 7
iC 7,3
Hx
000-
O O O
M N co
M 'n en
en
O
O of 'b
.E U 0
o H > VLow CI
, - N
I",)
Iw
cu
N 0
ti C ..
3.5
Cf11
O N
N
7
N
7 rn N
NN N N N
co 00 N M
'n V I
C\ N C, N
,O N N N
cn
t "—t
t --cc
> w o
rc
ti 44 M w
• N
N N M M
CD o0 N O
O -- O
N C1 N CO N--�
N M M M 7 7
ten
o
c
7 �+ 7 7 N 00 0 M M O.l
Ca
Q
N
• .D
C/) C, C1 -- N N M
,,, M M Cr in in 7 7 7
rat
w
O
•
Cn ,O 0O N o0 N N CO
M M 7 C\ C, N N
N N N N N N N N
N N 00 7 7 N N 0
CO CO PO Cl C\ C\ C, C\
N N N N N N N
C•N0101C\ C\
0 0 0 0 0 0 0 O
N M 7 in N oo a,
0 0 0 0 0 0 0 0
1/40
00
C,
t --
1/4C)
I
1/40
M
N
1/40
1/40
N
N
C\
0C
N
N
To
E
•-
d
II
•
v w
3
tu
U .C
yE
z
ro
E
C v
7 o,
H
to oL
y
C
O.
o
bD
C C)
x en
•_
O
I N
0 y
CAN
C U
O ;33
cq
N
00 3
o
bD N
C
N t
w
7d 7.
E
E ti
N
-C
C)'-
Ctg
ai U v
zaw
z
O
CD
972515
u
L
v
A
E
Ct
0
a
v,
CV
O
N
,W
a oO
¢a
F
U
int
U
L
d
R
3
d
R
E
W
CO
CI
O
Cu
U
3 M
ro o
A 00 NN
N
U O
y .-. ,--,
ai a
Cl O z'
u u u
v v c?
L .O .L
04 Q_ Qr
N
00
N
00
b
m
O
N
N
N
O
N
N
N
N
O
N
ut
N
�To r�• tu
�
kAd 1.3 tzl
N N
o rn N N
°. O O 61")
V
s
00
3
O
0
c
Cu • O
• U
ro E
E
6) O
I-
O O 0
• 0
ro U
E
O
o:
U W
O`
O
• O
N
U
E
O
Ca O
O
o
ro
O O
• E
✓ U
b T
•
E O
x• �3
ro
G w O
v "
Cu a
ro
O E
O E
FE2
F p v
F E _a
.E
E E
0
ro L
cam 2
N
v
'Y ¢ o
'y y
O O
COO O
O O u.
b
Ns
ors et_
yca
U t 0
e
c
F FO-
O
C
972515
00
N
0
CG
O
U
QM O
00
U - CN
O
LO .-. —
1.
l C
O
d L
E U E
a z
V ▪ V • V
d d d
Q 0
L L L
• QI
CC
H
M
n
N
M
N
M
vD
O
c.0
C
N
N
M
b
t ---
v-;
00
N
N
N
en
M
M
7
r --
t --
re;
dr-
00
C\
N
a
IC
N
en
M
O
M
M
dr
N
r--
00
h
C
M
M
00
vD
C1
t---
t---
IC
co
M
N
O
In
CO
N
Q 0
V d
1:1. Cil7 3 C%]
O
Tst
0 U U a
Q W
N
W
00
N
00
00
C
N
00
C,
C
N
i
M
M
O
N
N
N
C
N
M
M
M
M
M
O
V1
C,
M
N
M
C
,C
M
M
t --
en
O
O
C1
O
M
�C
C
O
M
M
C,
N
M
b
O
7
O
O
O
O
O
O
C
O
N
C
C1
O
O
O
O
O
N
N
In
O
O
C
C1
M
C
C
C1
.n.
4-4
O
co
00
M
N
O
O
C,
C,
N
O
O
C
O
O
C
O
O
C
N
C
C,
C
N
O
C
00
en
N
M
O
C
O
O
N
7
O
C
C1
C,
O
V
In
O
C
Co
N
N
0
O
co
co
N
N
O
0
N
'O
C
C1
O
M
co
N
M
O
M
4-4
M
M
O
M
N
M
o V
ry CC
N
C1
N
N
C,
N
C
M
N
C,
d
N
C,
h
N
C,
C
N
C,
N
N
N
W
N
C,
N
C,
O
C
N
C'
N
en
M
00
C1
O
M
t ---
en
O
C
972515
TABLE 4
Groundwater Elevation and Separation Distances from Pond Bottom
Project Name: Hirsch Dairy
Project Location: 11283 Weld County Road 78
Project Number: 1097013
Well Nam Date Top of Depth to
Measured Casing Water
MW -1 35493
MW -2 35493
MW -3 35493
MW -1
MW -2
MW -3
MW -1
MW -2
MW -3
MW -1
MW -2
MW -3
MW -1
MW -2
MW -3
35494
35494
35494
35500
35500
35500
35584
35584
35584
35696
35696
35696
(feet) (feet)
4981.63
4979.47
4984.17
Groundwater Pond Bottom Separation
Elevation Elevation by Distance
MW -
(feet) (feet)
(feet)
4967.92
<4959.42
<4964.17
4981.63
4979.47
4984.17
4981.63
4979.47
4984.17
4981.63
4979.47
4984.17
4981.63
4979.47
4984.17
13.71
dry @ 20
dry @20
10.73
19.51
dry @20
10.68
19.55
dry @20
10.54
19.55
dry @ 20
9.63
16.14
dry @20
4970.9
4959.96
<4964.17
4970.95
4959.92
<4964.17
4971.09
4959.92
<4964.17
4972
4963.33
<4964.17
4973.08
4973.04
4971.64
4973.08
4973.04
4971.64
4973.08
4973.04
4971.64
4973.08
4973.04
4971.64
4973.08
4973.04
4971.64
5.16
>13.62
>7.47
2.18
13.08
>7.47
2.13
13.12
>7.47
1.99
13.12
>7.47
1.08
9.71
>7.47
Note: Pond Bottom elevations for areas near MW -2 and MW -3 are approximate.
PARAGON
972515
SUMMARY SHEET
MILK COW CONSUMPTIVE USE, EVAPORATION, POND CAPACITY, AND ACREAGE REQUIREMENT FOR PROPOSED
CONDITIONS AND EXISITING CONDITIONS
Project Name: Hirsch Dairy
Project Location: 11283 Weld County Road 78
Project Number: 1097013
WATER CONSUMPTION FORMULA
Feeding the Dairy Herd - North Central Regional Extension Publication Number 346
This is the amount of water need to keep a cow alive and producing milk.
lbs
dry matter
consumed
per cow
water consummed const. const. per day
0.19 * 50 +
GPD/COW =
4.22 +
4.22 + 9.5
25.58 gallons per day per milk co
lbs/milk
per cow
const. per day
0.108 " 75 +
+ 8.1
ounces
sodium,
consumed
per cow
const. per day const.
0.374 * 4 + 0.06 *
1.496 + 2.2614
minimum
daily temp
(F)
37.69
Monthly Average Min Temp Over Same Period in Year from Colorado Climate Center
Record for Greeley, Colorado based on 1967 to 1988
Ave
Min
Month Temp
(F)
Jan 13.3
Feb 19.5
Mar. 25.8
April 34.0
May 43.4
June 52.4
July 57.7
August 55.4
Average 37.69
MILKING COWS
Metered Pub 346 net
water water to Pond
usage consumed
GPD/COW GPD/COW GPD/COW
45.19 25.58
19.61
WATER USAGE
average water used
average water cons.
net to pond
45.19 gallons per day per cow for an average of 766 milking in total average of 1110 cows
25.58 gallons per day per cow for an average of 766 milking in total average of 1110 cows
19.61 gallons per day per cow for an average of 766 milking in total average of 1110 cows
EVAPORATION
The average annual lake evaporation for the area is 44 inches per year (Hyrdology for Engineers and Planners, 1970)
The pond surface area is approximately 5.5 Acres
5.5 Acres * 43560 sq ft/Acre* 44 inches/year * ft/12 inches*7.48 gal/cf 6570881 ga /year
for the six month storage period in the winter assume that only 1/4 of the annual evaporation occures
therefore reduction in volume is 0.25*6570881 1642720 gallons
EXPANSION POND CAPACITY AND ACRES NEEDED FOR APPLICATION
Based on historical averages, a 2,000 cow herd will have 1,380 milking cows
located on the west side of the Smith Lateral
net water to pond
19.61 gallons per day per cow
4871124 gallons for 1380 milking cows *180 days
-1642720 gallons evaporation
3228404 net process water gallons
437453 cubic feet for 1380 milking cows * 180 days
10.0 acre -ft for 1380 cows * 180 days
8.1 acre-feet runoff for expanded dairy
west of Smith Lateral
18.1 acre -ft : total capacity required
29.9 acre-feet are available
acres needed: take twice the net process water amount and
divide by 38500 gal/acre (based on silage corn CAFO table)
167.7 acres needed
138.7 irrigated acres available after expansion
29.0 additional acres needed
CURRENT POND CAPACITY AND ACRES NEEDEI
Based on historical averages, the 1,110 cow herd has 766
located on the west side of the Smith Lateral
19.61 gallons per day per cow
2703827 gallons for 766 cows *180 days
-1642720 gallons evaporation
1061107 net process water gallons
143781 cubic feet for 766 cows * 180 days
3.3 acre -ft for 766 cows * 180 days
7.6 acre-feet runoff for existing dairy
west of Smith Lateral
10.9 acre -ft : total capacity required
29.9 acre-feet are available
acres needed: take twice the net process water amount am
divide by 38500 gal/acre (based on silage corn CAFO tat
55.1 acres needed
146.2 irrigated acres available now
18.6 acres can be added to corn irriigation SW corner
6.8 acres can be added to corn irriigation NE corner
UPTAKE CALCULATION FROM CAFO TABLE
Silage Corn: 7 tons Dry Matter Per Acre = 14,000 lbs dr
14000 lb/acre X 1.1 % Nitrogen = 154 lb N/ac
APPENDIX C
GEOTECHNICAL ENGINEERING REPORT
972515
GEOTECHNICAL ENGINEERING REPORT
PROPOSED HIRSCH DAIRY
WELD COUNTY ROADS 23 AND 78
SEVERANCE, COLORADO
ELI PROJECT NO. 20935228
Prepared for:
MR. JACOB HIRSCH
2817 EAST COUNTY ROAD 30
FORT COLLINS, COLORADO 80525
972515
Empire Laboratories, Inc.
A Division of The Terracon Companies, Inc.
Empire Laboratories, Inc.
A Division of The Terracon Companies, Inc.
PO. Box 503 • 301 No. Howes
Fort Collins. Colorado 80522
(303) 484-0359
FAX No. (303) 484-0454
Chester C Smith. PE.
Neil R. Sherrca. C PG
December 3, 1993
Mr. Jacob Hirsch
2817 East County Road 30
Fort Collins, Colorado 80525
Re: Geotechnical Engineering Report, Proposed Hirsch Dairy
Weld County Roads 23 and 78
Severance, Colorado
ELI Project No. 20935228
Empire Laboratories, Inc. (ELI) has completed a geotechnical engineering exploration for the
proposed Hirsch Dairy located on Weld County Road 78 and County Road 23 two miles north of
Severance, Colorado. This study was performed in general accordance with our proposal dated
August 20, 1993.
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 and other earth connected phases of this project are attached.
The subsurface exploration indicated soil conditions which are typical of soils commonly found in
the Severance area. The subsurface soils at the site consisted of well -graded sands with gravels,
clayey sand, silty sand and sandy lean clay underlain by sandstone-siltstone bedrock. The
information obtained by the results of field exploration and laboratory testing completed for this
study indicates that the soils and bedrock at the site have low expansive potential.
Based on the geotechnical engineering analyses, subsurface exploration and laboratory test results
and our understanding of the proposed construction, we recommend that the proposed barn be
supported on a pier foundation system. Slab -on -grade may be utilized for the interior floor system
provided that care is taken in the placement and compaction of the subgrade soil. The on -site
soils are suitable to construct the proposed waste retention basin provided they are properly
compacted. The subsoil conditions are suitable in the area tested for construction of standard -
type septic systems.
Other design and construction details, based upon geotechnical conditions, are presented in the
report.
Offices of The Terracon Companies, Inc. Geotechnical, Environmental and Materials Engineers
Arizona. Tucson IN Colorado. Colorado Sorrrgs. Denver, Ft Collins. Greeley. Longmont • Idaho'. Boise • Illinois. Bloomington.
Chicago. Rock Island • Iowa. Cedar Pails. Cedar Rapids. Davenport. Des Moines. Storm Lase • Kansas'. Lenexa. Topeka.
Wichita • Minnesota SI Paul • Missouri Kansas City • Nebraska: Lincoln, Cmana f• Nevada. Las Vegas
■ Oklahoma: Oklahoma City. Tulsa • Texas. Dallas • Utah: Salt Lake City • Wyoming Cheyenne 9'72515
QUALITY ENGINEERING SINCE 1965
Mr. Jacob Hirsch
ELI Project No. 20935228
Terracon
We have appreciated being of service to you in the geotechnical engineering phase of this project,
and are prepared to assist you during the construction phases as well. If you have any questions
concerning this report or any of our testing, inspection, design and consulting services, please do
not hesitate to contact us.
Sincerely,
EMPIRE LABORATORIES, INC.
A Division of The Terracopitompanies, Inc.
d/llGl/ect./
eil R. Sfcerrod
Senior Engineering Geologist
Reviewed by:
Chester C. Smith, P.E.
Division Manager
NRS/CCS/cic
Copies to:
Addressee (2)
Terracon Environmental Consultants - Mr. Brick Smith (1)
White Trucking - Mr. Ken White (1)
972515
ELI Project No. 20935228
Mr. Jacob Hirsch Terracon
TABLE OF CONTENTS
Letter of Transmittal Page No.
INTRODUCTION 1
PROPOSED CONSTRUCTION 1
SITE EXPLORATION 2
Field Exploration 2
Laboratory Testing 3
SITE CONDITIONS 3
SUBSURFACE CONDITIONS 3
Geology 3
Soil and Bedrock Conditions 4
Laboratory Test Results 5
Groundwater Conditions 5
CONCLUSIONS AND RECOMMENDATIONS 5
Site Development Considerations 5
Foundation Systems - Pole Barn 6
Conventional Foundation Systems 6
Lateral Earth Pressures 7
Seismic Considerations 8
Floor Slab Design and Construction 8
Septic Systems 9
Waste Retention Basin 10
Earthwork 10
General Considerations 10
Site Clearing 11
Excavation 11
Slab Subgrade Preparation • 12
Pavement Subgrade Preparation 12
Fill Materials 12
Placement and Compaction 13
Slopes 14
Compliance 14
Utility Construction 14
Drainage 15
Surface Drainage 15
Subsurface Drainage 15
Additional Design and Construction Considerations 16
Exterior Slab Design and Construction 16
Corrosion Protection 16
972515
Mr. Jacob Hirsch
ELI Project No. 20935228
TABLE OF CONTENTS (Cont'd)
Terracon
Page No.
GENERAL COMMENTS 16
APPENDIX A
Figure No.
SITE PLAN 1
Logs of Borings Al thru A29
APPENDIX B
Laboratory Test Data:
Swell -Consolidation Tests B1 thru 83
Direct Shear Test 64
Permeability Tests B5 thru B7
Summary of Test Results B8 thru B13
APPENDIX C: GENERAL NOTES
Drilling & Exploration Cl
Unified Soil Classification C2
Bedrock Classification, Sedimentary Bedrock C3
Laboratory Testing, Significance and Purpose C4
Report Terminology C5
V
972515
GEOTECHNICAL ENGINEERING REPORT Terracon
PROPOSED HIRSCH DAIRY
WELD COUNTY ROADS 23 AND 78
SEVERANCE, COLORADO
ELI PROJECT NO. 20935228
DECEMBER 3, 1993
INTRODUCTION
This report contains the results of our geotechnical engineering exploration for the proposed Hirsch
Dairy to be located two miles north of Severance, Colorado on Weld County Roads 78 and 23.
The site is located in the West 1/2 of Section 24, Township 7 North, Range 67 West of the 6th
Principal Meridian.
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
• floor slab design and construction
• lateral earth pressures
• water retention basin 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, and experience with similar soil and structural
conditions.
PROPOSED CONSTRUCTION
The proposed construction as we understand it will consist of an approximately 150'x90' in plan
pole barn. A waste retention basin is to be constructed to the west of the barn and will be
approximately 250'x300' in plan. The basin will have a depth of approximately 10 feet. Three
to four mobile homes will be placed east of the barn, and the mobile homes will be served by on -
site sewage disposal systems. A 10 to 12 inch diameter PVC pipeline will carry sewage from the
barn area to the basin for treatment.
972515
Mr. Jacob Hirsch
- ELI Project No. 20935228
Terracon
Although final site grading plans were not available prior to preparation of this report, ground floor
level for the barn is anticipated to be at, or near existing site grade. The basin will be constructed
with maximum cuts of approximately 5 feet and a maximum berm height of approximately 5 feet.
SITE EXPLORATION
The scope of the services performed for this project included site reconnaissance by an
engineering geologist, a subsurface exploration program, laboratory testing and engineering
analyses.
Field Exploration: A total of 29 test borings were drilled to depths of 3 to 15 feet at the locations
shown on the Site Plan, Figure 1. Ten borings were drilled within the area of the proposed barn
and alternate barn site. Five borings were drilled in the area of proposed waste retention basin,
two borings in the area of the proposed pipeline and twelve borings were drilled in the proposed
soil absorption bed areas. All borings were advanced with a truck -mounted drilling rig, utilizing
4 -inch diameter solid stem auger. Twelve soil percolation tests were performed in the 3 -foot deep
borings.
The location of borings were positioned in the field by measurements from property lines and
existing site features. Elevations were taken of the ground surface 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 to determine each.
Continuous lithologic logs of each boring were recorded by the engineering geologist during the
drilling operations. At selected intervals, samples of the subsurface materials were taken by
means of pushing thin -walled Shelby tubes, or by driving split -spoon samplers. Representative
bulk samples of subsurface materials were obtained from selected borings.
Penetration resistance measurements were taken with each sampling with the split -spoon by
driving the sampler with a 140 pound hammer falling 30 inches. When properly interpreted, the
penetration resistance is a useful index to the consistency, relative density or hardness of the
materials encountered.
Groundwater conditions were evaluated in each boring at the time of site exploration, and 4 to 22
days after drilling.
2
972515
Mr. Jacob Hirsch
ELI Project No. 20935228
Terracon
Laboratory Testing: All samples retrieved during the field exploration were returned to the
laboratory for evaluation by the project geotechnical engineer, and were classified in accordance
with the Unified Soil Classification system described in Appendix C. Samples of bedrock were
classified in accordance with the general notes for Bedrock Classification. At that time, the field
descriptions were confirmed or modified as necessary, final boring logs prepared, and an applicable
laboratory testing program was formulated to determine engineering properties of the subsurface
materials. Boring Logs for the project are presented in Appendix A.
Selected soil and bedrock samples were tested for the following engineering properties:
• Water content
• Dry density
• Unconfined compression
• Expansion
• Shear Strength
• Consolidation
• Plasticity
• Soluble sulphate content
• Permeability
The significance and purpose of each laboratory test is described in Appendix C. 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 test were
performed in general accordance with applicable ASTM, local or other accepted standards.
SITE CONDITIONS
The site consists of cultivated farm land. A dirt road traverses the eastern portion of the site. A
concrete -lined irrigation ditch is located on the east side of the dirt road in the northern portion of
the site. The property slopes from a high point at the northeast corner to the west and south and
has positive drainage in these directions. The majority of the site is planted in corn and sorghum.
The northeast portion of the site is vegetated with native grasses and weeds. The property is
bordered on the south by County Road 78, on the west by Weld County Road 23, on the north
by existing corn fields and open land, on the east by a sheep farm and pasture land and to the
southeast by an existing residence.
SUBSURFACE CONDITIONS
Geology: The proposed area is located within the Colorado Piedmont section of the Great Plains
ohysiographic province. The Colorado Piedmont, formed during Late Tertiary and Early quaternary
time (approximately 2,000,000 years ago), is a broad, erosional trench which separates the
3
972515
Mr. Jacob Hirsch
ELI Project No. 20935228
Terracon
Southern Rock Mountains from the High Plains. Structurally, the site lies along the western flank
of the Denver Basin. During the Late Mesozoic and Early Cenozoic Periods (approximately
70,000,000 years ago), intense tectonic activity occurred, causing the uplifting of the Front Range
and the associated downwarping of the Denver Basin to the east. Relatively flat uplands and
broad valleys characterize the present-day topography of the Colorado Piedmont in this region.
The site is underlain by the Cretaceous Pierre Formation at its transition with the Cretaceous
Foxhills Formation. The sandstone-siltstone bedrock is overlain by residual and wind blown sands
and clays of Pleistocene and/or Recent Age.
Mapping completed by the Colorado Geological Survey ('Hart, 1972), indicates the site in an area
of "Windblown Sand or Silt". This material has been described as having low swell potential and
may be subject to severe settlement or hydro -compaction when water is allowed to saturate the
deposits. Bedrock with higher swell potential may be locally less than 10 feet below the ground
surface.
Soil and Bedrock Conditions: As presented on Logs of Borings, the subsurface soils encountered
at the site are described in order of increasing depths:
• Silty Topsoil: The majority of the area tested is overlain by a 6 -inch layer of silty topsoil.
The topsoil has been penetrated by root growth and organic matter.
• Well -Graded Sand With Gravel: This stratum was encountered at the surface of Borings
1 through 3 and extends beyond the depths explored. The well -graded sand contains
varying amounts of fine gravel and is moist to medium dense in situ.
• Clayey Sand: This stratum was encountered in Borings 4 through 15 and 17 through 26
and 29 below the topsoil and extends to the bedrock and/or depths explored. The clayey
sand varies to a silty sand, is slightly plastic, contains varying amounts of fine gravel, is
moist and generally medium dense.
• Sandy Lean Clav: This stratum was encountered in Borings 27 and 28 below the topsoil
and extends to the bedrock below. The lean clay contains a large percentage of fine sand,
is slightly plastic and has a soft to medium consistency.
• Sandstone-Siltstone Bedrock: The bedrock was encountered in Borings 2, 5 and 13
through 29 at depths 1'h to 8' feet below the surface and extends to greater depths.
'Hart, Stephen S., 1972, Potentially Swelling Soil and Rock in the Front Range Urban Corridor, Colorado, Colorado
Geological Survey, Environmental Geology No. 7.
4
972515
Mr. Jacob Hirsch
- ELI Project No. 20935228
Terracon
The upper 11/2 to 4/ feet of the bedrock is highly weathered; however, the underlying
interbedded sandstone and siitstone is firm to very hard.
Laboratory Test Results: Laboratory test results indicate that the sand and clay subsoils at the
site have non to low swell potential, and the bedrock has low swell potential and high bearing
characteristics. The clayey sand and sandy lean clay when properly compacted are relatively
impervious and are suitable for use in constructing the proposed waste retention basin.
Groundwater Conditions: Groundwater was not encountered in Borings 1 through 23 at the time
of field exploration, nor when checked 4 to 22 days after drilling. Groundwater was encountered
in Borings 24 through 29 at the time of drilling at depths of 10 to 12' feet below the surface.
When checked 22 days after drilling, groundwater was encountered in Borings 25, 26 and 27 at
depths of 7 to 9 feet below the surface. Borings 24, 28 and 29 were caved at depths of 6 to 10
feet when checked 22 days after drilling. These observations represent only current groundwater
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 and irrigation demands
on or adjacent to the site.
Based upon review of U.S. Geological Survey maps (2Hillier, et al, 1979), regional groundwater
beneath the project area predominates in colluvial, landslide or windblown materials, or in fractured
weathered consolidated sedimentary bedrock located at a depth near ground surface. Seasonal
variations in groundwater conditions are expected since the aquifer materials may not be
perennially saturated. Groundwater is generally encountered at depths ranging from 5 to 20 feet
below ground surface; depth to seasonal groundwater is generally 10 feet or less.
CONCLUSIONS AND RECOMMENDATIONS
Site Development Considerations: The site appears suitable for the proposed construction. The
shallow bedrock and moderate bearing subsoils may require special attention in the design and
construction.
Because of variations in the engineering properties of the on -site soils, foundation bearing levels,
structural loads, and possible final grades, the following foundation systems were evaluated for
use on the site:
'Hillier, Donald E.; Schneider, Paul A., Jr.; and Hutchinson, E. Carter, 1983, Depth to Water Table (1979) in the
Boulder -Fort Collins -Greeley Area, Front Range Urban Corridor, Co/orado,United States Geological Survey, Map I-855-IK
5
972515
Mr. Jacob Hirsch
- ELI Project No. 20935228
• drilled piers bearing on the bedrock stratum;
• spread footings bearing on undisturbed soils; and,
• spread footings bearing on engineered fills.
Terracon
Design criteria for alternate foundation systems is subsequently outlined. Use of the alternative
foundation systems outlined in this report should be determined prior to construction.
Slab -on -grade construction is considered acceptable for use when subgrade soils consist of the
on -site sands, provided that design and construction recommendations are followed.
Foundation Systems - Pole Barn: Due to the presence of non to low swelling soils and/or bedrock
on the site, a pier foundation bearing upon undisturbed, weathered bedrock is recommended for
support of the proposed pole barn structure. The piers may be designed for a maximum bearing
pressure of 5,000 psf. Pies should be placed a minimum of 30 inches below finished grade for
frost protection. Piers extended to the firm or hard bedrock should be designed for a maximum
allowable bearing pressure of 15,000 psf. All piers require sufficient dead load to resist the
portential uplift of the expansive materials. All piers should be designed for a minimum dead load
pressure of 500 psf based upon pier end area.
Finished grade is the lowest adjacent grade for perimeter piers and floor level for interior pads.
The design bearing capacities apply to dead loads plus design live load conditions. The design
bearing capacity may be increased by one-third when considering total loads that include wind or
seismic conditions.
Piers should be proportioned to minimize differential foundation movement. Proportioning on the
basis of equal total settlement is recommended; however, proportioning to a relatively constant
dead load pressure will also reduce differential settlement between adjacent piers. Total or
differential settlements resulting from the assumed structural loads are estimated to be negligible,
provided that foundations are constructed as we recommend. The depth of the piers may need
to be increased to resist lateral loads, and the poles may need to be encased in concrete to provide
the required lateral resistance.
The pole barn should be designed to resist all induced lateral forces. The ultimate passive
resistance of the overburden sand materials may be computed using the equation Pp = 325Z +
1000 psf, where Z is the depth below the top of the bedrock stratum. A factor of safety of 3
should be used in conjunction with the above equation.
- Conventional Foundation Systems: Due to the presence of non to low swelling soils and/or
bedrock on the site, spread footing foundations bearing upon undisturbed subsoils and/or
6
972515
Mr. Jacob Hirsch
ELI Project No. 20935228
Terracon
engineered fill is recommended for support of the manure separator and/or other related structures
at the site. The footings may be designed for a maximum bearing pressure of 1,500 psf. Footings
extended to the bedrock stratum may be designed for a maximum end bearing pressure of 5,000
psf. In addition, footings extended to the bedrock should be designed to maintain a minimum
dead -load pressure of 500 psf. Footings should be placed a minimum of 30 inches below finished
grade for frost protection.
Existing fill on the site should not be used for support of foundations without removal and
recompaction.
Finished grade is the lowest adjacent grade for perimeter footings and floor level for interior
footings. The design bearing capacities apply to dead loads plus design live load conditions. The
design bearing capacity may be increased by one-third when considering total loads that include
wind or seismic conditions.
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 or
differential settlements resulting from the assumed structural loads are estimated to be on the
order of 3/4 -inch or less provided that foundations are constructed as recommended.
Additional foundation movements could occur if water from any source infiltrates the foundation
soils; therefore, proper drainage should be provided in the final design and during construction.
All foundation walls and masonry walls should be reinforced to reduce the potential for distress
caused by differential foundation movements. 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 significantly from those presented in this report, supplemental recommendations
will be required.
Lateral Earth Pressures: For soils above any free water surface, recommended equivalent fluid
pressures for unrestrained elements are:
• Active:
Cohesionless soil backfill (on -site sand) 35 psf/ft
7
972515
Mr. Jacob Hirsch
ELI Project No. 20935228
Terracon
• Passive:
Cohesionless soli backfill (on -site sand) 300 psf/ft
• Coefficient of base friction 0.35
Where the design includes restrained elements, the following equivalent fluid pressures are
recommended:
• At -rest:
Cohesionless soil backfill (on -site sand) 50 psf/ft
The lateral earth pressures herein are not applicable for submerged soils. We should be consulted
for additional recommendations if such conditions are to be included in the design.
Fill against grade beams and retaining walls should be compacted to densities specified in
"Earthwork." Compaction of each lift adjacent to walls should be accomplished with
hand -operated tampers or other lightweight compactors. Overcompaction may cause excessive
lateral earth pressures which could result in wall movements.
Seismic Considerations: The project site is located in Seismic Risk Zone I, of the Seismic Zone
Map of the United States as indicated by the Uniform Building Code. Based upon the nature of
the subsurface materials, a seismic site coefficient, "s" of 1.0 should be used for the design of
structures for the proposed project (Uniform Building Code, Table No. 23-J).
Floor Slab Design and Construction: Non -expansive, or only low expansive soils, natural soils or
engineered fill will support the floor slab. Some differential movement of a slab -on -grade floor
system is possible should the subgrade soils become elevated in moisture content. Such
movements are considered within general tolerance for normal slab -on -grade movements. To
reduce any potential slab movements, the subgrade soils should be prepared as outlined in the
earthwork section of this report.
For structural design of concrete slabs -on -grade, a modulus of subgrade reaction of 150 pounds
per cubic inch (pci) may be used for floors supported on existing or engineered fill consisting of
on -site soils.
- 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.
8
972515
Mr. Jacob Hirsch
ELI Project No. 20935228
Terracon
• Contraction joints should be provided in slabs to control the location and extent of
cracking. Maximum joint spacing of 15 to 20 feet in each direction is
recommended.
• Adequate drainage should be provided in the slab for wash water. Adequate water
stops should be provided in all troughs in the slab to minimize the potential of water
reaching the underslab and/or foundation area.
• 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 crushed rock devoid of fines should be placed beneath interior slabs. For heavy
loading, the slab should be underlain by a minimum of 6 inches of crushed
aggregate base course.
• 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 Systems: Laboratory test results indicate that standard -type septic systems and soil
absorption beds are feasible at the site at the location of the percolation test holes 1 through 12.
The systems should be designed in accordance with applicable State and Weld County
requirements and should be located the minimum distances from all pertinent ground features as
described in the Weld County regulations.
Groundwater and bedrock was encountered below the upper 71/2 feet below the proposed soils
absorption beds. Accordingly, the leach fields may be constructed at normal depths of
approximately 3 feet below existing grade. It is our understanding that each of the four mobile
homes will have three bedrooms. Using a percolation rate of 30 minutes per inch, minimum 975
square feet of absorption bed area is recommended for each system. Minimum 1,000 gallon
septic tanks should be used in the construction of the septic systems.
The soil absorption beds and/or trenches constructed at the site should consist of 3 -inch diameter
perforated plastic pipe. The pipe should be laid on as flat a grade as possible running the full
length of the beds and/or trenches. The beds and/or trenches should be covered by clean, graded
gravel extending from at least 2 inches above the top of the pipe to at least 6 inches below the
bottom of the pipe the full width of the beds and/or trenches. It is further recommended the pipe
9
972515
Mr. Jacob Hirsch
ELI Project No. 20935228
Terracon
be a minimum of 14 inches and a maximum of 26 inches below finished grade. The beds and/or
trenches should be covered with an untreated building paper to help minimize clogging of the
gravel with earth backfill. Positive drainage should also be provided to reduce the potential for
surface water to enter the system. The systems should be designed in accordance with State and
County regulations using the data provided in this report. The systems should also be placed the
required minimum distance from all pertinent ground features, as described in the Weld County
regulations.
Waste Retention Basin: Laboratory tests were run on selected composite samples from the test
borings to determine the physical properties of the embankment and foundation materials fcr the
proposed waste retention basin. Permeability, shear characteristics and unconfined compressive
strengths were determined on the embankment material.
The on -site soil when compacted to 95 percent of Standard Proctor Density has an angle of
internal friction of 25.6 degrees and a cohesion of 340 psf. The on -site soil when compacted to
95 percent of Standard Proctor Density has a permeability rate of approximately 0.03 x 10'
centimeters per second. The interbedded sandstone and siltstone bedrock when compacted to
95 percent of Standard Proctor Density has a permeability rate of approximately 0.08 x 10-'
centimeters per second. The in -situ sandy lean clay in its undisturbed condition has a permeability
rate of approximately 0.30 x 10-5 centimeters per second.
In view of the permeability rates of the on -site materials in their in situ and compacted condition,
it is our opinion the proposed waste retention basin may be built with the on -site clayey sands,
sandy lean clays or siltstone-sandstone bedrock. It is recommended the upper 1 -foot of the
wetted perimeter of the basin in cut sections be scarified and recompacted to form the relatively
impervious liner material. The compacted subgrade in cut areas and the compacted embankment
material should meet a permeability rate specification of 1 x 10-6 centimeters per second. Samples
of the compacted materials should be obtained during construction and tested in the laboratory
to evaluate permeability rates. Embankments constructed to form the proposed basin should be
constructed with the on -site clayey sand, sandy lean clay or sandstone-siltstone bedrock. The
bottom of the basin should be placed a minimum of 3 feet above existing groundwater.
Earthwork:
• General Considerations: The conclusions contained in this report for the proposed
construction are contingent upon compliance with recommendations presented in this
section.
10
972515
Mr. Jacob Hirsch
ELI Project No. 20935228
Terracon
Although fills or underground facilities, such as septic tanks, cesspools, basements, or
utilities, were not observed during site reconnaissance, such features might be encountered
during construction.
• Site Clearing:
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, the excavation thoroughly cleaned and backfilled.
All excavations should be observed by the geotechnical engineer prior to backfill
placement.
3. Stripped materials consisting of 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. Sloping areas steeper than 3:1 (horizontal:vertical) should be benched to reduce the
potential for slippage between existing slopes and fills. Benches should be level and
wide enough to accommodate compaction and earth moving equipment.
5. 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.
6. All exposed areas which will receive fill, once properly cleared and benched where
necessary, should be scarified to a minimum depth of twelve inches, conditioned
to near optimum moisture content, and compacted.
• Excavation:
1. It is anticipated that excavations for the proposed construction can be accomplished
with conventional earthmoving equipment.
11
972515
Mr. Jacob Hirsch
ELI Project No. 20935228
Terracon
2. Excavations penetrating the hard bedrock may require the use of a large track
mounted backhoe or a track mounted tractor or ripper tooth.
3. Depending upon depth of excavation and seasonal conditions, groundwater may be
encountered in excavations on the site. Pumping from sumps may be utilized to
control water within excavations. Well points may be required for significant
groundwater flow, or where excavations penetrate groundwater to a significant
depth.
4. On -site clay and sand soils may pump or become unstable or unworkable at high
water contents. Workability may be improved by scarifying and drying.
Overexcavation of wet zones and replacement with granular materials may be
necessary. Use of lime, fly ash kiln dust, cement or geotextiles could also be
considered as a stabilization technique. Adequate laboratory testing should be
performed to evaluate the effectiveness of each chosen method of stabilization.
Lightweight excavation equipment may be required to reduce subgrade pumping.
• Slab Subgrade Preparation:
1. Where existing sand and clay soils will support floor slab, the soils should be
scarified, moisture conditioned and compacted to a minimum depth of 8 inches.
2. A minimum 4 -inch layer of clean, graded gravel or crushed rock devoid of fines
should be placed beneath slabs. Slab exhibiting heavy floor loads should be
underlain by a minimum of 6 inches of aggregate base course.
• Pavement Subgrade Preparation: The subgrade should be scarified, moistened as required,
and recompacted for a minimum depth of 8 inches prior to placement of fill and pavement
materials.
• Fill Materials:
1. Clean on -site soils or approved imported materials may be used as fill material for
the following:
12
972515
Mr. Jacob Hirsch
ELI Project No. 20935228
• general site grading
• foundation areas
• interior floor slab areas
• basin berms
Terracon
• exterior slab areas
• pavement areas
• foundation backfill
2. Select granular materials should be used as backfill behind walls which retain earth.
3. Frozen soils should not be used as fill or backfill.
4. Imported soils (if required) should conform to the following:
• Gradation (ASTM C136):
percent finer by weight
6"
100
3"
70-100
No. 4 Sieve 50-100
No. 200 Sieve 25 (max)
• Liquid Limit 35 (max)
• Plasticity Index 15 (max)
• 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. Uncompacted fill lifts should not exceed 10 inches loose thickness.
3. No fill should be placed over frozen ground.
4. Materials should be compacted to the following:
Minimum Percent
Material Compaction (ASTM D698)
On -site soils:
Beneath foundations 95
13
972515
Mr. Jacob Hirsch
ELI Project No. 20935228
Terracon
Beneath and around inlet pipe in basin 98
Beneath slabs 95
Beneath pavements 95
Imported fill:
Beneath foundations 95
Beneath slabs 95
Beneath pavements 95
Miscellaneous backfill 90
5. On -site clay and sand soils should be compacted within a moisture content range
of 2 percent below to 2 percent above optimum. Imported granular soils should be
compacted within a moisture range of 2 percent below to 2 percent above
optimum.
Slopes:
1. For permanent slopes in compacted cut and fill and basin areas, recommended
maximum configurations for on -site materials are as follows:
Maximum Slope
Material Horizontal:Vertical
Cohesive soils (clays and silts) 2:1
Cohesionless soils 3:1
Bedrock 2:1
If steeper slopes are required for site development, stability analyses should be
completed to design the grading plan.
2. The face of all slopes should be compacted to the minimum specification for fill
embankments. Alternately, fill slopes can be over -built and trimmed to compacted
material.
• Compliance: Recommendations for slabs -on -grade, foundations and pavement elements
supported on compacted fills or prepared subgrade depend upon compliance with
14
972515
Mr. Jacob Hirsch
ELI Project No. 20935228
Terracon
"Earthwork" recommendations. To assess compliance, observation and testing should be
performed under the direction of the geotechnical engineer.
• Utility Construction: Excavations into the on -site soils will encounter a variety of
conditions. Excavations into the clays and bedrock can be expected to stand on relatively
steep temporary slopes during construction. However, caving soils may also be
encountered. The individual contractorls) 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.
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. Surface features which could
retain water in areas adjacent to the building or pavements should be sealed or
eliminated.
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 ten 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 five feet of foundation walls.
Landscape irrigation adjacent to the foundation system should be minimized or
eliminated.
15
972515
Mr. Jacob Hirsch
ELI Project No. 20935228
Terracon
• Subsurface Drainage: Free -draining, granular soils containing less than five percent fines
(by weight) passing a No. 200 sieve should be placed adjacent to walls which retain earth.
A drainage system consisting of either weep holes or perforated drain lines (placed near the
base of the wall) should be used to intercept and discharge water which would tend to
saturate the backfill. Where used, drain lines should be embedded in a uniformly graded
filter material and provided with adequate clean -outs for periodic maintenance. An
impervious soil should be used in the upper layer of backfill to reduce the potential for
water infiltration.
Additional Design and Construction Considerations:
• Exterior Slab Design and Construction: Exterior slabs -on -grade, exterior architectural
features, and utilities founded on, or in backfill may experience some movement due to the
volume change of the backfill. Potential movement could be reduced by:
• minimizing moisture increases in the backfill
• controlling moisture -density during placement of backfill
• using designs which allow vertical movement between the exterior features and
adjoining structural elements
• placing effective control joints on relatively close centers
• allowing vertical movements in utility connections
• Corrosion Protection: Results of soluble sulfate testing indicate that ASTM Type I Portland
cement is suitable for all concrete on and below grade. However, if there is no, or minimal
cost differential, use of ASTM Type II Portland cement is recommended for additional
sulfate resistance of construction concrete. Foundation concrete should be designed in
accordance with the provisions of the ACI Design Manual, Section 318-121.
GENERAL COMMENTS
It is recommended that the Geotechnical Engineer be retained to provide a general review of final
design plans and specifications in order that grading and foundation recommendations may be
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.
16
972515
Mr. Jacob Hirsch
ELI Project No. 20935228
Terracon
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 of fill placed on the site is considered part of
continuing geotechnical engineering service for the project. Field and laboratory testing of
concrete and steel should be performed to determine whether applicable requirements have been
met. It would be logical for Empire Laboratories, Inc. to provide these services since we are most
qualified to determine 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 borings may not
become evident until construction. If variations then appear evident, it may be necessary to
reevaluate 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. We are available to discuss the scope
of such studies with you.
17
972515
ri L;ve-- 1_ : sri r'�AJ
pA i RY fI
�1i✓�'fih�Ui j UO�rO;Sp,�v
5UAI
I"- 3aci
AF TE e. o=
3,4‘{t -f
-Ito.?.cr I8- iio.I9
9 024 X10.23
LLD ciaJ tJ i 7s
6A 1-7 �i;�
Empire Laboratories, Inc.
A Division of The Terracon Companies, Inc.
972515
CLIENT
SITE
GRAPHIC LOG
LOG OF BORING NO. 1
Jacob Hirsch
ARCHITECT/E-NGINEER
Page 1 of 1
Severance, Colorado
DESCRIPTION
Approx. Surface Elev.: 102.5 ft.
PROTECT
DEPTH (FT.)
USCS SYMBOL
C
W
m
z
z
Proposed Hirsch Dairy
SAMPLES TESTS
W
a-
}
>-
C
C
O
U
CC
C
0.5 6" TOPSOIL
3.0
WELL GRADED
SAND WITH GRAVEL
Tan, moist, medium dense
102.0
99.5
BOTTOM OF BORING
SW
PA
MOISTURE,
W
HI-
I -
Z Z
O W
UCIL
=Nd
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS
4 None
W.D.
T None
A.B.
Checked 4 days A.B.
Empire Laboratories
Incorporated
Division of Terracon
BORING STARTED 10-12-93
BORING COMPLETED 10-12-93
RIG
CME-55
FOREMAN
DL
APPROVED NRS
JOB X 20935228
972
515
LOG OF BORING NO. 2
CLENT
SITE
Jacob Hirsch
ARCHITECT/ENGINEER
Page 1 of 1
GRAPHIC LOG
Severance, Colorado
DESCRIPTION
Approx. Surface Elev.: 103.0 ft.
PROJECT
DEPTH (FT.)
USCS SYMBOL
O:
W
z
z
Proposed Hirsch Dairy
SAMPLES
W
a
r
r
cc
W
O
W
n:
0.5
8.5
9 0 WEATHERED SANDSTONE/ 94.0
STY.TSTONE
\Brown, moist, hard
BOTTOM OF BORING
6" TOPSOIL
WELLGRADED
SAND WITH GRAVEL
Tan, moist, medium dense
102.5
94.5
I
PA
5—
MOISTURE, %
r
I -I
01
H
z
Z
W
C]
rW
of
TESTS
SW
1
SS
12"
16
3.3
PA
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS
WI. ,a None
wL
WLI
I
W.D. I? None
A.B. Empire Laboratories
Checked 4 days A.B.
Incorporated
Division of Terracon
BORING STARTED 10-12-93
BORING COMPLETED 10-12-93
RIG CME-55
FOREMAN
DL
APPROVED NRS
JOB ft 20935228
972515
1C7 TFNT
SITE
GRAPHIC LOG
Jacob Hirsch
LOG OF BORING NO. 3
ARCHTTECT/ENGINEER
Page 1 of 1
Severance, Colorado
DESCRIPTION
Approx. Surface Elev.: 103.6 ft.
PROJECT
DEPTH (FT.)
USCS SYMBOL
W
Z
z
Proposed Hirsch Dairy
SAMPLES TESTS
W
a
)-
)-
cc
O
U
cc
o:
I-
LL
z\
3
I -a
(no
ao
MOISTURE, %
I-
F -
H
N
z
C
Z L)
as
0
W
Z2
Z z
UCLL
mid
0.5 6" TOPSOIL
WELL GRADED
SAND WITH GRAVEL
Tan, moist, medium dense
103.1
3.0 100.6
BOTTOM OF BORING
SW
PA
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
-BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WA I tR LEVEL OBSERVATIONS
[WL 4 None W.D.
V/L
WL
= None A.B.
Checked 4 days A.B.
Empire Laboratories
Incorporated
Division of Terracon
BORING STARTED 10-12-93
BORING COMPLETED 10-12-93
RIG
CME-55
FOREMAN
DL"
APPROVED Nils
JOB a 20935228
972515
LOG OF BORING NO. 4
CLIENT
SITE
GRAPHIC LOG
ARCHITECT/ENGINEER
Jacob Hirsch
Page 1 of I
Severance. Colorado
DESCRIPTION
Approx. Surface Elev.: 102.4 ft.
0.5 6" TOPSOIL
PROJECT
DEPTH (FT.)
USCS SYMBOL
W
m
z
z
Proposed Hirsch Dairy
SAMPLES I TESTS
W
a
>-
r
D:
W
O
U
W
o:
MOISTURE, %
>-
1-
07
z
W
❑
>-
C a -
W
HI=-
LL LD
0 W
ZHW
A(
=vla
CI AYEY SAND
Tan, moist, medium dense
101.9
3.0 99.4
BOTTOM OF BORING
SC
PA
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
'TWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS
WL I" None
WL
W.D. It None
A.B.
WL
Checked 4 days A.B.
Empire Laboratories
Incorporated
Division of Temcon
BORING STARTED 10-12-93
BORING COMPLETED 10-12-93
RIG CME-55
FOREMAN
DL
APPROVED NiZS
JOB M 20935228
972515
-.[CLIENT
SITE
GRAPHIC LOG
LOG OF BORING NO. 5
ARCHITECTTENGLNEER
Jacob Hirsch
Page 1 of 1
Severance, Colorado
DESCRIPTION
Approx. Surface Elev.: 103.1 ft.
0.5 6" TOPSOIL
PROJECT
I-
v
2
a
W
C
USCS SYMBOL
Proposed Hirsch Dairy
SAMPLES TESTS
W
fL
r
H
>-
C
W
O
U
W
(Y
MOISTURE,
H
H
y
Z
W
C
rLI-
fY U
C a -
C
ZS
IHL O
Z2
CCW
ZHUI
=W
CLAYEY SAND
Tan, moist, medium dense
102.6
7.5 95.6
g.0 WEATHERED SANDSTONE/
`SILTSTONE
\Tan, moist, medium dense
BOTTOM OF BORING
95.1
Sc
5 —
PA
1
SS
2"
18
11.4
ITHE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
?TWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS
WL
4 None
W.D.
None A.B.
WL
WI.
Checked 4 days A.B.
Empire Laboratories
Incorporated
Division of Terracon
BORING STARTED 10-12-93
BORING COMPLETED
10-12-93
RIG CME-55 I FOREMAN DL
APPROVED NRS IJOB N 20935228
CLIENT
SITE
GRAPHIC LOG
LOG OF BORING NO. 6
Jacob Hirsch
ARC RITECT/FNGINEER
Page 1 of 1
Severance, Colorado
DESCRIPTION
Approx. Surface Elev.: 103.6 ft.
PROJECT
USCS SYMBOL
Proposed Hirsch Dairy
SAMPLES
TESTS
z
so
z
E
z
z
W
a.
o-
LU
w
O
U
w
o:
MOISTURE,
27
0.5 6" TOPSOIL
3.0
CLAYEY SAND
Tan, moist, medium dense
103.1
100.6
BOTTOM OF BORING
SC
PA
0
Z2
HID
ZZ
OW
ZIX ly
HU"
= COO.
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS
n1 1y None
a -L
W.D.
None
A.B.
Ri
Checked 4 days A.B.
Empire Laboratories
Incorporated
Division of Terracon
BORING STARTED
10-12-93
BORING COMPLETED
10-12-93
RIG
CME-55
FOREMAN
DL
APPROVED
NRS
JOB # 20935228
972515
CLIENT
SITE
GRAPHIC LOG
LOG OF BORING NO. 7
ARCHITECT/ENGLN
Jacob Hirsch
Page 1 of 1
Severance, Colorado
DESCRIPTION
Approx. Surface Elev.: 102.4 ft.
PROJECT
DEPTH (FT.)
USCS SYMBOL
Proposed Hirsch Dairy
SAMPLES TESTS
W
a
r
L
W ZN
O CO
U F -C
a
COC u
MOISTURE, Y
0.5 6" TOPSOIL
CT AYFY SAND
Tan, moist, medium dense
101.9
3.0 99.4
BOTTOM OF BORING
Sc
PA
C
W
HI=-
ZZ
ow
Z F -(I)
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
oETYEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS
wi- I4 None
WL
W.D.
= None A.B.
WL
Checked 4 days A.B.
Empire Laboratories
Incorporated
Division of Terracon
BORING STARTED 10-12-93
BORING COMPLETED
10-12-93
RIG
CME-55
FOREMAN
DL
APPROVED
NRS IJos x 20935228
97251
CLIENT
SITE
GRAPHIC LOG
LOG OF BORING NO. 8
Jacob Hirsch
ARCHITECT/ENGINEER
Page 1 of 1
Severance. Colorado
DESCRIPTION
Approx. Surface Elev.: 103.4 ft.
0.5 6" TOPSOIL
10.0
PROJECT
DEPTH (FT.)
USCS SYMBOL
Proposed Hirsch Dairy
SAMPLES
TESTS
ce
W
E
E
z
z
W
a -
r
ce
C
O
V
W
o:
H-
L
2\
tn
Fa
tam
W
7
F
H
H
z
s
>-
F
H
N
2
G
}W
z0
0
W
ZZZ
H
OW
2F -U,
�Nd
CI.AYFY SAND
Tan, moist, medium dense
BOTTOM OF BORING
102.9
93.4
5-
10
PA
SC
1
SS
12"
17
7.5
PA
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
-- BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS
Q None
WL
wL
WL
W.D.
None
A.B. Empire Laboratories
Checked 4 days A.B.
Incorporated
Division of Tcnacon
BORING STARTED
10-12-93
BORING COMPLETED
10-12-93
RIG
CME-55
FOREMAN
DL
APPROVED NR$
JOB 4
20935228
972515
_ 1CLNT
SITE
GRAPHIC LOG
Jacob Hirsch
LOG OF BORING NO. 9
ARCIIITECTJENGLN'EER
Page 1 of 1
Severance, Colorado
DESCRIPTION
Approx. Surface Elev.: 104.1 ft.
PROTECT
DEPTH (FT.)
USCS SYMBOL
Li
W
m
z
z
Proposed Hirsch Dairy
SAMPLES 1 TESTS
W
a
r
r
W
O
U
w
I
0.5 6" TOPSOIL
STAYFYSAND
Tan, moist, medium dense
103.6
3.0 101.1
BOTTOM OF BORING
SC
PA
MOISTURE, %
}
f -
H
N
Z
W
D
)-
cc Ll
oc
0
W
Zr H
LLCD
ZZ
O W
ZHy
=LnD-
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
IETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS
g None
WL
W.D.
None
A.B.
WL
wL
Checked 4 days A.B.
Empire Laboratories
Incorporated
Division of Temcon
BORING STARTED 10-12-93
BORING COMPLETED 10-12-93
RIG CME-55
FOREMAN
DL
APPROVED
NRS JOB x 20935228
972515
CLIENT
SITE
GRAPHIC LOG
Jacob Hirsch
LOG OF BORING NO. 10
ARCIIIITECITENGNEER
Page 1 of 1
Severance, Colorado
DESCRIPTION
Approx. Surface Elev.: 102.4 ft.
PROJECT
DEPTH (FT.)
USCS SYMBOL
Proposed Hirsch Dairy
SAMPLES
TESTS
ce
w
z
z
w
>-
I—
LU
w
U
U
w
o:
0.5 6" TOPSOIL
3.0
CT.AYFY SAND
Tan, moist, medium dense
101.9
99.4
BOTTOM OF BORING
SC
PA
MOISTURE, %
C]
w
Zr
UCD
0 W
Z HLL
y
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS
W.D.
Y. None
A.B. Empire Laboratories
Checked 4 days A.B.
Incorporated
Division of Terracon
BORING STARTED 10-12-93
BORING COMPLETED
10-12-93
RIG CME-55
APPROVED NRS
FOREMAN DL
IJOB # 20935228
972515
JCLNT
srrE
GRAPHIC LOG
LOG OF BORING NO. 11
Jacob Hirsch
ARCHITECT;E.NGINEER
Page 1 of 1
Severance, Colorado
DESCRIPTION
Approx. Surface Elev.: 103.2 ft.
PROJECT
DEPTH (FT.)
USCS SYMBOL
Proposed Hirsch Dairy
SAMPLES
W
a
r
ce
LU
W
O
w
0.5 6" TOPSOIL
10.0
ST.AYFY SAND
Tan, moist, medium dense
BOTTOM OF BORING
102.7
93.2
5-
10
OISTURE, %
TESTS
c
W
zx
U h
ZZ
OW
zCCW
2010 -
PA
SC
1
SS
12"
14
9.6
PA
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
ETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS
WL U. None W.D. Is None A.B. Empire Laboratories
WL
WL
Checked 4 days A.B.
Incorporated
Division of Tertacon
BORING STARTED 10-12-93
BORING COMPLETED 10-12-93
RIG
CME-55 I FOREMAN
DL
APPROVED NRS I10B M 20935228
972515
LOG OF BORING NO. 12 Page 1 of 1
CLIENT
Jacob Hirsch
ARCHITECT/ENGINEER
SITE
Severance, Colorado
PROJECT
Proposed Hirsch Dairy
GRAPHIC LOG
DESCRIPTION
Approx. Surface Elev.: 104.3 ft.
DEPTH (FT.)
J
0
co
t
N
N
U
co
=
SAMPLES
TESTS
NUMBER
TYPE
RECOVERY
SPT - N
BLOWS / FT.
W
cc
l
to
H
0
s
DRY DENSITY
PCF
UNCONFINED
STRENGTH
PSF
0.5 6" TOPSOIL
CI.Tan.Y SAND
103.8
101.3
_
SC
PA
./
Tan, , moist, medium dense
3.0
BOTTOM OF BORING
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
_SETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS
Empire Laboratories
Incorporated
Division of Terracon
BORING STARTED 10-12-93
w'I- I7 None W.D.
None A.B.
BORING COMPLETED 10-12-93
W,
l‘
RIG CME-55
PGREMAN DL
WL IChecked 4 days A.B.
APPROVED NRS
JOB X 20935228
15
LOG OF BORING NO. 13 Page 1 of F
CLIENT
Jacob Hirsch
ARCHITECT/ENGINEER
SITE
Severance, Colorado
PROJECT
Proposed Hirsch Dairy
GRAPHIC LOG
DESCRIPTION
Approx. Surface Elev.: 86.3 ft.
DEPTH (FT.)
USCS SYMBOL
SAMPLES TESTS
tx
w
m
r
0
z
TYPE
}
w
0
U
UU
cc
SPT - N
BLOWS / FT.
MOISTURE, %
DRY DENSITY
PCF
UNCONFINED
STRENGTH
PSF
�s.,,-,.;
0.5 6" TOPSOIL 85.8
—
1
SS
12"
12
11.5
4. 7..r
CLAYEY SAND WITH QBAVEL
,
QA./
/,
f
Tan/brown, moist, medium dense
4.5 81.8
J
SC
PA
2
ST
12"
6.9
3
SS
12"
25
6.0
5
—
—
PA
WEATHERED SANDSTONE/
5ILTSTONE
Tan/gray, moist, hard
7
7.0 79.3
-•
SANDSTONE'SILTSTONE
4
SS
12"
48
14.3
10 -
PA
-
Tan/gray, moist, very hard
5 SS
11"
50/11
21.3
IS -
BOTTOM OF BORING
THE STRATIFICATION
BETWEEN
LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS
BORING STARTED 10-12-93
n-
s None W D
T. None A.B.
Empire Laboratories
BORING COMPLETED 10-12-93
v.
I
Incorporated
RIG C1KE-55
FOREMAN DL
WL
Checked 4 days A.B.
i Division of Terracon
APPROVED NRS
JOB N 20935228
972515
LOG OF BORING NO. 14 Page 1 of 1
CLIENT
Jacob Hirsch
ARCHITECT/ENGINEER
I SITE
Severance. Colorado
PROJECT
Proposed Hirsch Dairy
GRAPHIC LOG
DESCRIPTION
Approx. Surface Elev.: 87.2 ft.
DEPTH (FT.)
USCS SYMBOL
SAMPLES
TESTS
NUMBER
TYPE
RECOVERY
•
U.
z•
in
3
I —O
Loco
x
Lt;
I--
CO
H
E
DRY DENSITY
PCF
UNCONFINED
STRENGTH
PSF
",
0.5 6" TOPSOIL 86.7
1
SS
12"
10
13.4
a.
CI.AYFY SAND WITH GRAVEL
A
1
an
Tan/brown, moist
Loose to medium denseAft.
PA
SC
2
ST
12"
8.9
110
3
SS
12"
5
9.6
so
7.0 80.2
PA
WEATHERED SANDSTONE/
4
ST
12"
12.2
114
SILTSTONE
Tan/gray, hard
5 SS
12"
41
13.5
moist,
8 5
78.7
-I
'• SANDSTONE/SILTSTONE
-
10 -
-
PA
- ! Tan/gray, moist, very hard
II
-I
- 1
1
14.8 72.4
-
6 SS
9"
50/9
21.5
BOTTOM OF BORING
i
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
AETLEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS
BORING STARTED 10-12-93
None W.D. None A.B.
Empire Laboratories
BORING COMPLETED 10-12-93
WI. I
Incorporated
RIG c;<SE-5s FOREMAN DL
WI. Checked 4 days A.B.
Division of Tcracon
APPROVED Nis JOB N 20935228
972515
LOG OF BORING NO. 15 Page 1 of 1
CLIENT
Jacob Hirsch
ARCHITECT/EVGLN t_tlt
SITE
Severance. Colorado
PROJECT
Proposed Hirsch Dairy
GRAPHIC LOG
DESCRIPTION
Approx. Surface Elev.: 86.8 ft.
DEPTH (FT.)
USCS SYMBOL
SAMPLES
TESTS
NUMBER
TYPE
RECOVERY
SPT - N
BLOWS / FT.
MOISTURE, %
DRY DENSITY
PCF
UNCONFINED
STRENGTH
PSF
ATTERBERG
LIMITS
LL/PL/PI
0.5 6" TOPSOIL 86.3
d
1
SS
12"
10
11.1
27/25/12
S1.AYEY SAND
/��
U /
Tan/brown, moist, medium dense
4.5 82.3
PA
SC
2 ST
12^
7.3
91
2990
—
3
SS
12
20
9.4
5
—
PA
WEATHFRED SANDSTONE/
SILTSTONE
Tan/gray, moist, hard
7 0 79.8
4
ST
2"
12.9
100
2990
_=
—
_
SANDSTONF/SILTSTONE
—
5
SS
12"
50
11.7
_
—
Tan/gray, moist, very hard
10 —
PA
—
6
SS10.5"10/10.5
24.2
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
Empire Laboratories
Incorporated
Division of Terracon
BORING STARTED 10-12-93
BORING COMPLETED 10-12-93
µ'I-
5= None WI) . Is None A.B.
RIG cME-ss
FOREMAN DL
WL
APPROVED NRS
JOB x 20935228
p I
Checked 4 days A.B.
972515
LOG OF BORING NO. 16
Page 1 of I
CLIENT
Jacob Hirsch
ARCHITECT/ENGINEER
SITE
J
U
H
2
C-
D:
Severance. Colorado
DESCRIPTION
Approx. Surface Elev.: 85.7 ft.
PROJECT
Lt.
✓
d
W
0
J
CJ
N
U,
U
co
Proposed Hirsch Dairy
SAMPLES
TESTS
W
a-
}
>-
rr
W
a
U
W
o!
Z\
1 co
HO
0_J
WO
MOISTURE, %
>-
H- O
H W
(A Z=
W WO
0 ZZ
>-U. U=LL
IrU ZH-W
oa. =yd
0.5 6" TOPSOIL
CI AYFY SAND
1
5 Tan/brown, moist, medium dense
85.2
84.2
4.5
WEATHERED SANDSTONE/
4U.TSTONE
Tan/gray, moist, hard
81.2
SANDSTONE/SILTSTONE
Tan/gray, moist, very hard
14.8 70.9
BOTTOM OF BORING
SC
1
SS
12
14
8.9
PA
2 ST 12
9.3 105
3
SS
12" 32
9.6
PA
4
SS
12" 50
21.0
PA
10 -
5
SS 10" 50/10
21.0
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS
WL
None
W.D.
= None
A.B.
WL
Checked 4 days A.B.
Empire Laboratories
Incorporated
Division of Ten -aeon
BORING STARTED
10-12-93
BORING COMPLETED
10-12-93
RIG
CME-55
FOREMAN
DL
APPROVED NRS
JOB
20935228
972515
LOG OF BORING NO. 17 Page 1 of 1
CLIENT
Jacob Hirsch
ARCHJTECT/ENGINEER
SITE E
Severance, Colorado
PROJECT
Proposed Hirsch Dairy
GRAPHIC LOG
DESCRIPTION
Approx. Surface Elev.: 88.3 ft.
DEPTH (FT.)
USCS SYMBOL
SAMPLES TESTS
NUMBER
TYPE
RECOVERY
SPT - N
BLOWS / FT.
MOISTURE, %
DRY DENSITY
PCF
UNCONFINED
STRENGTH
PSF
SWELL
PRESSURE
PSF
0.5 6" TOPSOIL 87.8
CT,AYFY SAND
—
—
1
SS
12"
12
12.7
0
0�
%�"'"
Tan/brown, moist, medium dense
3.5 84.8
_
-
SC
PA
-
2
ST
12"
10.0
106
5930
WEATHERED SANDSTONE/
_=
STT.TSTONE
—
3
SS
12"
20
9.3
255
Tan/gray, moist, hard
5 5 82.8
5
—
—
—
PA
-J
—.
J
-
SANDSTONE/STLTSTONE
Tan/gray, moist, very hard
1 14.0 74.3
4
SS
10"
50/10
13.3
10-
PA
5
SS I NR
50/0
AUGER REFUSAL
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 10-12-93
Rt
4 None W.D.
i None A.B.
Empire Laboratories
BORING COMPLEtLD 10-12-93
wI
l‘
Incorporated
RIG CME-55 F° DL
la
Checked 4 days A.B.
Division of Terracon
APPROVED JOB #
NRS 20935228
972515
LOG OF BORING NO. 18 Page 1 of 1
CLIENT
Jacob Hirsch
ARCHITECT/Er'GINEER
SITE
Severance. Colorado
PROJECT Hi
ProposedHirsch Dairy
GRAPHIC LOG
DESCRIPTION
Approx. Surface EIev.: 79.9 ft.
DEPTH (FT.)
USCS SYMBOL
SAMPLES TESTS
Cr
m
E
z
TYPE
RECOVERY
SPT - N
BLOWS / FT.
MOISTURE, %
DRY DENSITY
PCF
UNCONFINED
ENGTH
PSF
"^^;
0.5 6" TOPSOIL 79.4
J
SC
PA
✓%/
CLAYEY SAND
1.5 Brown/tan. moist, loose 78.4
1
ST
12"
8.4
95
WEATHERED SANDSTONE/
—
2
SS
12".
18
10.7
SILTSTONE
1 Gray/tan, moist, hard
5-
—
PA
4.0 75.9
SANDSTONE/SILTSTONE
Gray/tan, moist, very hard
14.9 65.0
3
SS
12"
50 9.3
10 -
PA
_
4 SS
10"
50/10
25.3
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
Empire Laboratories
Incorporated
Division of Terracon
BORING STARTED 11-13-93
wz �`� None W.D. None A.B.
BORING COMPLETED I1-13-93
wL
I
RIG CME-55
FOREMAN DL
µ'I
Checked 22 days A.B.
APPROVED Nits
JOB M 20935228
972515
LOG OF BORING NO. 19
CLIENT
Jacob Hirsch
ARCHITECT/EN G O', Ettt
Page 1 of 1
srrE
CD
0
H
0_
CD
Severance, Colorado
DESCRIPTION
Approx. Surface Elev.: 82.2 ft.
PROJECT
I
F-
n.
W
n
USCS SYMBOL
w
m
z
Proposed Hirsch Dairy
SAMPLES TESTS
w
o_
E -
MOISTURE, %
H W
CO Z
2 HI— Cc
0 z z .-t CO
}w C�>L WWw
Cr0 Z1-cn =rem
na 00a COO- a.
A A A
0.5 6" TOPSOIL
CLAYEY SAND
1.5 Brown/tan, moist, loose
81.7
80.7
WEATHERED SANDSTONE/
SILTSTONE
Gray/tan, moist, hard
4.5 77.7
SANDSTONE/SILTSTONE
Gray/tan, moist, very hard
14.9 67.3
BOTTOM OF BORING
SC
PA
1 ST
12"
7.8
94
2
SS
12".
25
9.3
PA
3
SS
12"
49
19.1
PA
10 -
4
SS
0.5"50/10.5
26.1
85
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL. OBSERVATIONS
None
W.D
None
A.B
Checked 22 days A.B.
Empire Laboratories
Incorporated
Division of Terracon
1BORING STARTED 11-13-93
BORING COMPLETED
RIG
CME-55
11-13-93
FOREMAN
DL
APPROVED NRS JOB' 20935228
972515
CLIENT
SITE
GRAPHIC LOG
LOG OF BORING NO. 20
ARCHITECT/ENGINEER
Jacob Hirsch
Page 1 of I
Severance, Colorado
DESCRIPTION
Approx. Surface Elev.: 82.1 ft.
0.5 6" TOPSOIL
CLAYEY SAND
1.5 Tan, moist, medium dense
PROJECT
Proposed Hirsch Dairy
SAMPLES
TESTS
= w
nU E .
G � �
w
D-
}
w
v
W
a:
Ir
U�.
z�
�ul
I- 0
Q.
CO
MOISTURE, %
>-
H W
Z H H
c zz
IJJ
>-LL U Q:IL
o� WO -
j
4.5
WEATHERED SANDSTONE/
SILTSTONE
Gray/tan, moist, hard
81.6
80.6
77.6
SANDSTONE/SILTSTQNE
Gray/tan, moist, very hard
14.9
67.2
BOTTOM OF BORING
SC
1
SS
12"
10
8.0
PA
ST
12"
12.6
98
7520
3 SS
12"
27
18.8
PA
4
SS
12"
47
13.3
PA
10 --
5
SS
10"
50/10
24.7
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS
WL
None
W.D.
None
A.B.
Checked 22 days A.B.
BORING STARTED
BORING COMPLETE
RIG
Empire Laboratories D
incorporated
Division of Terracon
APPROVED
11-13-93
11-13-93
CME-55
FOREMAN
DL
NRS
JOB # 20935228
972515
LOG OF BORING NO. 21
CLIENT
Jacob Hirsch
ARCHITECT/ENGINEER
Page 1 of 1
SITE
U
H
x
D.
Severance, Colorado
DESCRIPTION
Approx. Surface Elev.: 82.4 ft.
PROJECT
I-
2
H
a-
W
❑
USCS SYMB
Proposed Hirsch Dairy
SAMPLES
TESTS
>.
CO etLU z
CO W 0 3
≥ UI a_1
Z F CO CO CO
MOISTURE, Y.
)-
1- ❑
H W
W 22
Z LU LHi Lb
C ZZ JCO
❑ WW
)-U- UMW LL
31 -CO 3CGLO
CCU
=COO. cnQ a
0.5 6" TOPSOIL
CJ.AYFY SAND
Tan, moist, loose
2.0
81.9
80.4
WEA THERED SANDSTONE/
SiI .TSTONE
Gray/tan, moist, hard
4.5 77.9
SANDSTONF/SILTSTONF
Gray/tan, moist, very hard
14.8 67.6
BOTTOM OF BORING
SC
1 SS 12" 6
14.7
PA
2
ST
12
12.4
3
SS
12
47
12.6
PA
4
SS
11
50/11
12.7
PA
10 -
5
SS
9
50/9
22.8
70
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS
ati ; None
14,
W
W.D.
None
A.B.
wt.
I
Checked 22 days A.B.
Empire Laboratories
Incorporated
Division of Temcon
BORLNG STARTED 11-13-93
BORING COMPLETED 11-13-93
RIG CME-55
FOREMAN
DL
APPROVED NRS
JOB s 20935228
972515
LOG OF BORING NO. 22 Page 1 of 1
CLIENT
Jacob Flinch
ARCHITECT/ENGINEER
SITE
Severance, Colorado
PROJECT
Proposed Hirsch Dairy
GRAPHIC LOG
DESCRIPTION
Approx. Surface Elev.: 85.3 ft
DEPTH (FT.)
USCS SYMBOL
SAMPLES
TESTS
NUMBER
TYPE
RECOVERY
SPT - N
BLOWS / FT.
MOISTURE, Z
DRY DENSITY
PCF
UNCONFINED
STRENGTH
PSF
0.5 6" TOPSOIL 84.8
—
SC
1
SS
12" 7
10.5
%//
CT is SAND
/if;
moist,
Tan, loose
2.5 82.8
PA
WEATHERED SANDSTONE/
2 ST
12"
10.7
100
SIT TSTONE
Gray/tan, moist, hard
3
SS
12"
38
10.5
4.5 80.8
=
SANDSTONE/STLTSTONE
—
—
PA
_.
_—"
_
Gray/tan, moist, very hard
15.0 70.3
4
SS
12"
49
13.4
10—
PA
15
5 SS
11"
50/11
19.3
BOTTOM OF BORLNG
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL
WATER LEVEL OBSERVATIONS
Empire Laboratories
Incorporated
Division of Terrecon
BORING STARTED 11-13-93
BORING COMPLETED 11-13-93
W1 F None W.D. IT None A.B.
WL I
RIG cm .55 FOREMAN DL
APPROVED Ngs JOB a 20935228
W'L Checked 22 days A.B.
972515
LOG OF BORING NO. 23 Page 1 of 1
CLIENT
Jacob Hirsch
ARCHITECT/ENGINEER
SITE
Severance, Colorado
PROJECT
Proposed Hirsch Dairy
GRAPHIC LOG
DESCRIPTION
Approx. Surface Elev.: 77.4 ft.
DEPTH <FT.)
USCS SYMBOL
SAMPLES
TESTS
NUMBER
TYPE
RECOVERY
u.
Z•
I 0
=
HO
d-1
rnm
MOISTURE, %
DRY
DENSITY
DY
UNCONFINED
STRENGTH
PSF
;.
0.5 6"'TOPSOIL 76.9
PA
SC
1
ST 12"
13.4
91
3950
'////%
S'3 AYFY SAND
1.5 Tan, moist, loose 75.9
-
2
SS
12"
13
11.4
WEATHERED SANDSTONE/
—
PA
SILTSTONE
Gray/tan, moist, hard
—
3
SS
12"
37
13.2
4.5 72.9
=
SANDSTONE/SILTSTONE
5
—
—
PA
Gray/tan, moist, very hard
15.0 62.4
4
SS
10"
50/10
17.4
10
PA
5 SS
12"
50
25.5
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
Empire Laboratories
Incorporated
Division of Terracon
BORING STARTED 11-13-93
WI-
g None WAD. IT
None A.B.
BORING COMPLETED 11-13-93
RIG CME-55
FOREMAN DL
WL
APPROVED NRS
JOB a 20935Z28
wI
Checked 22 days A.B.
972515
LOG OF BORING NO. 24 Page 1 of 1
CLIENT
Jacob Hirsch
ARCHITECT/ENGINEER
SITE
Severance. Colorado
PROJECT
Proposed Hirsch Dairy
GRAPHIC LOG
b
C
O
CD
[+1 0
rn
CD
cJ
PJ
N Fi
O
DEPTH (FT.)
USCS SYMBOL
SAMPLES
TESTS
NUMBER
TYPE
RECOVERY
SPT - N
BLOWS / FT.
MOISTURE, it
DRY DENSITY
PCF
UNCONFINED
STRENGTH
PSF
0.5 6" TOPSOIL 72.3
1
SS
12"
6
16.9
CL4YEYSAND
Tan, moist, loose
3.0 69.8
SC
PA
-
2
ST
12"
16.0
96
1890
WEATHERED SANDSTONE]
SIJ TSTONE
5
3
SS
12"
I6
18.5
Gray/tan, moist, hard
PA
---J
7 5 65.3
SANDSTONE/SILTSTONE
—
4 SS
12"
50
24.7
"�
T I
Gray/tan, moist, very hard
SZ
10
PA
5
SS
6" 50/6
25.6
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
Empire Laboratories
Incorporated
Division of Tcrracon
BORING STARTED 11-13-93
]g- 12.6 WD.
i 10.0 D.C.I.
BORING COMPLETED 11-13-93
LWL
RIG CME-55 FOREMAN DL
Checked 22 days A.B.
APPROVED Ngg JOB # 20935228
515
LOG OF BORING NO. 25 Page i of 1
CLIENT
Jacob Hirsch
ARCHITECVENGLNEER
SITE
Severance, Colorado
PROJECT
Proposed Hirsch Dairy
DEPTH (FT.)
USCS SYMBOL I
TESTS
0
o
-J
H
ce
o
DESCRIPTION
Approx. Surface Elev.: 62.3 ft.
RECOVERY
SPT - N
BLOWS / FT.
La
UU,
H
C
s
>-
F-
H
z
>-U
Ira Ca
O
W
ZrHr-
o w
°CU -
=COO -
mrna.
0.s 6" TOPSOIL 61.8
1
SS
12"
4
16.2
SLAYFYSAND
Tan, moist, loose
PA
—
SC
2
ST
12'
19.7
102
1750
/
3
SS
1"
5
19.9
4.5 57.8
PA
5 -
WEATHERED SANDSTONE/
-
SILTSTONE
—
Gray/tan, moist, hard
_
4
ST
6'
22.4
93
5
SS
12'
42
23.0
8.5
53.8
=
SANDSTONE/SILTSTONE
—
PA
Gray/tan, moist, very hard
Q
10 -
-
14.9 47.4
_
6
SS
10
50/10
20.0
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
BORDIG STARTED 11-13-93
a
wt.
12.0 WD- I? 9.0 A.B.
Empire Laboratories
BORLNG COMPLETED 11-13-93
WI.
I I
Incorporated
RIG CME-55 I FOREMAN DL
Division
�
Checked 22 days AS.
of Terracon
APPROVED JOB X
N12S � 20935228 �
972515
t
LOG OF BORING NO. 26 Page 1 of 1
CLIENT
Jacob Hirsch
ARCHTTECT/E.NGINEER
SITE
Severance, Colorado
PROJECT
Proposed Hirsch Dairy
co
0
o
H
2
a.
Q
0
DESCRIPTION
Approx. Surface Elev.: 58.3 ft.
SAMPLES
TESTS
..
H
a_
o
_J
O
N
0
CO
m
C
z
cc
Lao
d 0
� CC
•
I-
z\
3
I —C
CO CO
x
x
N
H
C
}
H W0
w LLi-
ca OW
)-U. UrrLL
oa 7 W0..
0.5 6" TOPSOIL 57.8
1
SS
12
5
19.1
V
C AYEYSAND
—
SC
PA
/
Tan, moist, loose
6.0 52.3
H2
5
ST
12
22.0
96
1230
_
3
SS
12
12
26.1
-
-
PA
_
WEATHERED SANDSTONE/
STI TSTONE
Gray/tan, hard
moist,
4
SS
12
48
26.4
10 —
-
PA
9.5 48.8
SANDSTONE/STLTSTONE -
_
Gray/tan, moist, very hard
14.8 43.5
5
9"
50/9
28.4
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
Empire Laboratories
Incorporated
Division of Tcmcon
BORING STARTED 11-13-93
WI-
-- 10.0 W.D.
Y 7.0 A.B.
BORING COMPLETED 11-13-93
WL
RIG cPE-55 (FOREMAN DL
WI"
Checked 22 days A.B.
APPROVED JOB #
N12S � 20935228
5
LOG OF BORING NO. 27 Page 1 of 1
CLINT
Hirsch
ARCHITECT/ENGINEERJacob
SITE
Severance, Colorado
PROJECT
Proposed Hirsch Dairy
GRAPHIC LOG
b
O
iV
m
t=f o
a cmn
a �
o Fi
v
r �
DEPTH (FT.)
USCS SYMBOL
SAMPLES L TESTS
NUMBER
TYPE
RECOVERY
I-
U -
z ♦
i in
a
I —a
to ca
MOISTURE, %
DRY DENSITY
PCF
UNCONFINED
STRENGTH
PSF
ATTERBERG
LIMITS
LL/PL/PI
0.5 6" TOPSOIL 59.6
—
1
SS
12"
4
17.0
/'r
SANDY LEAN CLAYIV
/'/
/7/
Tan, moist, medium
4.5 55.6
CL
PA
25/15/10
2
ST
12"
22.5
96
1370
3
SS
12"
5
17.7
—
—
—
PA
30/19/11
WEATHERED SANDSTONE/
SILTSTONE
Gray/tan, moist, hard
��
8 5 =
51.6
SANDSTONE/SILTSTONE
4
ST
3"
20.5
10 _
5
SS
12"
47
28.7
—
—
PA
Gray/tan, moist, very hard
2
14.9 45.2
6
SS
11"
50/11
28.1
BOTTOM OF BORING
THE STRATIFICATION
BETWEEN
LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS
Empire Laboratories
Incorporated
Division of Terraton
BORING STARTED 11-13-93
?Z 12.1 W.D.
r 8.3 A.B.
BORING COMPLETED 11-13-93
IW1
a�
RIO c11�-55 FOREMAN DL
R.L
Checked 22 days A.B.
APPROVED JOB #
NRS20935228
972515
LOG OF BORING NO. 28 Page 1 of 1
CLIENT
Jacob Hirsch
ARCHITECT/ENGINF .0
SITE
Severance, Colorado
PROJECT
Proposed Hirsch Dairy
GRAPHIC LOG
b
v
C
O
to
[r7 O
E N
C7
a A
'9
A -{
ti O
DEPTH (FT.)
USCS SYMBOL
SAMPLES
I TESTS
NUMBER
TYPE
RECOVERY
SPT - N
BLOWS / FT.
A
I-
H
E
DRY DENSITY
PCF
UNCONFINED
STRENGTH
PSF
0.5 6" TOPSOIL 59.9
1
SS
12"
5
15.7
SANDY I.FAN CLAY
—
PA
f
Tan buff, moist, soft to medium
7.5 52.9
CL
2
ST
12"
17.4
106
3
SS
12"
2
29.5
—
PA
—
4
ST
12"
26.4
97
WEATHERED SANDSTONE/
—
5
SS
12"
34
26.0
SD TSTONE
Gray/tan, hard
_
10
-
—
-
PA
moist,
10.0 50.4
SANDSTONE/SILTSTONE
-_
=J
—.
Gray/tan, moist, very hard
14.8 45.6
—
6
SS
9"
50/9
28.3
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 11-13-93
Empire
WI- I4 12.0 W.D.
= 5.8 W.C.I.
Laboratories
BORING COMPLEIWU 11-13-93
WL
Incorporated
RIG CME-55
FOREMAN DL
WL
Checked 22 days A.B.
Division of Tcrracou
APPROVED NRS
JOB N 20935228
15
.
LOG OF BORING NO. 29 Page 1 of 1
CLIENT
Jacob Hirsch
1
ARCHITECT/ENGINEER
SITE
Severance, Colorado
PROJECT
Proposed Hirsch Dairy
GRAPHIC LOG
P
a
0
x
co
m
lT1
„
a rn
N -0
O -{
M O
DEPTH (FT.)
USCS SYMBOL
SAMPLES
TESTS
NUMBER
TYPE
RECOVERY
F-
u.
z '
iw
=
F- O
!Am
MOISTURE, %
DRY DENSITY
PCF
UNCONFINED
STRENGTH
PSF
ATTERBERG
LIMITS
LL/PL/PI
• %A,.
0.5 6" TOPSOIL 61.5
1
SS
12"
5
16.9
SILTY SAND
—
—
SM
PA
23/19/4
Tan/brown, moist, loose
/
4.1 h 57.8
-
2
ST
12"
22.1
99
1130
5
-
3
SS
12"
16
22.5
WEATHERED SANDSTONE/
STT.TSTONE
—
Gray/tan, moist, hard
--=—IPA
8 0
{ 54.0
SANDSTONE/STLTSTONE
4
SS
12"
50
26.8
10—
—
—
PA
='.
Gray/tan, moist, very hard
7
14.9 47.1
_
5
SS
11" 50/11
27.8
BOTTOM OF BORING
THE .TTRAT IF I CAT ION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS
Empire Laboratories
Incorporated
Division of Temcon
BORING STARTED 11-13-93
w
?L 11.7 W.D.
Z 7,3 w.C-I.
BORING COMPLEIt) 11-13-93
wt.
RIG cME-s5
FOREMAN DL
♦L
wL
Checked 22 days A.B.
APPROVED NRS
JOB # 20935228
972515
VOID RATIO
. ?
. 62
. 58
. 54
. 50
.46
. 42
SWELL - CO NSOLIDRTION TEST
PRO. 20935229
0
BORING t10.: 14
DEPTH: 3.0
DRY DENSITY: 9S.S PCF
9.2%
eMOISTURE:
0-
a
.
J
a
0.1
8 , 0
0.25 0.5 1.0
APPLIED PRESSURE - TSF
5
10
1 FITER ADDED
-16 .0 _
0.1
0.25 0.5 1.0
APPLIED FPESSURE - TSF
EMPIRE LAEOF'HTORIES INC.
5 1 0
972515
CONSOLIDATION TEST
FPO. 20925229
VOID RFiT TO
C0NSOLIDATION
.710
. 6:33
. 6$0
. 670
. 660
. 650
. 840
. 630
.620
BOPIrJG rJO.: 16
DEPTH: 3.0
DRY DENSITY: 93.1 PCF
MOISTURE: 11.3%
_`
-4.1.."6.4.41.441N4s,,,,,\
0.1 0.'25 0.5 1.0
APPLIED PRESSURE - TSF
4 .0
- 4.0
- S .0
5
10
- 8 .
0.1
0.25 0.5 1.0
APPLIED PRESSURE - TSF
E1'1F'IRE LABORFiTORI ES INC
5 10
972515
VOID RATIO
CONSOLIDATION - k - SWELL
1.080
1.040
1.000
.96►0
. 920
.880
.840
.20
▪ 76
. 72
CONSOLIDATION TEST
FRO. 20925228
,
BORING r.1O.: 19
DEPTH: 1.0
DRY DENSITY: 87.5 FCF
MOISTURE: 9.7':
0.1 0.25 0.5 1.0
AF'F'LIED PRESSURE - TSF
16 .0
8 .0
0.0
-8.0
-16 .0
-24.0
5
10
-32.0 _
0.1
0.25
0.5 1.0
APPLIED PRESSURE - TSF
EMPIRE LABC'RATORIES INC
5 10
972515
DIRECT SHEAR TEST
CLIENT: .JRCO2 HIRSCH
PROJECT: HIRSCH DAIRY
I-
U�
BORING NO.: 27
DEPTH: 0.5' — 4.0'
Sample
Normal
Shear
Moist
Dry
No.
S{ r.. 3
Stress
Content
Density
(TSF)
(TSF)
(:e)
(PCF)
1
.Z5
.20
15.4
106.5
2
.50
.42
18.0
107.2
3
1.00
.69
19.2
10G.4
TAN 0 _ 0.48 0 = 25.6°
1
.75
.5
.25
f-/
r
+ +,
Ir
0 .1
.3
Shear Displacement
u_
U7
.- 75
.• 5
L.
▪ .• 25
C = 0.1( TSF
y
.4 0 .25 .5 .75
(in) Normal Load TSF
EMPIRE LABORFITORIES INC.
972515
PERMEABILITY
PROJECT; JACOB HIRSCH
HIPECH DAIRY
SAMPLE LOCATION: COMP EAMPLE TH NC. 27 iQ 0.5'-4.0'
TEST PROCEDURE: FALLING HEAD METHOD
DENSITY: 106.5 PCP [3 94.2% STANDAPD PROCTOR
PERMEABILITY: .026 FT/1R =.2125 Y( 10 fi CM/SEC
20
16
12 u
B
LA
1
l�
0
D ID
40 50 50 100
TIME (Haurs)
EMPIRE LABORATORIES INC.
972515
PERMEABILITY
PROJECT: JAccc'6 HIF::ECH
H I PSCH DRIR'f
GRHPLE LCRTiL)N: c LIMP .2PMPLE TB NO. 27 5.0`--1g.E'
TEST FRC" EDUFE: FALLING HERD P1ETHt�D
DEF!'=: I T'u' ; 102.0 PCF 9 4 . 9 STRNDRPD PC_iC T CR
FERF'1EA ;tLIT(: .0S6 FT/ R =.023 X 10 - & CM.' EC
20
16
12
s
4
0
1
1
I
a
i _
Y _
6
s
•
40 60 E 0 100
TIME iHnur.)
EMPIRE LABORATORIES INC
972515
PERMEABILITY
PROTECT: Tr C.'_'E HIF' CH -- HIR`:CH DAIRY
143
6
4
SAMPLE LOCATION: CiP.ING *2S tI 3.0'
TEST PROCEDURE: FALLING HEAD METHOD
DENSITY, 1 Xi . 4 r'CF
PERME EILIT: .31 FT/YR = .3,0 X 10
U _
T
�-I
4n p 120 160 200
TIME (HtiLIr' )
ENFIF,E LABORATGRIES TNC
CM/SEC
972515
TE, , ' RLa u�L1 o
Penetration
Blow/In.
N.-.
VD
NNN
CA
N
.
•O•
.N.
N
.N..
v�1
N
-
0_O
C
.-.
O
V7
O
N
-
O�
r O
`l
O
0
N
in
.; U
7 r
x O
Classification
AASIITO
USCS
U
M
'o
Group
Index
00
N
T
.0
H C
r
V1
N ..
Liquid
Limit
r
er
N
0.
Soluble
Sulfates
N
S
Swell
Pressure
(PS F)
155
Compressive
Strength
(PSF)
2990
g
N
N
t' C
U
DC Qa
et
o
-
00
M
.
a,
Q'
a
c%
Moisture
N1
M
11.4
c.L
VDtel
O1
''''.
0%
‘D
O
vri3
M
4
M
N
M
OD
OWN
N
13.5
h
N
"'...,
••
en
N
0\
0%
N
N
•
v ( ,
00
00
I
7.8
7-8
VI
v
v1
O�
14-14.9
V7
"
'T
h
7-8
Q'
CO
•
Nr
VI
1-
r
P!
00
N
CO
.C Z
N
VI
00
..
972515
TEST RESULTS
SUMMARY O
Resistivity Penetration
(OHM -CM) Blow/In.
^�
0
kr)aG
r
N
N
N
M
r
N
C
v)
C
L—
N
N
(V
C
N
I
C
C
v)
..
h
N
oo
N
CC
in
C
vci
N
••••••O
N
N
''
^� N
0
0 —
Classification
AASE ITO
uses
Plasticity
Index
G
Soluble
Sulfates
%
U
.. C
3 �`n
C..
.SSZ
CO
Compressive
Strength
(I'SF)
5930
7,--,r
im. C
N
C
105.6
,r'•
ON
93.6
N
a0
L1
T
21.0
12.7
O
1en
00
C
N
f-
O)
19.1
26.1
00
v L
Q
ON
N')
VI
M
°°
CO
•
v
v')
kr?
3-4
4-5
-
CO
N
'r
M
N
7-8
14-14.8
N
-"
co-,
N
o0
r
CN
„1.
v1
..� -�
v')
cp
8z
vl
,C
N
co
CT
N
A
972515
TEST RESULTS
SUMMARY O
73 3
.J O
:J
N
r
N
N
r
O
C.
N
r
<T
-.
8
o
V7
O�
o
„)
N
t-
co
(+)
N
a
Q
50/11
13/12
37/12
O
o
V)
N
c
V)
(y
I
> Crr.)
Y . G
O
Classification
AASIF"I'O
IJSCS
Hi
�
.,
T
.11
1 ^J O�
c7
!I '
70
cr
(.
C
pp
O
V)
(h
(TI
7
—.
7
--•M
N
.-.
VI.
V)—.
Cr,
)
�i
N
....
t/')
N
v'�
tT
co
T
V)
-.7r.
V)
N
N
N
972515
h�F
.N.
7 no
O,
0
N
er
N
v
N
r
cr
fr
972515
Penetration
Blow/In.
V1
N
kin
N
N
N
�7
M
O,
Okil
TIN
VI
Vl
?-7.L
> U
y r
aJ w
Classification
AAS I I'fO
USCS
U r4
M _
NO
O_
Q
Group
Index
M
C
C
c
C
4
.� v t
N
M
.: -
- ,r
r
v')
N
C
C
M
N
M
N
G
Soluble
Sulfates
Swell
Pressure
(PSF)
Compressive
Strength
(PSF)
c
rn
≥,
U
a"
<
\cs
O
t�
VY
oo
a.>
C
z
rb
N
L'SI
v
r
—
ua
c;
N
.7
b
N
C
'.C
N
M
N
v
C
-.
N
N
22.5
CO
\O
N
00
t-
N
c
u
a
c •
`T
C
'h.
al -
S
vi
�^
4-5
7-8
v
oo
co•
v
cr
rn
_
vl
v7
NC
v.
CO
c
h
b0
.C Z
C
N
C. C.
0 mi
UV)
1 28
N
C. G
0 ra
U✓)
972515
SUMMARY OF PERCOLATION TEST RESULTS
Hole No.
Depth to
Bedrock (ft)
Depth to
Groundwater (ft)
Percolation Rate
(Time required for water to
fall one (1) inch in Min.)
1
—
—
27
2
8.5
— 23
3
—
--
20
4
--
—
23
5
7.5
—
20
6
—
--
20
7
--
—
23
8
--
--
27
9
—
—
32
10
--
--
23
11
—
—
20
12
--
--
20
972515
DRILLING AND EXPLORATION
DRILLING & SAMPLING SYMBOLS:
SS : Split Spoon - 12/a" I.D., 2" 0.D., unless otherwise noted
ST : Thin -Walled Tube - 2" O.D., unless otherwise noted
9 : Ring Barrel Sampler - 2.42" I.D., 3" 0.D. unless otherwise noted.
A : Power Auger
HA : Hand Auger
DB : Diamond Bit = 4", N, B
AS : Auger Sample
HS : Hollow Stem Auger
PS : Piston Sample
WS : Wash Sample
FT : Fish Tail Bit
RB : Rock Bit
BS : Bulk Sample
PM : Pressure Meter
DC : Dutch Cone
WB : Wash Bore
Penetration Test: Blows per foot of a 140 pound hammer falling 30 inches on a 2 -inch 0.D. split spoon, except where noted.
WATER LEVEL MEASUREMENT SYMBOLS:
WL : Water Level
WCI : Wet Cave in
DCI : Dry Cave in
AB : After Boring
WS : While Sampling
WD : While Drilling
BCR : Before Casing Removal
ACR : After Casting Removal
Water levels indicated on the boring logs are the levels measured in the borings at the time indicated. In pervious soils, the
indicated levels may reflect the location of groundwater. In low permeability soils, the accurate determination of groundwater
levels is not possible with only short term observations.
DESCRIPTIVE SOIL CLASSIFICATION
Soil Classification is based on the Unified Soil Classification
system and the 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
—'ey are slightly plastic or non -plastic. Major constituents
ay 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 ISM).
CONSISTENCY OF FINE-GRAINED SOILS
Unconfined Compressive
Strength, Qu, psf
< 500
500 - 1,000
1,001 - 2,000
2,001 - 4,000
4,001 - 8,000
8,001 - 16,000
RELATIVE DENSITY
N-Blows/ft
0-3
4-9
10-29
30-49
50-80
80 +
Consistency
Very Soft
Soft
Medium
Stiff
Very Stiff
Very Hard
OF COARSE -GRAINED SOILS:
Relative Density
Very Loose
Loose
Medium Dense
Dense
Very Dense
Extremely Dense
PHYSICAL PROPERTIES OF BEDROCK
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.
HARDNESS AND DEGREE OF CEMENTATION:
Limestone and Dolomite:
Hard Difficult to scratch with knife.
Moderately Can be scratched easily with knife,
Hard Cannot be scratched with fingernail.
Soft Can be scratched with fingernail.
Shale, Siltstone and Claystone:
Hard Can be scratched easily with knife, cannot
be scratched with fingernail.
Moderately
Hard
Can be scratched with fingernail.
Soft Can be easily dented but not molded with
fingers.
Sandstone and Conglomerate:
Well Capable of scratching a knife blade.
Cemented
Cemented Can be scratched with knife.
Poorly
Cemented
Can be broken apart easily with fingers.
Empire Laboratories, Inc.
A Division of The Terracon Companies, Inc.
972515
UNIFIED SOIL CLASSIFICATION SYSTEM
Soil Classification
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests'
_parse -Grained
Soils mare than
50% retained on
No. 200 sieve
Fine -Grained Soils
50% or more
passes the
No. 200 sieve
Gravels more than
50% of coarse
fraction retained on
No. 4 sieve
Clean Gravels Less
than 5% fines°
Cu > 4 and 1 C Cc c30
Group
Symbol
Group Name'
GW Well -graded graver
Cu < 4 and/or 1 > Cc > 30
Gravels with Fines
more than 12% fines° Fines classify as ML or MH
GP Poorly graded grave
GM Silty gravel,G.H
Fines classify as CL or CH
GC Clayey gravel`°'
Sands 50% or more
of coarse fraction
passes No. 4 sieve
Silts and Clays
Liquid limit less
than 50
Silts and Clays
Liquid limit 50
or more
Clean Sands Less Cu > 6 and 1 C Cc ≤ 3e
than 5% finest
.SW Well -graded sand'
Cu < 6 and/or 1 > Cc > 3° SP Poorly graded sand'
Sands with Fines Fines classify as ML or MH
more than 12% fines°
inorganic
SM Silty sand°"4
Fines Classify as CL or CH SC Clayey sands"'
PI > 7 and plots on or above 'A line4 CL Lean clay'--"
PI < 4 or plots below "A" line
ML Silty'.M
organic
Liquid limit - oven dried Organic clay'-"'•
< 0.75 OL
Liquid limit - not dried Organic silt'--"'-°
inorganic PI plots on or above "A" line
CH Fat clayur
PI lots below 'A' line MH Elastic Silty-'-"
organic
Liquid limit - oven dried Organic clay'-i"'
< 0.75 OH
Liquid limn - not dried Organic sift" °
Highly organic soils Primarily organic matter, dark in color, and organic odor
'ased on the material passing the 3 -in.
5-mml sieve
"If field sample contained cobbles or
boulders, or both, add 'with cobbles or
boulders, or both" to group name.
`Gravels with 5 to 12% fines require dual
symbols:
GW-GM well -graded gravel with silt
GW-GC well -graded gravel with clay
GP -GM poorly graded gravel with silt
GP -GC poorly graded gravel with clay
°Sands with 5 to 12% fines require dual
symbols:
SW-SM well -graded sand with silt
SW -SC well -graded sand with clay
SP-SM poorly graded sand with silt
SP -SC poorly graded sand with clay
60
a
.sCu'Dc0/1310 Cc • $0 i
132.0 x
%�r0
rlf soil contains > 15% sand, add "with
sand' to group name.
°If fines classify as CL -ML, use dual symbol
GC -GM, or SC-SM.
if fines are organic, add "with organic fines'
to group name.
'If soil contains > 15% gravel, add 'with
gravel' to group name.
41f Atterberg limits plot in shaded area, soil is
a CL -ML, silty clay.
PT Peat
`If soil contains 15 to 29% plus No. 200, add
'with sand" or 'with gravel", whichever is
predominant.
4f soil contains > 30% plus No. 200
predominantly sand, add "sandy" to group
name.
"If soil contains > 30% plus No. 200,
predominantly gravel, add 'gravelly' to group
name.
"PI > 4 and plots on or above "A" line.
°Pl < 4 or plots below "A" line.
"PI plots on or above "A" line.
°PI plots below 'A" line.
a✓ aNrkvM•"
N Mtpanomo
graenE
w ati',
Y m3elLL
M ,n
1
SO
A
a If -6
p. 0.9
I
.1 M1--oi
I
stNk
1
• 253*�
I
,/,
..
hotter
Si,." o u
to P.
(LL - C)
\,:(
O
P
J
gik
�Qi
G
O`L
Ci
�../
MH OR
OH
ML OR
OL
cc.-uUcs'/
,°
1120
J° 40 so 60 70 a°
UgUID Liar (a)
100
Ilc
Empire Laboratories, Inc.
A Division of The Terracon Companies. Inc.
972515
ROCK CLASSIFICATION
(Based on ASTM C-294)
Sedimentary Rocks
Sedimentary rocks are stratified materials laid down by water or wind. The sediments may be
composed of particles of pre-existing rocks derived by mechanical weathering, evaporation or by
chemical or organic origin. The sediments are usually indurated by cementation or compaction.
Chert
Claystone
Conglomerate
Dolomite
Limestone
Very fine-grained siliceous rock composed of micro -crystalline or crypto-
crystalline quartz, chalcedony or opal. Chert is various colored, porous to
dense, hard and has a conchoidal to splintery fracture.
Fine-grained rock composed of or derived by erosion of silts and clays or any
rock containing clay. Soft massive; gray, black, brown, reddish or green and
may contain carbonate minerals.
Rock consisting of a considerable amount of rounded gravel, sand and cobbles
with or without interstitial or cementing material. The cementing or interstitial
material may be quartz, opal, calcite, dolomite, clay, iron oxides or other
materials.
A fine-grained carbonate rock consisting of the mineral dolomite 1CaMg
(CO3)Z). May contain noncarbonate impurities such as quartz, chert, clay
minerals, organic matter, gypsum and sulfides. Reacts with hydrochloric acid
(HCL).
A fine-grained carbonate rock consisting of the mineral calcite (CaCo3). May
contain noncarbonate impurities such as quartz, chert, clay minerals, organic
matter, gypsum and sulfides. Reacts with hydrochloric acid (HCL).
Sandstone Rock consisting of particles of sand with or without interstitial and cementing
materials. The cementing or interstitial material may be quartz, opal, calcite,
dolomite, clay, iron oxides or other material.
Shale Fine-grained rock composed of, or derived by erosion of silts and clays or any
rock containing clay. Shale is hard, platy, or fissile may be gray, black,
reddish or green and may contain some carbonate minerals (calcareous shale).
Siltstone Fine grained rock composed of, or derived by erosion of silts or rock
containing silt. Siltstones consist predominantly of silt sized particles (0.0625
to 0.002 mm in diameter) and are intermediate rocks between claystones and
sandstones, may be gray, black, brown, reddish or green and may contain
carbonate minerals.
Empire Laboratories, Inc.
A Division of The Terracon Companies, Inc.
972515
LABORATORY TESTS
SIGNIFICANCE AND PURPOSE
TEST
SIGNIFICANCE
PURPOSE
California
Bearing
Ratio
Used to evaluate the potential strength of subgrade soil, subbase,
and base course material, including recycled materials for use in
road and airfield pavements.
Pavement
Thickness
Design
Consolidation
Used to develop an estimate of both the rate and amount of both
differential and total settlement of a structure.
Foundation
Design
Direct
Shear
Used to determine the consolidated drained shear strength of soil
or rock.
Bearing Capacity,
Foundation Design &
Slope Stability
Dry
Density
Used to determine the in -place density of natural, inorganic, fine-
grained soils.
Index Property
Soil Behavior
Expansion
Used to measure the expansive potential of fine-grained soil and to
provide a basis for swell potential classification.
Foundation & Slab
Design
Gradation
Used for the quantitative determination of the distribution of
particle sizes in soil.
Soil
Classification
Liquid &
Plastic Limit,
Plasticity Index
Used as an integral part of engineering classification systems to
characterize the fine-grained fraction of soils, and to specify the
fine-grained fraction of construction materials.
Soil
Classification
Oxidation- Used to determine the tendency of the soil to donate or accept
Reduction electrons through a change of the oxidation state within the soil.
Potential
Corrosion
Potential
Permeability
Used to determine the capacity of soil or rock to conduct a liquid Groundwater
or gas. Flow Analysis
pH
Used to determine the degree of acidity or alkalinity of a soil. Corrosion
Potential
Resistivity
Used to indicate the relative ability of a soil medium to carry
electrical currents.
Corrosion
Potential
R -Value
Used to evaluate the potential strength of subgrade soil, subbase,
and base course material, including recycled materials for use in
road and airfield pavements.
Pavement
Thickness
Design
Soluble Used to determine the quantitative amount of soluble sulfates
within a soil mass.
Corrosion
Potential
JSulphate
Sulfide Content
Used to determine the quantitative amounts of sulfides within a
soil mass.
Corrosion
Potential
JUnconfined
Com p ression
To obtain the approximate compressive strength of soils that
possess sufficient cohesion to permit testing in the unconfined
state.
Bearing Capacity
Analysis for
Foundations
J Water
Content
Used to determine the quantitative amount of water in a soil mass.
Index Property
Soil Behavior
I
1
1 Empire Laboratories,
Inc.
972515
REPORT TERMINOLOGY
(Based on ASTM D653)
Allowable Soil
Bearing Capacity
Alluvium
Aggregate Base
Course
Back fill
Bedrock
Bench
I Caisson (Drilled pier
or Shaft)
Coefficient of
Friction
Coluuvium
Compaction
Concrete Slab -on -
Grade
Differential
Movement
Earth Pressure
ESAL
Engineered Fill
Equivalent Fluid
Existing Fill (or
man-made fill)
Existing Grade
The recommended maximum contact stress developed at the interface of the
foundation element and the supporting material.
Soil, the constituents of which have been transported in suspension by flowing
water and subsequently deposited by sedimentation.
A layer of specified material placed on a subgrade or subbase usually beneath
slabs or pavements.
A specified material placed and compacted in a confined area.
A natural aggregate of mineral grains connected by strong and permanent
cohesive forces. Usually requires drilling, wedging, blasting or other methods of
extraordinary force for excavation.
A horizontal surface in a sloped deposit.
A concrete foundation element cast in a circular excavation which may have an
enlarged base. Sometimes referred to as a cast -in -place pier or drilled shaft.
A constant proportionality factor relating normal stress and the corresponding
shear stress at which sliding starts between the two surfaces.
Soil, the constituents of which have been deposited chiefly by gravity such as
at the foot of a slope or cliff.
The densification of a soil by means of mechanical manipulation.
A concrete surface layer cast directly upon a base, subbase or subgrade, and
typically used as a floor system.
Unequal settlement or heave between, or within foundation elements of a
structure.
The pressure or force exerted by soil on any boundary such as a foundation
wall.
Equivalent Single Axle Load, a criteria used to convert traffic to a uniform
standard, (18,000 pound axle loads).
Specified material placed and compacted to specified density and/or moisture
conditions under observations of a representative of a geotechnical engineer.
A hypothetical fluid having a unit weight such that it will produce a pressure
against a lateral support presumed to be equivalent to that produced by the
actual soil. This simplified approach is valid only when deformation conditions
are such that the pressure increases linearly with depth and the wall friction is
neglected.
Materials deposited through the action of man prior to exploration of the site.
The ground surface at the time of field exploration.
Empire Laboratories, Inc.
A Division of The Terracon Companies, Inc.
972515
REPORT TERMINOLOGY
(Based on ASTM D653)
Expansive Potential
Finished Grade
Footing
Foundation
Frost Depth
Grade Beam
Groundwater
Heave
Lithologic
Native Grade
Native Soil
Optimum Moisture
Content
Perched Water
Scarify
Settlement
Skin Friction (Side
Shear)
Soil (earth)
Strain
Stress
Strip
Subbase
Subgrade
The potential of a soil to expand (increase in volume) due to absorption of
moisture.
The final grade created as a part of the project.
A portion of the foundation of a structure that transmits loads directly to the
soil.
The lower part of a structure that transmits the loads to the soil or bedrock.
The depth of which the ground becomes frozen during the winter season.
A foundation element or wall, typically constructed of reinforced concrete,
used to span between other foundation elements such as drilled piers.
Subsurface water found in the zone of saturation of soils, or within fractures
in bedrock.
Upward movement.
The characteristics which describe the composition and texture of soil and
rock by observation.
The naturally occuring ground surface.
Naturally occurring on -site soil, sometimes referred to as natural soil.
The water content at which a soil can be compacted to a maximum dry unit
weight by a given compactive effort.
Groundwater, usually of limited area maintained above a normal water
elevation by the presence of an intervening relatively impervious continuing
stratum.
To mechanically loosen soil or break down existing soil structure.
Downward movement.
The frictional resistance developed between soil and an element of structure
such as a drilled pier or shaft.
Sediments or other unconsolidated accumulations of solid particles produced
by the physical and chemical disintegration of rocks, and which may or may
not contain organic matter.
The change in length per unit of length in a given direction.
The force per unit area acting within a soil mass.
To remove from present location.
A layer of specified material in a pavement system between the subgrade and
base course.
The soil prepared and compacted to support a structure, slab or pavement
system.
Empire Laboratories, Inc.
A Division of The Terracon Companies, Inc.
9'7251.5
APPENDIX D
BORING LOGS
972515
LOG OF BORING NO. 1 Page 1 of 1 `
OWNER
HIRSCH DAIRY
ARCHITECT/ENGINEER
SITE
SEVERANCE, COLORADO
PROJECT
HIRSCH DAIRY
GRAPHIC LOG
WELL
SAMPLES I TESTS
DESCRIPTION
DETAIL
c m
TOP OF CASING (TOC) ft
GROUND SURFACE ELEV. ft
.. yl
LIE I E
p i =
a
�:
C
! ,c j,
Z ' p.,
RECOVERY
SET - N
BLOWS/FT.
us
x
F
O
c i
i
i>a <0w
C --
..1E -
o u <
- IL, y _
I
VERY FINE SANDY SILT
-
PA
I
Brown
4.5
—,
1
ST
18
IPA
VERY FINE SANDY SILT
_
2'ST
I
24
I
7.0 Light Brown
I
Bottom oI Boring�
I
i
I
i
I
I
II
II
j
THE STRATIFICATION LINES REPRESENT THE APPROXDIATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
BOREHOLE DIA : 4 in
WELL DR.: 2.5 in LOCK PROVIDED
WATER LEVEL OBSERVATIONS
BORING STARTED 2-21-97
BORING COMPLETED 2-21-9'J
WL
4 DRY
Y
erraconRIG
CME-75 ,FOREVfA-V BCW
APPROVED BCW JOB # 43935049
972515
LOG OF BORING NO. 2 Page 1 of 1
OWNER
HIRSCH DAIRY
ARCHITECT/ENGINEER
SITE PROJECT
SEVERANCE. COLORADO HIRSCH DAIRY
GRAPHIC LOG
WELL
I
SAMPLES TESTS
DESCRIPTION
DETAIL
O1
TYPE
RECOVERY
SPT-N
BLOWS / FP.
FIELD VAPOR
TEST (PPM)
TOP OF CASING (TOC) ft
GROUND SURFACE ELEV. ft
i
LI.>
F.
p
m
tiil
=
NUMBER
ai
Ca
F-
O
2
SOIL SAMPL
SENT TO
LAHORATOI7
;.
VERY FI`IE SANDY SILT
PA
Brown
4.0
1
5.0 VERY FINE SANDY SILT
\Light Brown /
S
Bottom of Boring
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: N -SITU. THE TRANSITION MAY BE GRADUAL.
BOREHOLE DIA.: 4 in
WELL DIA.: 2.5 in LOCK PROVIDED
WATER LEVEL OBSERVATIONS
BORING STARTED 2-21-97
BORING COMPLETED 2-21-97
WI. I DRY;'
erracon
RIG CIE -75
FOREMAN BCW
APPROVED BCW
JOB # 43935049
1/4W1- I
972515
LOG OF BORING NO. 3 Page 1 of 1
OWNER
HIRSCH DAIRY
ARCHTTECT/ENGINEER
SITE
SEVERANCE, COLORADO
PROJECT
HIRSCH DAIRY
GRAPIIIC LOG
DESCRIPTION
TOP OF CASING (TOC) ft
GROUND SURFACE ELEV. ft
WELL I
SAMPLES TESTS
DETAIL '
USCS SYMBOL
NUMBER
TYPE
RECOVERY
SPT - N
BLOWS / FT.
MOISTURE. %
� I
FIELD VAPOR
TEST (PPM)
SOIL SAMPLE
SENT TO
LABORATORY
t
0
VERY FINE SANDY SILT
-I
1
ST
S
2.0
`Light Brown /
4'
r
i
1
i
I i
iI
i 1
1
!
•
Bottom of Boring
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
BOREHOLE DIA.: 4 in
WELL DIA.: 2.5 in LOCK PROVIDED
WATER LEVEL OBSERVATIONS
BORING STARTED 2-21-97
BORING COMP' ETED . 2-21-97
WL ! 2 DRYIT T
err acon
RIG CME-75 !FOREMAN BCW
WL ,
APPROVED BCW i JOB x 43935049 ,,
WL !
972515
LOG OF BORING N0. 4 Page 1 of 1
OWNER
HIRSCH DAIRY
ARCHITECT/ENGINEER
SITE
SEVERANCE, COLORADO
PROJECT
HIRSCH DAIRY
o
DESCRIPTION
WELL
DETAIL
SAMPLES
TESTS
USCS SYMBOL
NUMBER
TYPE
RECOVERY
SPT - N
BLOWS / ET.
o zO
ri a. ^
c I <c
t- n
p w H
. v' E-
2i z
-a.' O 1
7
v.)2 C
- z b
Oy h -=
0
a
p
TOP OF CASING (TOC) ft
GROUND SURFACE EL. V. ft
DEPTH (FT.)
1 0 VERY FINE SANDY SILT
1 ST
__
;Brown
PA
SILTSTONE
3.0
\Reddish Brown
Weathered /
4.5
FINE GRAINED SANDSTONE
\VERY
Brown
Bottom of Boring
•
II
THE STRATIFICATION
BETWEEN
LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
BOREHOLE DIA : 4 in
WELL DIA.: 2.5 in LOCK PROVIDED
WATER LEVEL OBSERVATIONS
err acon
BORING STARTED 2-21-97
BORING COMPLETED 2-21-97
WL
c DRY
-
Y
-
RIG CME-75 (FOREMAN BCW
WI_
APPROVED BCW I JOB # 43935049
WL
972515
LOG OF BORING NO. 5 Page 1 of I
OWNER
HIRSCH DAIRY
ARCHITECT/ENGINEER
SITE
SEVERANCE, COLORADO
PROJECT
HIRSCH DAIRY
C
DESCRIPTION
WELL
DETAIL
SAMPLES I TESTS
-
y
1111111111111
11111111111111
III}
('�
'6;fg-
tai
w r'�
0
o d
! 0)
bd
o
z
M
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN -SITU. THE TRANSITION MAY BE GRADUAL.
BOREHOLE DIA.: 4 in
WELL DIA.: ?.5 in LOCK ?ROVIDED
WATER LEVEL OBSERVATIONS
BORING STARTED 2-21-97
BORING COMPLETED 2-21-97
WL •'
DRY
=
erracon
RIG CME-75 `FOREMAN BCW
APPROVED BCW I JOB a 43935049
vVL
972515
LOG OF BORING NO. 6 Page 1 of 1
OWNER
HIRSCH DAIRY
ARCHITECT/ENGINEER
SITE PROJECT
SEVERANCE, COLORADO HIRSCH DAIRY
WE
v DESCRIPTION j DETAIL
SAMPLES I TESTS
18 • N {
GRAPHIC LO
TOP OF CASING (TOC) fi
GROUND SURFACE ELEV. ft
VERY FINE SAND WITH SILT
vl
2.0
`Light Brown /
'
Bottom of Boring
I
II
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES 1 BOREHOLE DIA.: 4 in
BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL. I WELL DIA.: 2i in LOCK PROVIDED
WATER LEVEL OBSERVATIONS
BORING STARTED 2-21-97
BORING COMPLETED 2-21-97
WL 11 DRY IT
1
erracon
RIG CME-75
FOREMAN BCW
WL I I
APPROVED BCW
JOB # 43935049
WL I
972515
Log of E"`.'ring No It 7 Page 1 of 1
CLIENT Hirsch Dairy
SITE ADDRESS 11283 Weld County Road 78
Eaton, Colorado
SITE NAME
SAMPLES
TESTS
S
0
x
C4
0
DESCRIPTION
GROUND SURFACE ELEV.
x
M
A
o
as
.
m
Cili1
41
CA
z
w
e--.
a
O
w
x
K
z�
I W
as
cn Ga
-,
w
a:
6i
F.a
.4.r
N >.
Q.a
�`a
ME -o
ow
mm
X.
Very Fine Sandy Clay
-
-
-
PA
.
2 5 Brown
Sandy Lean Clay
/..
Tan
8.0
5 -
AS
-
PA
--
AS,
Lean Clay with Sand
Tan
15.0
10 _
_
PA
_
—
AS
15
Bottom of Boring
The
types;
stratification lines represent the approximate boundary lines between rock BOREHOLE DIA. 4.0 in
in —situ the transition may be gradual WELL DIA.
WATER LEVEL OBSERVATIONS
PARAGON
BORING STARTED '>`-/'y -el./el/97
97
COMPLETED DLOGGED
BRINGCIE
WL
11.5' WD
Z
RIG 55
BCW -
WL
APPROVED DMR
JOB# 1097013
WL
972515
•
LOG OF BORING NO. MW -1
Page 1 of 1
OWNER
HIRSCH DAIRY
ARCHITECT/ENGINEER
SITE
SEVERANCE, COLORADO
PROJECT
O
J
LI
C
V
DESCRIPTION
TOP OF CASING (TOC)
GROUND SURFACE ELEV.
4981.63 ft
4980.0 ft
VERY FLUE SANDY SILT. TRACE
CLAY
Brown
4.0
4976.0
WELL
DETAIL
U
I
VERY FINE SANDY SILT. SOME
CLAY
7.0 Lich[ Brown
11.0
SILTY VERY FINE SAND
Olive Brown
SILTY FINE TO MEDIUM SAND
Brownish Gray
14.0
Bottom of Boring
4973.0 -.•."—• .
w
HIRSCH DAIRY
SAMPLES TESTS
USCS SYMBOL
a
In
z
a
>
in O
Y O
F
q •.
4969.0 : • •I
4966.0
HS
5-
1
SS 14; 49
HS
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS
WL
9.0' W D Y 13.71' 3/4/97
WL
0.73' 3/5197
10.68' 3/11/97
wL I
lierracon
BOREHOLE DIA : 4.25 in
WELL DIA.: 2 in LOCK PROVIDED
BORING STARTED 2-21-97
BORING COMPLETED 2-21-97
RIG
CME-75
FOREMAN
BCW
APPROVED BCW JOB 43935049
972515
LOG OF BORING NO. MW -2
Page 1 of 1
OWNER
HIRSCH DAIRY
ARCHITECT/ENGINEER
SITE
SEVERANCE, COLORADO
PROJECT
HIRSCH DAIRY
L
GRAPHIC L
WELL
DESCRIPTION , DETAIL
TOP OF CASING (TOC) 4979.47 ft
GROUND SURFACE ELEV. 4977.0 ft
VERY FINE SANDY SILT, TRACE
CLAY
Brown
7.0
VERY FINE SANDY SILT
Light Brown
17.0
18.0 SANDSTONE**
Brown
\Fine Grained
Bottom of Boring
** Classification of the bedrock material is
based on visual and tactual observation
of disturbed samples and auger
cuttings. Coring and/or petrographic
analysis may reveal other rock types.
•
•
SAMPLES TESTS
USCS SYMBOL
cc
Z w
Z F-
RECOVERY
J
7
1
J
J
H
4960.0
4959.0
HS
THE STRATIFICATION LINES REPRESENT THE APPROXLMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS
vVL I
\\T_
12.0' WD = DRY 3/4/97
19.51' 3/5/97
19.55' 3/11/97
lierraco
BOREHOLE DIA : 4.25 in
WELL DIA.: 2 in LOCK PROVIDED
BORING STARTED 2-21-97
BORING COMPLETED 2-21-97
nRIG Cv1E-75
APPROVED BCW
FOREMAN BCW
JOB 4 43935049 •
972515
,
LOG OF BORING NO. MW -3 Page 1 of 1
OWNER I ARCHITECT/ENGINEER
HIRSCH DAIRY I
SITE
SEVERANCE, COLORADO
PROJECT
HIRSCH DAIRY
WELL SAMPLES TESTS
DESCRIPTION
DETAIL O
z w y
O
0
TOP OF CASING (TOC) 4984.17 ft ,
GROUND SURFACE ELEV. 4982.0 ft
LL 2,
� : u
O . -
2
z
F
RECOVERY
SPT - N
BLOWS / FT.
MOISTURE,
<Z '. 24. O
H
F -j E O
Luy Z=
L•r �I Oy H
eif
T
VERY FINE SANDY SILT TRACE •
HS
4979.5 ' • 2.5 CLAY ..:, i'.-.
Brown / :',--,"
- =
.:
•.:::-----.:::
SILTY VERY FINE SAND • ..— • •
5_2
_
Brown./. ---2:•:._
-:1
_ • 10—
• •—:•:•
?? 15 -
16.5 4965.5'•>'r=•:•:
I
I
—
SANDSTONE" i::•..—
:
4964.0',•:•:=—
18.0 `:
'
,, Brown
\Fine Grained /
Bottom of Boring
** Classification of the bedrock material is
based on visual and tactual observation
of disturbed samples and auger
cuttings. Coring and/or petrographic
analysis may reveal other rock types.
I
I
I
I
I
THE STRATIFICATION
BETWEEN
LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
SOIL AND ROCK TYPES: IN -SITU. THE TRANSITION MAY BE GRADUAL.
BOREHOLE DIA : 4.25 in
WELL DIA.: 2 in LOCK PROVIDED
WATER LEVEL OBSERVATIONS
erracon
BORING STARTED 2-21-97
BORING COMPLETED 2.21.97
WL
1 13.0' WD
= DRY 3/4/97
RIG CME-75 I FOREMAN BCW
WL
DRY 3/5/97
DRY 3/11/97
APPROVED BCW JOB x 43935049 ,
WL
I
972515
APPENDIX E
IN -PLACE DENSITY AND PERMEABILITY TEST RESULTS
972515
1 rerracon
CONSULTANTS WESTERN, INC.
EMPIRE DIVISION
P.O. Box 503 • 301 N. Howes
Fort Collins, Colorado 80522
(970) 484-0359 Fax (970) 484-0454
October 22, 1996
Mr. Jacob Hirsch
11283 Weld County Road 78
Eaton, Colorado 80615
Re: Hirsch Dairy Holding Pond
Weld County Road 23 and 78
North of Severance, Colorado
Project No. 43935049
Dear Mr. Hirsch:
Larry G. O'Dell, P.E.
Neil R. Sherrod, C.P.G.
Enclosed are in -place field density test results obtained by our personnel after
placement in the areas identified at the above -referenced project.
The field density test results obtained utilizing a nuclear moisture density gauge are
included, along with the maximum density and optimum moisture data developed for
the material being placed. The tests were performed in general accordance with the
test procedures referenced on the attached reports.
Sincerely,
TERRACON CONSULTANTS WESTERN, INC.
Empire Division
Mike L. Walker, CET
Manager of Construction Services
Reviewed by: William J. Attwooll, P.E.
Enclosures
Copies to: (2) Addressee
M LW/WJA/cjh
Offices of The Terracon Companies, Inc. Geotechnical, Environmental and Materials Engineers
Arizona • Arkansas ■ Colorado ■ Idaho ■ Illinois ■ Iowa • Kansas ■ Minnesota
Missouri ■ Montana • Nebraska ■ Nevada ■ Oklahoma ■ Texas N Ulah ■ Wyoming
QUALITY ENGINEERING SINCE 1965
972515
ASTM D2922 AND D3017
Vi
0
2
a
Z
to
Z
w
Q
C
1
w
0
ec
5
O
N
Z
Q
U
4
a.
a
O
U
cc
0
cc
Q.
e
ASTM O698
a
UJ
w
TECHNICIAN: M. Riley/D. Green
0
SERIAL NO.: 1
GAUGE I.D.:
MOISTURE:
DENSITY: 2407
GAUGE STANDARD COUNT:
Direct Transmission at 8' depth unless otherwise noted.
w
O
0
a:
a
w
8
a
z
Q
z
Q
z
a
z
a
z
a
z
Q
z
a
z
Q
z
a
z
z
C` F
w, O P
Q 01 ^ m
N-
N
N
N
N
N
0
N
N
oar. 3
o N
11263 Weld County Road 78
Eaton, Colorado 80615
PROJECT NAME & LOCATION: Hirsch Dairy Holding Pond
Weld County Road 23 and 78
N. of Severance, Colorado
g
C,
cn
a
U
W
a
Q
MAXIMUM DENSITY (pct)
OPTIMUM MOISTURE (%)
a
0
a
0
0
rn
8
a
m
rn
n
8
ri
co
8
co.
8
O
N
N
N
(0
N
O
N
N
N
01
N
0
0
O
0
O
0
0
0
O
0
O
0
O
0
0
0
0
0
0
Mid Point of Berne, 300' E of Weal End, North Side of Pon
150' East of West End, North Side
Northwest Corner
100' East of Northwest Corner, South Side
300' East of Northwest Corner, South Side
Pond Bottom, Southeast Corner
Pond bottom, Center
Pond Bottom, Northeast Corner
Retest #5 (DT 12')
Retest #6 (DT 12")
Retest #7 (DT 12")
O
0a1
arn
N
a,
O
a
0
N
co
N
Co
N
O
a
0
Note: ( ) denotes outside of specification limits
lierracon
CONSULTANTS WESTERN, INC.
s, N.+, Howe .nr
Fed Gana, Cando MSM
nYS1 YL13M .s n1+1 YSYN
LABORATORY COMPACTION CHARACTERISTICS>OF SOIL
CLIENT NAME:
Mr. Jacob Hirsch
Eaton, Colorado
PROJECT NAME & LOCATION Hirsch Dairy Holding Pond
Weld County Road 23 and 78
N. of Severance, Colorado
PROJECT NO.: 43o35n40
SOURCE MATERIAL: Pond liner in -place sample
80615
DATE:
Sampled:
22 -Oct -96
23-Seo-96
CURVE NO.: 1
TEST RESULTS
SAMPLE DESCRIPTION:
Sandy lean clay
(brown)
MAXIMUM UNIT WEIGHT
OPTIMUM WATER CONTENT
RAMMER:
MECHANICAL
114.5
14.0
Ib/f13
X MANUAL
ATTERBERG LIMITS
MATERIAL DESIGNATION: CL
TEST METHOD:
TEST PROCEDURE:
SAMPLE PREPARATION:
A
ASTM 0698
Wet
SIEVE ANALYSIS
Sieve Size
Y. Passing
5-
1-1/2"
3/4"
1/2"
3/8"
No. 4
No. 10
No. 20
No. 40
No. 80
No. 100
No. 200
LIQUID LIMIT
PLASTIC LIMIT
PLASTICITY INDEX
Not Performed
Not Performed
Not Performed
REVIEWED BY:
Mike L. Walker
ZERO AIR VOIDS FOR SPECIFIC GRAVITY OF 2.68
117
116
115
114
113
O 109
3-
0 108
107
106
106
104
103
i LAS CURVE
—Pbly, (LAB CURVE):
7 8 9 10 11 12 13 14 16 16
WATER CONTENT, %
17 18
CUaK 1. x L1
972515
TERRACON CONSULTANTS WESTERN, INC.
FALLING HEAD <PERMEABILITY ?TEST RESULTS
TERRACON CLIENT: Jacob Hirsch
TERRACON PROJECT: Hirsch Dairy Retaining Pond Liner
TERRACON PROJECT NO. 43935049 DATE: 10/14/96
SAMPLE LOCATION: In -place density location #6
PERMEABILITY DIAMETER: 2.47 INCH CLASSIFICATION: CL
SAMPLE LENGTH: 3.06 INCH
PERMEABILTY DENSITY: 106.1 PCF
COEFFICIENT OF PERMEABILTY: 0.06 FT/YEAR OR 6.22E-08 CM/SEC
5.0
4.0
N
Y
T
7 3.0
m II
ui
m
z
w
a
u.
12.0
O •
U
1.0 a
thil"--Ilma
0.0
0 0 25.0 50.0 75.0
I
100.0
TIME (hours)
■I- ®
125.0 150.0
10
175.0
200.0
972515
............................... .
TERRACON CONSULTANTS WESTERN, INC,
FALLING HEAD PERMEABILITY TEST RESULTS
TERRACON CLIENT: Jacob Hirsch
TERRACON PROJECT: Hirsch Dairy Retaining Pond Liner
TERRACON PROJECT NO. 43935049 DATE: 9/30/96
SAMPLE LOCATION: Ctr. of Pond Bottom (in -place density location #7 & #11)
PERMEABILITY DIAMETER: 2.49 INCH CLASSIFICATION: CL
SAMPLE LENGTH: 3.08 INCH
PERMEABILTY DENSITY: 119.5 PCF
COEFFICIENT OF PERMEABILTY: 0.03 FT/YEAR OR 3.28E-08 CM/SEC
8.0
7.0 it
v
6.0
5.0.
m
K
•
4.0
W
a.
LL
O
z
3.0
w
U
LL
U-
Lu
2.0
O
U
1.0
0.0 ■ -. ■■ O MI
0 0 25.0 50.0 75.0 100.0 125.0 150.0 175.0 200.0
TIME (hours)
992Si c,
TERRACON" CONSULTANTSWESTERN, INC.
FALLING HEAD` PERMEABILITY; TEST` RESULTS;.
TERRACON CLIENT: Jacob Hirsch
TERRACON PROJECT: Hirsch Dairy Retaining Pond Liner
TERRACON PROJECT NO. 43935049 DATE: 10/10/96
SAMPLE LOCATION: In -place field density location no. 5
PERMEABILITY DIAMETER: 2.49 INCH CLASSIFICATION: SC
SAMPLE LENGTH: 2.72 INCH
PERMEABILTY DENSITY: 85.6 PCF
COEFFICIENT OF PERMEABILTY: 488.13 FT/YEAR OR 4.72E-04 CM/SEC
1000.0
900.0
�
800.0
w
u
700.0
Y
C
e 600.0
z 500.0
-a
■
tu
au.
.1
i
400.0
w_
M 300.0
U.
LL
w
U
200.0
100.0
0.0 a
00 00 00 00 00 01 01 01 01 01 01
TIME (hours)
972515
TERRACON CONSULTANTS WESTERN, INC.
FALLING HEAD PERMEABILITY TEST': RESULTS
TERRACON CLIENT: Jacob Hirsch
TERRACON PROJECT: Hirsch Dairy Retaining Pond Uner
TERRACON PROJECT NO. 43935049 DATE: 9/30/96
SAMPLE LOCATION: In -place density location #5
PERMEABILITY DIAMETER: 2.49 INCH CLASSIFICATION: CL
SAMPLE LENGTH: 1.76 INCH
PERMEABILTY DENSITY: 115.5 PCF
COEFFICIENT OF PERMEABILTY: 987.61 FT/YEAR OR 9.55E-04 CM/SEC
1300.0
1200.0
1100.0
1000.0
q
Y
f 900.0
a
Y
800.0
mQ
W 700.0
C
5
a. 600.0
U.
C
500.0
Z
W
U
LL 400.0
u.
W
U 300.0
200.0
100.0
0.0
00 01 01
TIME hours)
972515
TERRACON CONSULTANTS WESTERN, INC.
FALLING HEAD PERMEABILITY TEST RESULTS
TERRACON CLIENT: Jacob Hirsch
TERRACON PROJECT: Hirsch Dairy Retaining Pond Liner
TERRACON PROJECT NO. 43935049 DATE: 11/5/96
SAMPLE LOCATION: In -place density location #5 retest after recompaction
PERMEABILITY DIAMETER: 2.48 INCH CLASSIFICATION: CL
SAMPLE LENGTH: 3.76 INCH
PERMEABILTY DENSITY: 113.3 PCF
COEFFICIENT OF PERMEABILTY: 9.79 FT/YEAR OR 9.46E-06 CM/SEC
30.0
29.0
28.0
27.0
26.0
.- 25.0
r 24.0
I
23.0
I
Y 22.0
J 21.0
I
a 20.0u.i
{I�
19.0
w 18.0
I
u. 17.0
O
16.0
I
z
W 15.0
EL- 14.0
13.0
ilcaig I
t7 12.0
11.0
I
10.0
9.0
I si
8.0
7.0
00 1.0 2.0 30
TIME (hours)
972515
CONSULTANTS WESTERN, INC.
301 NORTH HOWES STREET
P.O. BOX 503
FORT COLLINS, COLORADO 80524/80522
(970) 484-0359 FAX (970) 484-0454
FALLING HEAD PERMEABILITY TEST RESULTS
TERRACON CLIENT: Jacob Hirsch
TERRACON PROJECT: Hirsch Dairy Lagoon
PROJECT LOCATION: Weld County, Colorado
SAMPLE LOCATION: Blend: 3 parts area 5 to 1 part area 7
TERRACON PROJECT NO. 43935049
SOIL DESCRIPTION: Lean clay
SOIL CLASSIFICATION: CL
PERMEABILITY DIAMETER: 4.00 INCH
PERMEABILITY DENSITY: 107.4 PCF PERCENT COMPACTION:
COEFFICIENT OF PERMEABILITY (K): 0.32 FT/YR
OR
95.1
`/0
3.136E-07 CM/SEC
972515
I
i I I !
i
i ' I I
I
i
! I
.
i
•
•
•
•
i
I
i
I
,
6
! I
!
i
!
1 t 1
lrerracon
CONSULTANTS WESTERN, INC.
301 North Hewes Stnet
Fart Coons, Colorado 00521
(070) 4µ.4351 Fax: (170) 4µ4454
LABORATORY COMPAC ON CHARACTERISTICS OF SO[L.
CLIENT NAME: Mr. Jacob Hirsch
Eaton, Colorado 80615
DATE: 1E_$ep_97 CURVE NO.: 6
Sampled:
PROJECT NAME & LOCATION Hirsch Dairy Holding Pond
Weld County Road 23 and 78
N. of Severance, Colorado
PROJECT NO.: 43935049
TEST RESULTS. ':
MAXIMUM UNIT WEIGHT
113 .0
Iblft3
SOURCE MATERIAL: 3 parts Area 5 to 1 part Area 7
OPTIMUM WATER CONTENT
15• . 5
%
RAMMER: MECHANICAL X MANUAL
SAMPLE DESCRIPTION: Lean clay
ATTERBERG:. LIMITS.
MATERIAL DESIGNATION: CL
LIQUID LIMIT Not Performed
PLASTIC LIMIT Not Performed
PLASTICITY INDEX Not Performed
TEST METHOD: A
TEST PROCEDURE: ASTM D698
SAMPLE PREPARATION: Wet
REVIEWED BY: Mike L. Walker
SIEVE ANALYSIS
ZERO AIR VOIDS FOR SPECIFIC GRAVITY OF 2.68
Sieve Size
% Passing
6"
5"
4..
3"
2"
1-1/2"
1"
3110
314"
1/2"
3/8"
No. 4
No. 10
No. 20
No. 40
No. 80
No. 100
No. 200
115 r
i
.LAB
Poly
CURVE
I; LAB:
CURVE)
-ZERO
AIR
VOIDS
114+
1
113 '
112
i
111
a
a
•
I--109
r
w108
'' 107 4
p
106 -,
I
'
i
`
!
105 `7—
104
'•
I
103
I
'
'
,
s
102 •
'
6 7 8 9 10 11 12 13 14 15 16 17 18 19
WATER CONTENT, %
Cs•ri.5
972515
l
301 NORTH HOWES STREET
CONSULTANTS
- I
(."`'
I �L
,
`LC�� �' i[E
WESTERN, INC.
P.O. BOX 503
FALLING HEAD PERMEABILITY TEST RESULTS
TERRACON CLIENT: Jacob Hirsch
TERRACON PROJECT: Hirsch Dairy Lagoon
PROJECT LOCATION: Weld County, Colorado
SAMPLE LOCATION: Blend: 4 parts area 5 to 1 part area 7
TERRACON PROJECT NO. 43935049
SOIL DESCRIPTION: Lean clay
SOIL CLASSIFICATION: CL PERMEABILITY DIAMETER: 4.00 INCH
PERMEABILITY DENSITY: 108.1 PCF PERCENT COMPACTION: 95 7
COEFFICIENT OF PERMEABILITY (K): 0.23 FT/YR OR 2.186E-07 CM/SEC
55
50
45
re
r
LL
40
2'
,
>- 35
30 .
ra
_�
cc
a 25
LL
o
-�-
z
20
W
U
LL 15
W
O
O
10
I
�-
-
0 10 20 30 40 50 60
TIME - HOURS
972515
lierracon
CONSULTANTS WESTERN, INC.
701 North Howes Street
Fort Colima. Colorado [0521
(970) 494-0059 Faa: (970) 414-0454
.LABORATORY COMPACTION CHARACTERISTICS OF SOIL
CLIENT NAME: Mr. Jacob Hirsch
Eaton, Colorado 80615
DATE: 16 -Sep -97 CURVE NO.: 5
Sampled:
PROJECT NAME & LOCATION Hirsch Dairy Holding Pond
TEST RESULTS
Weld County Road 23 and 78
N. of Severance, Colorado
MAXIMUM UNIT WEIGHT J. _3 . 0 1lb/ft3
PROJECT NO.: 43935049
SOURCE MATERIAL: 4 parts Area 5 to 1 part Area 7
OPTIMUM WATER CONTENT
_-1 .0
ya
SAMPLE DESCRIPTION: Lean clay
RAMMER: MECHANICAL X MANUAL
ATTERBERG LIMITS
MATERIAL DESIGNATION: CL
LIQUID LIMIT Not Performed
TEST METHOD: A
TEST PROCEDURE: ASTM D698
PLASTIC LIMIT Not Performed
PLASTICITY INDEX Not Performed
SAMPLE PREPARATION: Wet
LREVIEWEO BY: Mike L Walker
SIEVE ANALYSIS
ZERO AIR VOIDS FOR SPECIFIC GRAVITY OF 2.68
Sieve Size
% Passing
6"
5..
4„
3 "
2"
1-1/2"
1..
3/4"
1/2"
3/8"
No. 4
No. 10
No. 20
No. 40
No. 80
No. 100
No. 200
• LAB CURVE
Poly.
ZERO AIR VOIDS
114
T
(LAB
CURVE
I,.:«
113
I
112
111
,10
,
109
v 108
a
107
z,06
tu 105
I i
104
G
103
102
101
100
—°
1
i
99
I
I
98
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
WATER CONTENT, %
972515
CONSULTANTS WESTERN, INC.
301 NORTH HOWES STREET
P.O. BOX 503
FORT COLLINS, COLORADO 80524/80522
(970) 484-0359 FAX (970) 484-0454
FALLING HEAD PERMEABILITY TEST RESULTS
TERRACON CLIENT: Mr. Jacob Hirsch
TERRACON PROJECT: Hirsch Dairy Holding Pond
PROJECT LOCATION: Weld County Road 23 and 78
SAMPLE LOCATION: Area 5; South west berm
TERRACON PROJECT NO. 43935049
SOIL DESCRIPTION: Lean clay with sand
SOIL CLASSIFICATION: CL PERMEABILITY DIAMETER:
PERMEABILITY DENSITY: 114.7 PCF SAMPLE LENGTH:
COEFFICIENT OF PERMEABILITY (K): 0.25 FT/YR OR
2.49 INCH
3.7 INCH
2.432E-07 CM/SEC
2
I
cc
iis
I
u.
Y
›-
i•-•
J
in
Q
W
2 1
ce
•
0
•
2
W
O
LL
11/ 0.5
O
U
0
0 10 20 30 40 50
TIME - HOURS
972515
CONSULTANTS WESTERN, INC.
301 NORTH HOWES STREET
P.Q. BOX 503
FORT COLLINS, COLORADO 80524/80522
(970) 484-0359 FAX (970) 484.0454
FALLING HEAD PERMEABILITY TEST RESULTS
TERRACON CLIENT: Hirsch Dairy
TERRACON PROJECT: Hirsch Dairy Holding Pond
PROJECT LOCATION: Weld County Road 23 and 78
SAMPLE LOCATION: Boring 1 @ 2' to 4' and 5' to 7'
TERRACON PROJECT NO. 43935049
SOIL DESCRIPTION: Sandy lean clay
SOIL CLASSIFICATION: CL
PERMEABILITY DIAMETER: 4.00 INCH
PERMEABILITY DENSITY: 110.7 PCF PERCENT COMPACTION: 94.7
COEFFICIENT OF PERMEABILITY (K): 0.79 FT/YR
°/0
OR 7.68E-07 CM/SEC
5;
IX 4
u.
Y
X34
a
w
w
Q 2
i
z
L1.1
U
LL
LL
o
U 1
I
I
1
'
1
I
j
I
e
i
1
4
i
I
I
f
0
I
!
I
0 10 20
30 40
50
TIME - HOURS
60
70
130
90
100
972515
lrerracon
CONSULTANTS WESTERN, INC.
30t North Nowes Street
Fort Collins, Colorado 90521
(?701 414435 9 Fay: 1970) 4940454
CLIENT NAME:
Mr. Jacob Hirsch
Eaton, Colorado
fit/IPACTION CHARACTERISTICS SOIL.
PROJECT NAME & LOCATION Hirsch Dairy Holding Pond
Weld County Road 23 and 78
N. of Severance, Colorado
PROJECT NO.: 43935049
80615
DATE:
Sampled:
16 -Sep -97
25 -Feb -97
CURVE No.:
2
SOURCE MATERIAL: B-1 2'-4' and 5'-7'
SAMPLE DESCRIPTION: Sandy lean clay
MATERIAL DESIGNATION: CL
TEST RESULTS.
MAXIMUM UNIT WEIGHT
OPTIMUM WATER CONTENT
RAMMER:
TEST METHOD:
TEST PROCEDURE:
SAMPLE PREPARATION:
A
ASTM D698
Wet
MECHANICAL
::ATTERBERG LIMITS
LIQUID LIMIT
PLASTIC LIMIT
PLASTICITY INDEX
.17.0
-3.5
Ib/ft3
%
X MANUAL
Not Performed
Not Performed
Not Performed
REVIEWED BY:
Mike L. Walker
SIEVE ANALYSIS
Sieve Size
% Passing
6"
4"
3"
2"
1-1/2"
1"
3/4"
1/2"
3/8"
No. 4
No. 10
No. 20
No. 40
No. 80
No. 100
No. 200
ZERO AIR VOIDS FOR SPECIFIC GRAVITY OF 2.68
i
116
0 114
W
O
c4 113
O
LAB CURVE
—'�PQIy iLAB CURVE)
1
112 , _
111 _
110 _
8
9 10 11 12 13 14 15 16 17 18
WATER CONTENT, %
Curv.z
972515
�
CONSULTANTS
'-J
ICI
301 NORTH HOWES STREET
lei /-��1 �I T _ � �I r'I I: P.O. BOX 503
J U FORT COLLINS, COLORADO 80524/80522
WESTERN, INC. (970) 484-0359 FAX (970) 484-0454
FALLING HEAD PERMEABILITY TEST RESULTS
TERRACON CLIENT: Hirsch Dairy
TERRACON PROJECT: Hirsch Dairy Holding Pond
PROJECT LOCATION: Weld County Road 23 and 78
SAMPLE LOCATION: Boring 3 @ 0' to 2' and Boring 6 @ 0' to 2'
TERRACON PROJECT NO. 43935049
SOIL DESCRIPTION: Sandy lean clay
SOIL CLASSIFICATION: CL PERMEABILITY DIAMETER: 4.00 INCH
PERMEABILITY DENSITY: 104.3 PCF PERCENT COMPACTION: 95.3 ^/o
COEFFICIENT OF PERMEABILITY (K): 0.07 FT/YR OR 7.015E-08 CM/SEC
20
18
17
ce 16
r= 15
u.
L. 14
1
2 10
cG
O 8 •
F 7
I-
W
O 6
LL
I I
a ®
w 5
I
o 4
L,
3 A
2
I I
o ® I h I I
0
0 I
0 10 20 30 40 50 60 70 80 90 100
TIME - HOURS
972515
lrerracon
CONSULTANTS WESTERN, INC.
301 North Howes Street
Fort Collins. Colorado 90521
(470) 444-035I Fax: (970) 4$4-04S4
CLIENT NAME;
--741 ORATORY COMPACTION CHARACTERISTICS':0F SOIL.
Mr. Jacob Hirsch
Eaton, Colorado
80615
PROJECT NAME & LOCATION Hirsch Dairy Holding Pond
Weld County Road 23 and 78
N. of Severance, Colorado
PROJECT NO.: 43935049
DATE:
Sampled:
16 -Sep -97
26 -Feb -97
CURVE NO.:
SOURCE MATERIAL:
8-3 0'-2' and 8-6 0'-2'
SAMPLE DESCRIPTION: Sandy lean clay
MATERIAL DESIGNATION: CL
TEST METHOD:
TEST PROCEDURE:
SAMPLE PREPARATION:
A
ASTM 0698
Wet
SIEVE ANALYSIS
Sieve Size
% Passing
6"
5n
4"
2"
1-1/2"
1"
3/4"
1/2"
3/8"
No. 4
No. 10
No. 20
No. 40
No. 80
No. 100
No. 200
TEST R'EStLTS
MAXIMUM UNIT WEIGHT
OPTIMUM WATER CONTENT
RAMMER:
MECHANICAL
ATTERBERG: LIMITS
LIQUID LIMIT
PLASTIC LIMIT
PLASTICITY INDEX
109.5
17.0 1
Ib/ft3
X MANUAL
Not Performed
Not Performed
Not Performed
REVIEWED BY:
Mike L. Walker
ZERO AIR VOIDS FOR SPECIFIC GRAVITY OF 2.68
DRY DENSITY, PCF
111
110
109
108
107
106
105
104
103
102
101
100
99
98
• .:LABCURVE`:.
I i
ZERO AIR. VOIDS
1
11 12 13 14 15 16 17 18 19 20 21
WATER CONTENT,
972 515
LL
CONSULTANTS
s
s.:J
- L�
�L
T -T 1
�� ( '�l
WESTERN, INC.
J�'-
301 NORTH HOWES STREET
P.O. BOX 503
FORT COLLINS, COLORADO 80524/80522
(970) 484-0359 FAX (970) 484-0454
FALLING HEAD
PERMEABILITY TEST RESULTS
TERRACON
CLIENT: Hirsch
Dairy
TERRACON
PROJECT: Hirsch
Dairy Holding Pond
PROJECT
LOCATION: Weld County
Road 23 and 78
SAMPLE
LOCATION: Boring 4
@ 0' to 1' and Boring 5 @ 0' to 1'
TERRACON
PROJECT NO. 43935049
SOIL
DESCRIPTION: Sandy lean
clay
SOIL
CLASSIFICATION: CL
PERMEABILITY DIAMETER: 4.00 INCH
PERMEABILITY
DENSITY: 104.2
PCF PERCENT COMPACTION: 94.7
COEFFICIENT
OF PERMEABILITY (K):
0.17 FT/YR OR 1.653E-07 CM/SEC
5
U-
,
I
Y
J3
09
Q
0/
I
cc
I
W
a
'
I
EFFICIENT OF
N)
I
i
I
O
u
1
I
i
I
I
i
0
0 10 20 30 40 50 60 70 80 90 100
TIME - HOURS
97251.5
37251.5
PROJECT NO.:
lierracon
CONSULTANTS WESTERN, INC.
301 North Mown Mint
Fort Colons, Colorado 00521
0701404-0350 Fax: '701494-0454
LABORATORY COMPACTIO
N CHARACTERISTICS OF SOIL
CLIENT NAME:
Mr. Jacob Hirsch
Eaton, Colorado
80615
DATE:
Sampled:
16 -Sep -97
26 -Feb -97
CURVE NO.:
4
PROJECT NAME & LOCATION Hirsch Dairy Holding Pond
Weld County Road 23 and 78
N. of Severance, Colorado
43935049
SOURCE MATERIAL:
8-4 0'-1' and B-5@0'-1'
SAMPLE DESCRIPTION:
MATERIAL DESIGNATION:
Sandy lean clay
CL
TEST RESULTS
MAXIMUM UNIT WEIGHT
OPTIMUM WATER CONTENT
RAMMER:
MECHANICAL
110.0
16.5
Ib/ft3
%9
X MANUAL
TEST METHOD:
TEST PROCEDURE:
SAMPLE PREPARATION:
A
ASTM D698
Wet
SIEVE ANALYSIS
Sieve Size
% Passing
5"
1-1/2"
3/4"
1/2"
3/8"
No. 4
No. 10
No. 20
No. 40
No. 80
No. 100
No. 200
ATTERBERG LIMITS
LIQUID LIMIT
PLASTIC LIMIT
PLASTICITY INDEX
Not Performed
Not Performed
Not Performed
Mike L. Walker
REVIEWED BY:
ZERO AIR VOIDS FOR SPECIFIC GRAVITY OF 2.68
a 109
r
z 108
W
re 107
106
105
104
LAB CURVE
Poly (LAB CURVE
I
10 11
12 13 14 15 16 17 18 19 20
WATER CONTENT, %
Co rv.4
372515
301 NORTH HOWES STREET
I
CONSULTANTS WESTERN, INC.
P.O. BOX 503
FORT COLLINS, COLORADO 80524/80522
(970) 484-0359 FAX (970) 484-0454
FALLING HEAD PERMEABILITY TEST RESULTS
TERRACON CLIENT: Hirsch Dairy
TERRACON PROJECT: Hirsch Dairy Holding Pond
PROJECT LOCATION: Weld County Road 23 and 78
SAMPLE LOCATION: Boring 7 @ 4' to 6'
TERRACON PROJECT NO. 43935049
SOIL DESCRIPTION: Sandy lean clay
SOIL CLASSIFICATION: CL
PERMEABILITY DENSITY: 109.8 PCF
COEFFICIENT OF PERMEABILITY (K):
0.60
PERMEABILITY DIAMETER: 4.00 INCH
PERCENT COMPACTION:
FT/YR
94.7
OR 5.79E-07 CM/SEC
3
re
u.
I
i
i
!
.7-Jco
w
•
'
ij
!
I
•
,
j
.
•
0
10
20
TIME - HOURS
30
40
97215
301 NORTH HOWES STREET
CONSULTANTS WESTERN, INC.
P.O. BOX 503
FORT COLLINS, COLORADO 80524/80522
(970) 484-0359 FAX (970) 484-0454
FALLING HEAD PERMEABILITY TEST RESULTS
TERRACON CLIENT: Hirsch Dairy
TERRACON PROJECT: Hirsch Dairy Holding Pond
PROJECT LOCATION: Weld County Road 23 and 78
SAMPLE LOCATION: Boring 7 @ 8' to 10'
TERRACON PROJECT NO. 43935049
SOIL DESCRIPTION: Lean clay with sand
SOIL CLASSIFICATION: CL
PERMEABILITY DIAMETER: 4.00 INCH
PERMEABILITY DENSITY: 107.3 PCF PERCENT COMPACTION: 94.5
COEFFICIENT OF PERMEABILITY (K): 0.40 FT/YR OR 3.818E-07 CM/SEC
15
14
13
12
ix
11
LL
Y 10
9
Fa
w 8
2
w 7•
a
w
Q 6
H
Z
w 5
V
M
4
•
I
_
wt.'.
O
v 3
0
0 10
20
TIME - HOURS
30
40
CONSULTANTS WESTERN, INC.
301 NORTH HOWES STREET
P.O. BOX 503
FORT COLLINS, COLORADO 80524/80522
(970) 484-0359 FAX (970) 484-0454
FALLING HEAD PERMEABILITY TEST RESULTS
TERRACON CLIENT: Hirsch Dairy
TERRACON PROJECT: Hirsch Dairy Holding Pond
PROJECT LOCATION: Weld County Road 23 and 78
SAMPLE LOCATION: Boring 7 @ 13' to 15'
TERRACON PROJECT NO. 43935049
SOIL DESCRIPTION: Lean clay with sand
SOIL CLASSIFICATION: CL PERMEABILITY DIAMETER: 4.00 INCH
PERMEABILITY DENSITY: 107.7 PCF PERCENT COMPACTION: 94.5
COEFFICIENT OF PERMEABILITY (K): 0.22 FT/YR OR 2.116E-07 CM/SEC
4
•
re
I
Y
J
m
w
2
r
2cc
u_
O
2
tu
(.7
u
u_
tu
I
O O i
0
li
j I
I
•
0 10 20 30
TIME -HOURS
40
9125 .
lrerracon
CONSULTANTS WESTERN, INC.
301 North How. Street
sort Collins, Colorado 00521
(970) 454.0351 Fax: (170) 4M-0454
LABORATORY'COMPACTION CHARACTERISTICS OF SOIL
CLIENT NAME: Mr. Jacob Hirsch
Eaton, Colorado 80615
DATE: 17 -Sep -97 CURVE NO.: 7
Sampled: 14 -Jul -97
PROJECT NAME & LOCATION Hirsch Dairy Holding Pond
Weld County Road 23 and 78
N. of Severance. Colorado
PROJECT NO.: 43935049
TEST RESULTS
MAXIMUM UNIT WEIGHT
116 . 0
Ib/ft3
OPTIMUM WATER CONTENT
12 . 5
eh,
SOURCE MATERIAL: On site material
Boring 7 @4'-6'
RAMMER: MECHANICAL X MANUAL
SAMPLE DESCRIPTION: Sandy Lean Clay
Tan
ATTERBERG LIMITS
LIQUID LIMIT Not Performed
PLASTIC LIMIT Not Performed
PLASTICITY INDEX Not Performed
MATERIAL DESIGNATION: CL
TEST METHOD: A
TEST PROCEDURE: ASTM D698
SAMPLE PREPARATION: Wet
REVIEWED BY: Mike L. Walker
SIEVE ANALYSIS
ZERO AIR VOIDS FOR SPECIFIC GRAVITY OF 2.68
- -
Sieve Size
°/t, Passing
• LAB CURVE -ZERO AIR VOIDS
-Poly. (LAB CURVE)
6"
5"
4"
3
2"
1-1/2"
1"
3/4"
1/2"
3/8"
No. 4
No. 10
No. 20
No. 40
No. 80
No. 100
No. 200
116
i
115
I
!
\
I
I
rL
(.3 114
I
i
I
•
.
I
•
w
o
113
j
z
i
I
I
;
112
!
i
111
i 9 10 11 12 13 14 15 16 17
I
I WATER CONTENT, %
CUR07. 1 . %LS
97251.
lierracon
CONSULTANTS WESTERN, INC.
301 North Haws Shoat
Fort Collins. Colorado 00521
1970) 484->301 Fast 1970) 4840rU
LABORATORY -COMPACTION CHARACTERISTICS
OF SOIL
CLIENT NAME: Mr. Jacob Hirsch
Eaton, Colorado 80615
ATE: 17 -Sep -97 CURVE NO.: 8
ampled: 16-Jui-97
PROJECT NAME & LOCATION Hirsch Dairy Holding Pond
TEST RESULTS
Weld County Road 23 and 78
N. of Severance. Colorado
PROJECT NO.: 43935049
MAXIMUM UNIT WEIGHT
OPTIMUM WATER CONTENT
113 . 5 Ibift3
SOURCE MATERIAL: On site material
8-10'
13 . 0 04
SAMPLE DESCRIPTION: Lean day with sand
Tan
RAMMER: MECHANICAL X MANUAL
ATTERBERG LIMITS
MATERIAL DESIGNATION: CL
LIQUID LIMIT Not Performed
PLASTIC LIMIT Not Performed
PLASTICITY INDEX Not Performed
TEST METHOD: A
TEST PROCEDURE: ASTM D698
SAMPLE PREPARATION: Wet
REVIEWED BY: Mike L. Walker
SIEVE ANALYSIS
ZERO AIR VOIDS FOR SPECIFIC
GRAVITY OF 2.68
Sieve Size
% Passing
1
6"
5„
4"
3"
2"
1-1/2"
1"
3/4"
1/2"
3/8"
No. 4
No.10
No. 20
No. 40
No. 80
No. 100
No. 200
I
I
115
114
• LAB CURVE
Poly. {LAB
-ZERO AIR VOIDS I
CURVE)
I
113
I
i
112
,
a.
a 111
1
a 110
,
ni
0
a 109
.
,
0
108
,
107
I
106
-
105
•
7 8 9 10 11
WATER
12 13 14 15 16 17 18
CONTENT, %
97251.5
lierracon
CONSULTANTS WESTERN,
301 North Noway 9traa1
Fort Collins. Colorado 50521
(570) 464-0359 Fax: (970(4640454
INC.
LABORATORY
COMPACTION CHARACTERISTICS
OF SOIL
CLIENT NAME:
Mr. Jacob Hirsch
Eaton, Colorado 80615
IQATE: 17 -Sep -97 CURVE NO.: 9
ampled: 16 -Jul -97
PROJECT NAME & LOCATION
Hirsch Dairy Holding Pond
TEST RESULTS
PROJECT NO.:
Weld County Road 23 and 78
N. of Severance, Colorado
43935049
MAXIMUM UNIT WEIGHT
114 . 0 Iblft3
SOURCE MATERIAL:
On site material
13-15'
OPTIMUM WATER CONTENT
13 . S %
SAMPLE DESCRIPTION:
Lean clay with sand
RAMMER: MECHANICAL X MANUAL
Tan
ATTERBERG LIMITS
MATERIAL DESIGNATION:
CL
LIQUID LIMIT Not Performed
TEST METHOD:
TEST PROCEDURE:
A
ASTM D698
PLASTIC LIMIT Not Performed
PLASTICITY INDEX Not Performed
SAMPLE PREPARATION:
Wet
REVIEWED BY: Mike L. Walker 1
SIEVE ANALYSIS
ZERO AIR VOIDS FOR SPECIFIC
GRAVITY OF 2.68
Sieve Size
% Passing
6'
5"
4"
3"
2"
1-112"
1"
3/4"
1/2"
3/8"
No. 4
No. 10
No. 20
No. 40
No. 80
No. 100
No. 200
• LAB CURVE
Poly. (LAB
ZERO AIR VOIDS
CURVE)
115
114
113
112
U.
(-) 111
i
1
i 110
I
2 109
°
108
107
106
105
11
L
I
I
12 13 14
WATER
15 16 17 18 19
CONTENT, %
9'7251.5
CURVE 9. XLS
Hello