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September 10 , 2023
Preface
Soil surveys contain information that affects land use planning in survey areas .
They highlight soil limitations that affect various land uses and provide information
about the properties of the soils in the survey areas . Soil surveys are designed for
many different users , including farmers , ranchers , foresters, agronomists , urban
planners , community officials , engineers , developers , builders , and home buyers .
Also , conservationists , teachers , students, and specialists in recreation , waste
disposal , and pollution control can use the surveys to help them understand ,
protect, or enhance the environment.
Various land use regulations of Federal , State , and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil
properties that are used in making various land use or land treatment decisions .
The information is intended to help the land users identify and reduce the effects of
soil limitations on various land uses . The landowner or user is responsible for
identifying and complying with existing laws and regulations .
Although soil survey information can be used for general farm , local , and wider area
planning , onsite investigation is needed to supplement this information in some
cases . Examples include soil quality assessments (http ://www. nrcs . usda . gov/wps/
portal/nrcs/main/soils/health/) and certain conservation and engineering
applications . For more detailed information , contact your local USDA Service Center
(https ://offices .sc. egov. usda .gov/locator/app?agency= nrcs) or your NRCS State Soil
Scientist ( http ://www. nres . usda . gov/wps/portal/nres/detail/soils/contactus/?
cid =nrcs142p2_053951 ) .
142p2_053951 ) .
Great differences in soil properties can occur within short distances . Some soils are
seasonally wet or subject to flooding . Some are too unstable to be used as a
foundation for buildings or roads . Clayey or wet soils are poorly suited to use as
septic tank absorption fields . A high water table makes a soil poorly suited to
basements or underground installations.
The National Cooperative Soil Survey is a joint effort of the United States
Department of Agriculture and other Federal agencies, State agencies including the
Agricultural Experiment Stations , and local agencies . The Natural Resources
Conservation Service ( NRCS) has leadership for the Federal part of the National
Cooperative Soil Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information .
The U . S . Department of Agriculture ( USDA) prohibits discrimination in all its
programs and activities on the basis of race , color, national origin , age , disability,
and where applicable , sex, marital status , familial status , parental status , religion ,
sexual orientation , genetic information , political beliefs , reprisal , or because all or a
part of an individual's income is derived from any public assistance program . ( Not
all prohibited bases apply to all programs . ) Persons with disabilities who require
2
alternative means for communication of program information ( Braille , large print,
audiotape , etc. ) should contact USDA's TARGET Center at (202 ) 720-2600 (voice
and TDD ). To file a complaint of discrimination , write to USDA, Director, Office of
Civil Rights , 1400 Independence Avenue , S .W. , Washington , D . C . 20250-9410 or
call (800) 795-3272 (voice ) or (202 ) 720-6382 (TDD ). USDA is an equal opportunity
provider and employer.
3
Contents
Preface 2
How Soil Surveys Are Made 5
Soil Map 8
Soil Map 9
Legend 10
Map Unit Legend 11
Map Unit Descriptions 11
Weld County, Colorado, Southern Part 13
41 —Nunn clay loam , 0 to 1 percent slopes 13
42—Nunn clay loam , 1 to 3 percent slopes 14
82—Wiley-Colby complex, 1 to 3 percent slopes 15
85—Water 17
References 18
4
How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous
areas in a specific area . They include a description of the soils and miscellaneous
areas and their location on the landscape and tables that show soil properties and
limitations affecting various uses . Soil scientists observed the steepness, length ,
and shape of the slopes; the general pattern of drainage ; the kinds of crops and
native plants ; and the kinds of bedrock . They observed and described many soil
profiles . A soil profile is the sequence of natural layers , or horizons , in a soil . The
profile extends from the surface down into the unconsolidated material in which the
soil formed or from the surface down to bedrock. The unconsolidated material is
devoid of roots and other living organisms and has not been changed by other
biological activity.
Currently, soils are mapped according to the boundaries of major land resource
areas ( MLRAs) . MLRAs are geographically associated land resource units that
share common characteristics related to physiography, geology, climate , water
resources , soils, biological resources , and land uses ( USDA, 2006) . Soil survey
areas typically consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that
is related to the geology, landforms , relief, climate , and natural vegetation of the
area . Each kind of soil and miscellaneous area is associated with a particular kind
of landform or with a segment of the landform . By observing the soils and
miscellaneous areas in the survey area and relating their position to specific
segments of the landform , a soil scientist develops a concept, or model , of how they
were formed . Thus , during mapping , this model enables the soil scientist to predict
with a considerable degree of accuracy the kind of soil or miscellaneous area at a
specific location on the landscape .
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change . To construct an accurate soil map , however, soil
scientists must determine the boundaries between the soils . They can observe only
a limited number of soil profiles . Nevertheless, these observations, supplemented
by an understanding of the soil-vegetation -landscape relationship , are sufficient to
verify predictions of the kinds of soil in an area and to determine the boundaries .
Soil scientists recorded the characteristics of the soil profiles that they studied . They
noted soil color, texture , size and shape of soil aggregates , kind and amount of rock
fragments , distribution of plant roots , reaction , and other features that enable them
to identify soils . After describing the soils in the survey area and determining their
properties , the soil scientists assigned the soils to taxonomic classes (units) .
Taxonomic classes are concepts . Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States , is based mainly on the kind and character
of soil properties and the arrangement of horizons within the profile . After the soil
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Custom Soil Resource Report
scientists classified and named the soils in the survey area , they compared the
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research .
The objective of soil mapping is not to delineate pure map unit components ; the
objective is to separate the landscape into landforms or landform segments that
have similar use and management requirements. Each map unit is defined by a
unique combination of soil components and/or miscellaneous areas in predictable
proportions . Some components may be highly contrasting to the other components
of the map unit. The presence of minor components in a map unit in no way
diminishes the usefulness or accuracy of the data . The delineation of such
landforms and landform segments on the map provides sufficient information for the
development of resource plans . If intensive use of small areas is planned , onsite
investigation is needed to define and locate the soils and miscellaneous areas .
Soil scientists make many field observations in the process of producing a soil map .
The frequency of observation is dependent upon several factors, including scale of
mapping , intensity of mapping , design of map units , complexity of the landscape ,
and experience of the soil scientist. Observations are made to test and refine the
soil-landscape model and predictions and to verify the classification of the soils at
specific locations . Once the soil-landscape model is refined , a significantly smaller
number of measurements of individual soil properties are made and recorded .
These measurements may include field measurements , such as those for color,
depth to bedrock, and texture , and laboratory measurements , such as those for
content of sand , silt, clay, salt, and other components . Properties of each soil
typically vary from one point to another across the landscape .
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented . Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties .
While a soil survey is in progress , samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests . Soil scientists
interpret the data from these analyses and tests as well as the field-observed
characteristics and the soil properties to determine the expected behavior of the
soils under different uses . Interpretations for all of the soils are field tested through
observation of the soils in different uses and under different levels of management.
Some interpretations are modified to fit local conditions , and some new
interpretations are developed to meet local needs. Data are assembled from other
sources , such as research information , production records , and field experience of
specialists . For example , data on crop yields under defined levels of management
are assembled from farm records and from field or plot experiments on the same
kinds of soil .
Predictions about soil behavior are based not only on soil properties but also on
such variables as climate and biological activity. Soil conditions are predictable over
long periods of time , but they are not predictable from year to year. For example ,
soil scientists can predict with a fairly high degree of accuracy that a given soil will
have a high water table within certain depths in most years, but they cannot predict
that a high water table will always be at a specific level in the soil on a specific date .
After soil scientists located and identified the significant natural bodies of soil in the
survey area , they drew the boundaries of these bodies on aerial photographs and
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Custom Soil Resource Report
identified each as a specific map unit. Aerial photographs show trees , buildings ,
fields , roads , and rivers , all of which help in locating boundaries accurately.
7
Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map . Also presented are various metadata about data used to
produce the map , and a description of each soil map unit.
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Custom Soil Resource Report
Soil Map N
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Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84
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Custom Soil Resource Report
MAP LEGEND MAP INFORMATION
Area of Interest (AO!) Spoil Area The soil surveys that comprise your AOI were mapped at
Area of Interest (AOI ) 1 : 24 ,000 .
, Stony Spot
soils Very Stony Spot
Soil Map Unit Polygons Warning : Soil Map may not be valid at this scale.
V? Wet Spot
Soil Map Unit Lines
Enlargement of maps beyond the scale of mapping can cause
Other misunderstanding of the detail of mapping and accuracy of soil
Soil Map Unit Points pp g
Special Line Features line placement. The maps do not show the small areas of
Special Point Features contrasting soils that could have been shown at a more detailed
- ° ,,
Blowout Water Features scale .
Streams and Canals
Borrow Pit
Transportation Please rely on the bar scale on each map sheet for map
Clay Spot
Rails measurements.
Closed Depression
Interstate Highways
Source of Map : Natural Resources Conservation Service
Gravel Pit US Routes Web Soil Survey URL :
Gravelly Spot Coordinate System: Web Mercator (EPSG :3857)
Major Roads
Landfill Local Roads Maps from the Web Soil Survey are based on the Web Mercator
Lava Flow projection, which preserves direction and shape but distorts
Background
distance and area . A projection that preserves area , such as the
Marsh or swamp Aerial Photography
r Albers equal-area conic projection , should be used if more
w Mine or Quarry accurate calculations of distance or area are required .
CD Miscellaneous Water This product is generated from the USDA-MRCS certified data as
Perennial Water of the version date(s) listed below.
v Rock Outcrop Soil Survey Area : Weld County, Colorado, Southern Part
+ Saline Spot Survey Area Data : Version 21 , Sep 1 , 2022
C. Sandy Spot
•, Soil map units are labeled (as space allows) for map scales
Severely Eroded Spot 1 : 50 ,000 or larger.
40, Sinkhole Date(s) aerial images were photographed: Jun 8, 2021 —Jun 12,
it,\4) Slide or Slip 2021
77- Sodic Spot The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
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Custom Soil Resource Report
MapLegendUnit
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
41 Nunn clay loam , 0 to 1 percent 11 .3 76 .3%
slopes
42 Nunn clay loam , 1 to 3 percent 1 .4 9 .7%
slopes
82 Wiley-Colby complex, 1 to 3 0 .2 1 . 1 %
percent slopes
85 Water 1 .9 12 .9%
Totals for Area of Interest 14.8 100.0%
MapDescriptionsUnit
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area . The map unit descriptions , along
with the maps , can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas . A map unit is identified and named
according to the taxonomic classification of the dominant soils . Within a taxonomic
class there are precisely defined limits for the properties of the soils . On the
landscape , however, the soils are natural phenomena , and they have the
characteristic variability of all natural phenomena . Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes . Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils .
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting , or similar, components . They may or may not be mentioned in a
particular map unit description . Other minor components , however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting , or dissimilar, components . They
generally are in small areas and could not be mapped separately because of the
scale used . Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area , the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each . A few areas of minor
components may not have been observed , and consequently they are not
mentioned in the descriptions , especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape .
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data . The objective of mapping is not to delineate
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Custom Soil Resource Report
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans . If intensive use of small areas is planned , however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas .
An identifying symbol precedes the map unit name in the map unit descriptions .
Each description includes general facts about the unit and gives important soil
properties and qualities .
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition , thickness , and arrangement.
Soils of one series can differ in texture of the surface layer, slope , stoniness ,
salinity, degree of erosion , and other characteristics that affect their use . On the
basis of such differences , a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series . The name of a soil phase
commonly indicates a feature that affects use or management. For example , Alpha
silt loam , 0 to 2 percent slopes , is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas .
These map units are complexes, associations , or undifferentiated groups .
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps .
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha-Beta complex, 0 to 6 percent slopes , is an example .
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps . Because of present
or anticipated uses of the map units in the survey area , it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha-Beta association , 0 to 2 percent slopes , is an example .
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform . An area can
be made up of only one of the major soils or miscellaneous areas , or it can be made
up of all of them . Alpha and Beta soils, 0 to 2 percent slopes , is an example .
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation . Rock outcrop is an example .
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Custom Soil Resource Report
Weld County, Colorado , Southern Part
41 —Nunn clay loam , 0 to 1 percent slopes
Map Unit Setting
National map unit symbol: 2ting
Elevation: 4 , 100 to 5 , 700 feet
Mean annual precipitation: 14 to 15 inches
Mean annual air temperature: 48 to 52 degrees F
Frost-free period: 135 to 152 days
Farmland classification : Prime farmland if irrigated
Map Unit Composition
Nunn and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Nunn
Setting
Landform: Terraces
Landform position (three-dimensional) : Tread
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Pleistocene aged alluvium and/or eolian deposits
Typical profile
Ap - 0 to 6 inches: clay loam
Btl - 6 to 10 inches: clay loam
Bt2 - 10 to 26 inches: clay loam
Btk - 26 to 31 inches: clay loam
Bk1 - 31 to 47 inches: loam
Bk2 - 47 to 80 inches: loam
Properties and qualities
Slope: 0 to 1 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat) : Moderately low to
moderately high (0 . 06 to 0 . 20 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content: 7 percent
Maximum salinity: Nonsaline (0 . 1 to 1 . 0 mmhos/cm)
Sodium adsorption ratio, maximum: 0 . 5
Available water supply, 0 to 60 inches: High (about 9 . 1 inches)
Interpretive groups
Land capability classification (irrigated): 3e
Land capability classification (nonirrigated) : 4e
Hydrologic Soil Group: C
Ecological site: R067BY042CO - Clayey Plains
Hydric soil rating: No
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Custom Soil Resource Report
Minor Components
Heldt
Percent of map unit: 10 percent
Landform: Terraces
Landform position (three-dimensional) : Tread
Down-slope shape: Linear
Across-slope shape: Linear
Ecological site: R067BY042CO - Clayey Plains
Hydric soil rating: No
Wages
Percent of map unit: 5 percent
Landform: Terraces
Landform position (three-dimensional) : Tread
Down-slope shape: Linear
Across-slope shape: Linear
Ecological site: R067BY002CO - Loamy Plains
Hydric soil rating: No
42—Nunn clay loam , 1 to 3 percent slopes
Map Unit Setting
National map unit symbol: 2t1p1
Elevation: 3 , 900 to 5 , 840 feet
Mean annual precipitation: 13 to 17 inches
Mean annual air temperature: 50 to 54 degrees F
Frost-free period: 135 to 160 days
Farmland classification : Prime farmland if irrigated
Map Unit Composition
Nunn and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Nunn
Setting
Landform: Terraces
Landform position (three-dimensional) : Tread
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Pleistocene aged alluvium and/or eolian deposits
Typical profile
Ap - 0 to 9 inches: clay loam
Bt - 9 to 13 inches: clay loam
Btk - 13 to 25 inches: clay loam
Bk1 - 25 to 38 inches: clay loam
Bk2 - 38 to 80 inches: clay loam
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Custom Soil Resource Report
Properties and qualities
Slope: 1 to 3 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat) : Moderately low to
moderately high (0 . 06 to 0 . 20 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content: 7 percent
Maximum salinity: Nonsaline to very slightly saline (0 . 1 to 2 . 0 mmhos/cm )
Sodium adsorption ratio, maximum: 0 . 5
Available water supply, 0 to 60 inches: High (about 9 . 9 inches)
Interpretive groups
Land capability classification (irrigated): 2e
Land capability classification (non irrigated) : 3e
Hydrologic Soil Group: C
Ecological site: R067BY042CO - Clayey Plains
Hydric soil rating: No
Minor Components
Heldt
Percent of map unit: 10 percent
Landform: Terraces
Landform position (three-dimensional) : Tread
Down-slope shape: Linear
Across-slope shape: Linear
Ecological site: R067BY042CO - Clayey Plains
Hydric soil rating: No
Satanta
Percent of map unit: 5 percent
Landform: Terraces
Landform position (three-dimensional) : Tread
Down-slope shape: Linear
Across-slope shape: Linear
Ecological site: R067BY002CO - Loamy Plains
Hydric soil rating: No
82—Wiley-Colby complex, 1 to 3 percent slopes
Map Unit Setting
National map unit symbol: 3643
Elevation: 4 , 850 to 5 , 000 feet
Mean annual precipitation: 12 to 16 inches
Mean annual air temperature: 48 to 54 degrees F
Frost-free period: 135 to 170 days
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Custom Soil Resource Report
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Wiley and similar soils: 60 percent
Colby and similar soils: 30 percent
Minor components: 10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Wiley
Setting
Landform: Plains
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Calcareous eolian deposits
Typical profile
H1 - 0 to 11 inches: silt loam
H2 - 11 to 60 inches: silty clay loam
H3 - 60 to 64 inches: silty clay loam
Properties and qualities
Slope: 1 to 3 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat) : Moderately high to high
(0 . 60 to 2 . 00 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content: 15 percent
Maximum salinity: Nonsaline to very slightly saline (0 . 0 to 2 . 0 mmhos/cm )
Available water supply, 0 to 60 inches: High (about 11 . 7 inches)
Interpretive groups
Land capability classification (irrigated): 2e
Land capability classification (non irrigated) : 4e
Hydrologic Soil Group: B
Ecological site: R067BY002CO - Loamy Plains
Hydric soil rating: No
Description of Colby
Setting
Landform: Plains
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Calcareous eolian deposits
Typical profile
H1 - 0 to 7 inches: loam
H2 - 7 to 60 inches: silt loam
Properties and qualities
Slope: 1 to 3 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
16
Custom Soil Resource Report
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat) : Moderately high to high
(0 . 57 to 2 . 00 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content: 15 percent
Available water supply, 0 to 60 inches: High (about 10 . 6 inches)
Interpretive groups
Land capability classification (irrigated): 3e
Land capability classification (nonirrigated) : 4e
Hydrologic Soil Group: B
Ecological site: R067BY002CO - Loamy Plains
Hydric soil rating: No
Minor Components
Heldt
Percent of map unit: 4 percent
Hydric soil rating: No
Weld
Percent of map unit: 4 percent
Hydric soil rating: No
Keith
Percent of map unit: 2 percent
Hydric soil rating: No
85—Water
Map Unit Composition
Water: 95 percent
Minor components: 5 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Minor Components
Aquolls
Percent of map unit: 5 percent
Landform: Marshes
Hydric soil rating: Yes
17
References
American Association of State Highway and Transportation Officials (AASHTO ) .
2004 . Standard specifications for transportation materials and methods of sampling
and testing . 24th edition .
American Society for Testing and Materials (ASTM ) . 2005 . Standard classification of
soils for engineering purposes . ASTM Standard D2487-00 .
Cowardin , L . M . , V. Carter, F. C . Golet, and E . T. LaRoe . 1979 . Classification of
wetlands and deep-water habitats of the United States. U . S . Fish and Wildlife
Service FWS/OBS-79/31 .
Federal Register. July 13 , 1994 . Changes in hydric soils of the United States .
Federal Register. September 18 , 2002 . Hydric soils of the United States .
Hurt, G . W. , and L . M . Vasilas, editors . Version 6 . 0 , 2006 . Field indicators of hydric
soils in the United States.
N ational Research Council . 1995 . Wetlands : Characteristics and boundaries .
Soil Survey Division Staff. 1993 . Soil survey manual . Soil Conservation Service .
U . S . Department of Agriculture Handbook 18 . http ://www. nrcs. usda . gov/wps/portal/
nres/detai I/national/soils/?cid = nres 142p2_054262
Soil Survey Staff. 1999 . Soil taxonomy: A basic system of soil classification for
making and interpreting soil surveys . 2nd edition . Natural Resources Conservation
Service , U . S . Department of Agriculture Handbook 436 . http ://
www. nres . usda . gov/wps/portal/nres/detail/national/soils/?cid =n res142p2_053577
Soil Survey Staff. 2010 . Keys to soil taxonomy. 11th edition . U . S . Department of
Agriculture , Natural Resources Conservation Service . http ://
www. nres . usda . gov/wps/portal/nres/detail/national/soils/?cid =n res142p2_053580
Tiner, R.W. , Jr. 1985 . Wetlands of Delaware . U . S . Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control , Wetlands
Section .
U nited States Army Corps of Engineers , Environmental Laboratory. 1987 . Corps of
Engineers wetlands delineation manual . Waterways Experiment Station Technical
Report Y-87- 1 .
U nited States Department of Agriculture , Natural Resources Conservation Service .
N ational forestry manual . http ://www. nres . usda . gov/wps/portal/nres/detail/soils/
home/?cid =nrcs142p2_053374
p2_053374
U nited States Department of Agriculture , Natural Resources Conservation Service .
N ational range and pasture handbook. http ://www. nrcs . usda .gov/wps/portal/nrcs/
detail/national/landuse/rangepastu re/?cid =stelprdb 1043084
18
Custom Soil Resource Report
U nited States Department of Agriculture , Natural Resources Conservation Service .
N ational soil survey handbook, title 430-VI . http ://www. nrcs . usda .gov/wps/portal/
nres/detai I/soi Is/scientists/?cid =nres 142p2_054242
U nited States Department of Agriculture , Natural Resources Conservation Service .
2006 . Land resource regions and major land resource areas of the United States,
the Caribbean , and the Pacific Basin . U . S . Department of Agriculture Handbook
296 . http ://www. nres . usda . gov/wps/portal/nres/detail/national/soils/?
cid =nrcs142p2_053624
U nited States Department of Agriculture , Soil Conservation Service . 1961 . Land
capability classification . U . S . Department of Agriculture Handbook 210 . http ://
www. nres . usda . gov/Internet/FSE_DOCUMENTS/nres142p2_052290 . pdf
19
GEOTECHNICAL EXPLORATION
FOR THE PROPOSED EVENT CENTER AT
8601 COUNTY ROAD 8,
(ERIE),
WELD COUNTY, COLORADO
FOR
DAIN STROBEL
CDS ENGINEERING CORPORATION
LOVELAND, COLORADO
PROJECT NUMBER
21 - 1284
MAY 2, 2022
CDS
Engineering Corporation
May 2, 2022
Project No . 21 - 1284
Dain Strobel
8601 County Road 8
Erie, CO 80603
Dear Dain,
Enclosed is the report you requested of the geotechnical exploration for the proposed
event center to be located at 8601 County Road 8 , (Erie), Weld County, Colorado .
The site appears to be suitable for the construction of the proposed building, provided the
design criteria and recommendations given in this report are followed.
If you have any further questions concerning the information in this report, please contact
this office.
Respectfully ,
FOR AND ON BEHALF OF
Reviewed by : r k. ^` z CDS ENGINEERING CORPORATION
•
e a, ♦
el 8C:f,:er-Pco vt%srin QQ,
83337 ;
o Cid 1
Kevin F . Becke :�o • .w• � ' / ,e Eriz, Engineering Technician
Enclosures
165 2nd Street S . W. • Loveland , CO 80537 • (970) 667-8010 • Fax (970) 667-8024 • www. cds-eng . net
TABLE OF CONTENTS
Page
Letter of Transmittal i
Table of Contents ii
Scope 1
Site Investigation 1
Site Location and Description 2
Subsurface Conditions 2
Foundation Recommendations 3
Lateral Earth Pressures 5
Slab Construction 5
Foundation Drain System 7
Conclusions 7
ATTACHMENTS
Location of Test Borings Figure No . 1
Symbols and Soil Properties Figure No . 2
Log of Borings Figure No . 3
Swell-Consolidation Test Results Figure Nos. 4 - 6
Summary of Test Results Table No . 1
Post-Construction Site Preparation and Maintenance Appendix 1
Typical Perimeter Drain Details Appendix 2
Placement of Compacted Fill Materials Appendix 3
ii
1
SCOPE
This report presents the results of our geotechnical exploration for the proposed event
center to be located at the project site. The building is anticipated to be of typical steel frame
construction. Slab-on-grade construction is anticipated for this structure .
This exploration was conducted to provide recommendations pertaining to the type and
depth of foundation system, allowable soil bearing pressures, groundwater conditions, and to
identify any complications that may be encountered during or after construction due to subsurface
conditions .
This report has been prepared for the exclusive use of our client for the project discussed.
If the building location or the scope of the project should change, CDS Engineering shall be
notified prior to construction to review the report and provide alternate recommendations if
deemed necessary . Additional borings may be required to provide the alternate recommendations .
Additional fees may apply .
SITE INVESTIGATION
The field investigation performed on March 15 , 2022, consisted of drilling, logging, and
sampling two (2) test borings within the approximate building envelope at the site . The borings
ranged in depth from twelve ( 12) to twenty-eight (28) feet. The location of the Test Holes is shown
on Figure No . 1 .
The boring locations were established by a representative of CDS Engineering Corporation
based on locations provided by the client. Graphical logs of the borings are shown on Figure No .
3 . The descriptions of the soils and/or bedrock strata are based, primarily , on visual and tactual
methods which are subject to interpretation.
The test borings were advanced using a truck mounted, four (4) inch diameter, continuous
flight auger drill rig. Laboratory samples were obtained by driving a two and one-half. (21/2) inch
diameter California-type, split barrel sampler twelve ( 12) inches (or as shown) into undisturbed
soils with a 140-pound hammer falling thirty (30) inches . Bag samples of auger cuttings may have
also been collected.
2
Laboratory tests performed were - Swell-Consolidation, Natural Moisture, Natural Dry
Densities, Unconfined Compressive Strengths, and Atterberg Limits . All tests were conducted in
accordance with ASTM standards . A Summary of the Swell-Consolidation Test Results is shown
on Figure Nos . 4 - 6 . A Summary of Test Results is shown on Table No . 1 .
SITE LOCATION AND DESCRIPTION
The site is located east of Erie, west of County Road 19 and on the north side of County
Road 8 , Weld County, Colorado . The site is generally in a plains region with dirt roads and
utilities, and vegetation was largely nonexistent. The site is relatively flat. There is an existing
house and several outbuildings located on the property .
SUBSURFACE CONDITIONS
Based on the borings drilled within the proposed building footprint, the subsurface
conditions at the site consist of fill material and clay soils underlain by a claystone bedrock.
It is unclear at this time if the fill materials were tested during placement and
approved for support. We recommend that no part of the structure be placed on these fill
materials unless documentation can be provided to verify that testing was conducted and fill
materials were approved. Additional testing may still be required if this documentation is
produced.
On-site soils are typically used for overlot grading which could make determining the
extent of the fill material difficult from borings and auger cuttings. The contact depth reported
here may vary from actual depths in the excavation. The excavation may need to extend deeper,
or could be shallower, than anticipated.
Groundwater levels were recorded after completion of the drilling operations. During our
field exploration groundwater was not encountered in the test borings . A follow-up measurement
indicated groundwater at depths ranging from five (5 ) to nine and one-half (91/2) feet. The water
levels listed above are the stabilized levels of the free groundwater surface at the time of this
exploration and may not properly define yearly groundwater levels . The groundwater table should
be expected to fluctuate throughout the year depending on seasonal moisture variations . Refer to
the Log of Borings, Figure No . 3 , for additional details specific to each boring.
• 3
Although evidence of underground facilities such as, but not limited to, septic tanks/fields,
cesspools, cisterns, foundations, utilities or mining operations were not observed during our
exploration, such features could be encountered during construction. If unexpected fill or
underground facilities are encountered, proper remediation should be taken. Alternate
recommendations, other than those provided in this report, may be required.
FOUNDATION RECOMMENDATIONS
The type of foundation best suited for a particular building site is dependent not only on
the characteristics of the soil and rock but also depends on the type of structure, depth to
groundwater, the proposed depth of excavation, and owner preference . The recommendations that
follow are primarily based on the type of soil or bedrock encountered.
Based on the conditions observed in the field and laboratory tests, it is our opinion that
there are two (2) foundation types suitable at this site . The type of foundation required will depend
on the depth of the excavation. Where the foundation will bear four (4) feet above the bedrock we
recommend a continuous spread footing and isolated pad foundation. Where any part of the
foundation will bear within four (4) feet of the bedrock, the foundation should be a drilled straight
shaft pier or other equivalent deep foundation.
Drilled Pier (Caisson) and Grade Beam Foundation
Due to the swell potential and the proximity of the bedrock strata to the foundation, we
recommend the use of a drilled pier (caisson) and grade beam foundation to support this
structure . The piers should be designed for a maximum end bearing pressure of 20,000 pounds
per square foot (dead load plus full live load) , and side shear of 2 , 000 pounds per square foot
for that portion of the pier embedded in competent bedrock strata. Piers should be drilled a
minimum length of twenty-eight (28) feet with a minimum diameter of twelve ( 12) inches and
a minimum embedment into competent bedrock of ten ( 10) feet.
All piers should be reinforced full-length and shall extend into the grade beams . Twelve
( 12) inch diameter piers should be reinforced with a minimum of three (3 ) #5 Grade 60 bars .
This minimum is based on the anticipated tension loads applied to the piers by the surrounding
soil . Greater diameter piers may require additional reinforcement. Piers may also require
4
additional reinforcement due to applied axial, lateral and/or uplift forces imposed. Additional
reinforcement should be designed by a qualified structural engineer. A minimum eight (8)
inch void is to be placed continuously between each pier under the grade beams . Pier caps or
equivalent are recommended in the upper one ( 1 ) foot of the borings so as to maintain a
circular, straight-shaft pier and prevent "mushrooming" of the pier. The recommended pier
lengths may be deeper than the test borings were drilled for this exploration. Subsurface
conditions could be encountered that were not anticipated, such as groundwater or very hard
strata. Additional borings could be drilled to the recommended pier depth if desired.
Additional fees will apply .
Reinforcement shall be placed in the borings prior to the placement of concrete . Concrete
should be placed immediately after the borings have been cleaned and dewatered. In our
opinion, casing and/or de-watering may be required. In the event that more than four (4) inches
of water appears at the bottom of a shaft, concrete shall be placed from the bottom up with a
pump truck or other approved method of displacing the water. A polyethylene moisture barrier
should be placed over the voids extending at least six (6) inches above and below the voids to
help prevent excess moisture from migrating under slabs and in crawl space areas.
The drilling operations for caisson installation should be observed by a representative of
CDS Engineering Corporation to verify penetration into bedrock, and that the holes were
properly cleaned and dewatered prior to placement of reinforcement and concrete.
Continuous Spread Footing and Isolated Pad Foundation
Where the foundation will bear a minimum of four (4) feet above the claystone bedrock
the foundation could be a continuous spread footing and isolated pad foundation designed for
a maximum allowable bearing capacity of 1 ,500 pounds per square foot (dead load plus full
live load) and a minimum dead load of 500 pounds per square foot to help counteract the
swelling should the subsoils become wetted. The bottom of the footings should be kept a
minimum of four (4) feet above the bedrock. The foundation is to bear on the native,
undisturbed clays, and not on unapproved fill, topsoil, or frozen ground. The bottom of all
foundation components should be kept at least thirty (30) inches (or per local code) below
5
finished grade for frost protection. The open excavation should not be left open for an extended
period of time or exposed to adverse weather conditions. Excessive wetting or drying of the
excavation should be avoided during construction. Excavations that are inundated with water
may soften and require re-compaction, or removal , of the exposed subgrade soils . The
completed open excavation should be observed by a representative of CDS Engineering
Corporation in order to verify the subsurface conditions from test-hole data.
LATERAL EARTH PRESSURES
Lateral earth pressures are forces exerted on earth retaining structures and foundation
components, by the soil . The pressure exerted is influenced by wetting of the backfill soils, type
and compaction of the backfill and the methods used to compact the backfill . For the soils, above
the free groundwater surface at this site, we recommend the foundation components be designed
using the following equivalent fluid pressures.
• Active Pressure = 45 pcf
• At Rest Pressure = 65 pcf
These values assume that the positive drainage will be maintained throughout the life of
the structure . It is our opinion that the on-site soils encountered could be used as backfill material
against foundation walls . The bedrock should not be used as fill material at this site. The soils
shall be moisture conditioned and well pulverized so that all fragments are smaller than six (6)
inches . Refer to Appendix 1 for additional backfill information. If there is opportunity for the
backfill soils to become saturated, we shall be notified to revise the minimum equivalent fluid
density . These values do not include a factor of safety or take into account any surcharge loading.
SLAB CONSTRUCTION
Changes in the moisture contents may result in consolidation or swelling of the subsoil,
resulting in differential slab movement. The clay soils encountered and tested at this site exhibit
low swell potential as moisture contents are increased. According to the Guideline for Slab
Performance Risk Evaluation and Residential Basement Floor System Recommendations,
developed by the Colorado Association of Geotechnical Engineers, slab performance risk at this
6
site would be considered low. Slabs placed on the native, unaltered clays and at least four (4) feet
above the claystone bedrock at this site may experience slight heaving and cracking, but should
not be excessive.
Where floor movement and/or cracking cannot be tolerated by the owner, structural floors
could be constructed in place of slabs-on grade . Another alternative which could reduce the risk
of potential slab movement would be to remove at least three (3 ) feet of soil beneath the slab and
replace it with a moisture and density-controlled fill approved by the engineer. This method may
also benefit garage slabs and exterior flatwork.
Areas with slabs placed within four (4) feet of the claystone bedrock at this site shall be
considered non-habitable, and therefore should not be finished for risk of damage caused by slab
movement. An alternative which could reduce the risk of potential slab movement would be to
remove at least four (4) feet of soil beneath the slab and replace it with a moisture and density-
controlled fill approved by the engineer prior to delivery or placement. This method may reduce
the risk of potential slab movement, but it will not completely eliminate potential damage.
Refer to Appendix 3 of this report for compaction guidelines. This method may also benefit garage
slabs and exterior flatwork.
If slabs-on-grade are chosen and the owner is willing to accept the risks of potential damage
from slab movement, slabs should be constructed to be "free-floating" and isolated from all
structural members of the foundation, utility lines, and partition walls . There should be a minimum
two (2) inch void constructed below partition walls located over slabs-on-grade. The void should
be increased to four (4) inches for slabs placed on potentially expansive bedrock stratum.
Eliminate under-slab plumbing where feasible . Where such plumbing is unavoidable, it should be
pressure tested before and after slab construction to minimize leaks which would result in wetting
of the subsoil . Failure to allow the slab to float independently could result in functional, structural,
architectural , and utility line damage . All slabs should be scored into maximum 225 square foot
areas or maximum dimensions of fifteen ( 15 ) feet with a minimum depth of one ( 1 ) inch to localize
and control any cracking due to heaving . Any slabs less than thirty (30) square feet should be
scored at least once in each direction. The minimum slab thickness should be four (4) inches, with
four (4) inches of clean, washed gravel under the slab. Slabs should be reinforced with welded
7
wire fabric, or equivalent, to help control cracking and separation. Fiber mesh shall not be
considered an equivalent substitute for the welded wire fabric .
FOUNDATION DRAIN SYSTEM
A perimeter drain system shall be installed where below grade habitable spaces are
constructed. The drain shall be constructed around the entire exterior perimeter of the foundation
of any below grade habitable space. Perimeter drains around crawl space areas, shall be installed
as required by the current building code or by local jurisdictions .
The drain system should contain a four (4) inch diameter perforated drainpipe surrounded
by clean, washed rock. There should be a minimum of six (6) inches of gravel over the top of the
pipe, for the full width of the trench. The gravel shall be covered with untreated building paper or
geotextile fabric to minimize clogging by backfill material . The drain should have a positive slope
to a non-perforated sump pit or to daylight, well away from the foundation. The sump pit should
be a minimum of twenty-four (24) inches in diameter by two (2) feet deep and should be
surrounded by at least six (6) inches of clean gravel similar to that provided around the drain. The
sump pit shall be capable of positive gravity or mechanical drainage to remove any accumulated
water. The drainage system shall discharge a minimum of five (5 ) feet beyond the backfill zone.
The discharge area should be placed so that it does not interfere with adjacent properties . Typical
drain details are provided in Appendix 2 of this report.
CONCLUSIONS
The soils and rock encountered at this site exhibit low to high swell potential as moisture
contents are increased. Future owners should be cautioned of the risk of damage caused by the
introduction of excess water to the soils and/or rock. All new and future owners should be directed
to those items under "Post-Construction Site Preparation and Maintenance" in Appendix 1 ,
included in this report. Our experience has shown that damage to foundations usually results from
saturation of the foundation soils caused by improper drainage, excessive irrigation, poorly
compacted backfills, and leaky water and sewer lines . The elimination of the potential sources of
excessive water will greatly minimize the risks of movement at this site. Homeowners must
8
assume responsibility for maintaining positive drainage around the structure and incorporating
appropriate landscaping that will not interfere with the positive drainage. It is recommended that
a copy or summary of this report be provided to any new or future owners of this property . A copy
of A Guide to Swelling Soils for Colorado Homebuyers and Homeowners, Colorado Geological
Survey Special Publication 43 should also be provided to any new or future owners of the property .
The findings and recommendations of this report have been obtained in accordance with
accepted professional engineering practices in the field of Geotechnical Engineering. However,
standard Geotechnical Engineering practices and related government regulations are subject to
change . The recommendations provided in this report are for the exclusive use of our client and
are not valid for use by others. If the construction takes place approximately three (3 ) years beyond
the date of this report, we should be contacted to review the information with regard to updated
governmental requirements or industry standards . Additional fees may apply . There is no other
warranty , either expressed or implied. We do not guarantee the performance of the project in any
respect, but only that our engineering work and judgments rendered meet the standard of care of
our profession. This report applies only to the type of construction anticipated in the area tested.
The current technology is not at a stage where a guarantee of "absolutely no damage" can be
assured by design and construction practices .
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LOCATION OF TEST BORING CDS Date: 05/01 /22
Client: Dain Strobel Project No. 21 -1284
Project: Event Center
Engineering
8601 County Road 8 ( Erie)
Corporation Drawn : JDE
Weld County , Colorado 165 2nd St. S.W. ,
Loveland, Colorado 80537
Tele: (970) 667-8010 Figure : 1
Sym3os 8c SoH 1O3C1ticS
FIGURE \ 0 . 2
Fill
• . 4 /4r Gravel N /12 CALIFORNIA
• •
. � Sand
� / / Silt
N /12 SPLIT SPOON
/ Silty Clay
i
Clay
THIN WALLED ( SHELBY)
Weathered Bedrock
— — Siltstone
BAG SAMPLE
— - Claystone
Sandstone
Limestone PITCHER SAMPLE
1JJ
r r Igneous & Metamorphic
Penetration Resistance and Strength Classifications
are Based on The Standard Penetration Test
Number of Blows Relative Density Consistency Approximate
Per foot ( N ) * Cohesionless Soils Cohesive Soils Cohesion ksf**
0 - 4 Very Loose Soft Less than 0 . 5
4- 10 Loose Firm 0 . 5 - 1 . 0
10 - 30 Medium Stiff 1 . 0 - 2 . 0
30 - 50 Dense Very Stiff 2 . 0 - 4. 0
50 + Very Dense Hard Greater than 4. 0
* BLOWS PER FOOT - BLOWS OF 140 LB.
HAMMER DROPPED 30 IN . TO DRIVE
SPLIT SPOON OR CALIFORNIA SAMPLER
12" (IN . ) ( ASTM DL586 - 67)
** EQUIVALENT TO PP /2 AND Qu /2
Engineering 165 2nd St. S.W.
rns Loveland, CO 80537
Corporation Tele: (970) 667-8010
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15 FT . 15 FT.
nmssi
20 FT . 20 FT .
A 50/ 11
25 FT . 25 FT .
•
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30 FT. 30 FT .
35 FT. 35 FT .
r I FILL : clay, brown , sl . moist, firm Borings drilled 03/ 15/22
is A using a 4" diameter, continuous flight
truck mounted drilling rig .
CLAY : tr. sand , brown , moist, stiff
Q Groundwater @ drilling
CLAYSTONE : grey/brown , sl . moist to moist, weathered
to competent -� Groundwater on 03/22/22
All soil and/or rock contacts shown on boring logs are approximate and represent subsurface conditions at time
of drilling. Boring logs and information presented on logs are subject to discussion and limitations of this report.
Boring Logs CDS Date: 05/01 /22
Client: Dain Strobel Project No. 21 - 1284
Project: Event Center Engineering
on Cor orati
8601 County Road 8 ( Erie) P Drawn : JDE
Weld County , Colorado 165 2nd St. S.W. ,
Loveland, Colorado 80537
Tele: (970) 667-8010 Figure : 3
SWELL / CONSOLIDATION TEST CURVES
Client: Dain Strobel
Project: Event Center, 8601 County Road 8, (Erie) Project No. : 21 - 1284
Boring: TH- 1 Description : Claystone, weathered, grey/brown, sl. moist
Depth, ft: 7 Water Content: 16 .2%
Swell (%): * 5 .4 Dry Density, pcf: 116. 1 Approximate Swell Pressure, psf: 6200
Pressure, psf
100 1000 10000
6 -
5 - -- - - --
4
3
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O
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-3 - - -
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Boring: TH- 1 Description : Claystone, dk. grey/rust, sl. moist, hard
Depth, ft: 20' Water Content: 17 .5%
Swell (%): * 2 .6 Dry Density, pcf: 114. 8 Approximate Swell Pressure, psf: 10000
Pressure, psf
100 1000 10000
6J
5
-
4 - -- -
3
o Th
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at 1
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-
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J
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-6
* negative values indicate consolidation
CDS Engineering Corporation Figure 4
SWELL / CONSOLIDATION TEST CURVES
Client: Dain Strobel
Project: Event Center, 8601 County Road 8, (Erie) Project No. : 21 - 1284
Boring: TH- 1 Description : Claystone, dk. grey/black, moist, hard
Depth, ft: 28' Water Content: 15 .6%
Swell (%): * 2 .0 Dry Density, pcf: 118 .9 Approximate Swell Pressure, psf: 5100
Pressure, psf
100 1000 10000
6
5 -- -
4 --
—
3 -
O
c 1
-
Ct
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-3 -- - --
-4
-5 --- — ----6 - -
Boring: TH-2 Description : Clay, brown, sl. moist, damp, stiff
Depth, ft: 2' Water Content: 15 .7%
Swell (%): * 2 .7 Dry Density, pcf: 112. 1 Approximate Swell Pressure, psf: 6100
Pressure, psf
100 1000 10000
6 I I
5
4
3 1 — - - — -
• 4
2 --- -
tti
wo 1
as
•
- 1
-2 - - - —
-3
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-
-6
* negative values indicate consolidation
CDS Engineering Corporation Figure 5
SWELL / CONSOLIDATION TEST CURVES
Client: Dain Strobel
Project: Event Center, 8601 County Road 8, (Erie) Project No. : 21 - 1284
Boring: TH-2 Description : Claystone, weathered, grey/brown, sl. moist
Depth, ft: 6' Water Content: 12. 8%
Swell (%): * 3 .5 Dry Density, pcf: 122 .2 Approximate Swell Pressure, psf: 3600
Pressure, psf
100 1000 10000
6 ' -
5
4
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-
-6 - -
Boring: TH-2 Description : Claystone, sl . weathered, dk. grey/black, moist, hil
Depth, ft: 12' Water Content: 17 .3%
Swell (%): * 4.7 Dry Density, pcf: 112.9 Approximate Swell Pressure, psf: 6500
Pressure, psf
100 1000 10000
6 - -
5 - -
4 — - - --
3 - -- ----
0
2 - -
a,o 1 -- —
c
Ct
V 0
C)
- 1
—
0
-2
-3
-4
-5
-6
* negative values indicate consolidation
CDS Engineering Corporation Figure 6
SUMMARY OF TEST RESULTS
TABLE NO . I
Project No . : 21 - 1284
Boring Depth # of blows / Natural Natural Dry Swell* Swell Pressure Surcharge Atterberg Limits Unconfined Passing
No . penetration Moisture Density LL PI Compressive #4 / #200 Description
(ft) (%) (pcf) (%) (psf) (psf) (%) (%) Strength (psf) Seive (%)
1 3 11 /12 1T9 112 . 0 40 24 7 , 010 s Clay
1 i 7 34/12 a 16 . 2 116 . 1 5 .4 6 , 200 500 Claystone
1 12 50/10 i 16 . 5 A 61 39 Claystone
1 20 50/11 17 . 5 114. 8 2 . 6 10 , 000 2 , 000 Claystone
1 28 50/11 15 . 6 118 . 9 2 . 0 5 , 100 2 , 000 Claystone
2 2 18/ 12 15 . 7 112 . 1 2 . 7 6 , 100 500 Clay
2 6 27/12 12 . 8 122 . 2 3 . 5 3 , 600 500 a Claystone
2 12 32/12 17. 3 112 . 9 4 . 7 6 , 500 1 , 000 Claystone
a
. a _. a i
4
*Swell due to wetting under a specified surcharge - Negative values indicate consolidation
Sheet 1 of 1
APPENDIX 1
POST-CONSTRUCTION SITE PREPARATION AND MAINTENANCE
Backfill
When encountering potentially expansive or consolidating soils, measures should be taken to
prevent the soil from being wetted during and after construction. Generally, this can be
accomplished by ensuring only minimal settlement of the backfill placed around the foundation
walls . It should be understood that some backfill settlement is normal and should be anticipated.
Areas that do settle should be repaired immediately to prevent ponding around the foundation.
Water may need to be added to backfill material to allow proper compaction -- do not puddle or
saturate . Backfill should be mechanically compacted to at least 90% of Standard Proctor.
Compaction requirements could be verified with field tests by the Engineer. It is the contractor' s
responsibility to contact the engineer for such tests .
Surface Drainage
The final grade should have a positive slope away from the foundation walls on all sides . At
minimum, the slope shall meet the requirements of the governing Building Code . Where site
grading allows, we recommend a minimum of six inches (6") in the first five feet (5 ' ) . Downspouts
and sill cocks should discharge into splash blocks that extend beyond the limits of the backfill .
Splash blocks should slope away from the foundation walls. The use of long downspout extensions
in lieu of splash blocks is advisable . Surface drainage away from the foundation shall be
maintained throughout the lifetime of the structure .
Lawn Irrigation
Do not install sprinkler systems next to foundation walls, porches, or patio slabs. If sprinkler
systems are installed, the sprinkler heads should be placed so that the spray from the heads under
full pressure does not fall within five feet (5 ' ) of foundation walls, porches, or patio slabs . Lawn
irrigation must be carefully controlled.
If the future owners desire to plant next to foundation walls, porches, or patio slabs, and are willing
to assume the risk of structural damage, etc . , then it is advisable to plant only flowers and shrubbery
(no lawn) of varieties that require very little moisture. These flowers and shrubs should be hand
watered only . Landscaping with a plastic covering around the foundation area is not
recommended.
Check with your local landscaper for fabrics which allow evaporation when inhibiting plant growth
when a plastic landscape covering is desired.
Experience shows that the majority of problems with foundations due to water conditions are
generally due to the owner's negligence of maintaining proper drainage of water from the
foundation area. The future owners should be directed to pertinent information in this report.
REV 7/30/ 13
FXFROR
A \ D / OR
\ LHOR
� T1- R DRA \I
FOO
/ FDN WALL , TYP .
REINFORCEMENT NOT SHOWN
COMPACTED BACKFILL PER
SOIL REPORT OPTIONAL MOISTURE 3ARRIER . 6 - MIL MINIMUM , GLUE
/ TO FOUNDATION WALL A MINIMUv OF 6 " ABOVE
VOIDS OR GRAVEL ( WHICHEVER IS GREATER ) .
UNTREATED BUILDING PAPER OR CONTINUE BELOW PIPE AND UP SIDE OF TRENCH
GEOTEXTILE OVER TOP OF GRAVEL AS SHOWN .
/CLEAN WASHED ROCK . FLOOR BY OTHERS
MINIMUM OF 8" OVER THE
TOP OF THE PIPE ___ _
II
'rl�rl�Y•��.•�YI9 �. a 1 i
• • Yr Yr, Yr•~r ♦ Y"— ~r. .r, r `l Yr, ter, :4 r, r r r r, r, r r r r, r,
••�.�•. .� .� .� •� •�. ••. Y Y Y Y Y Y Y Y { Y Y Y Y Y At�•�.�'Y�•1.�•`l 1. •v L 1. •1.'• •. r v ti. �. ..v.• L L v 1. t.. -ti.'• .. -. ;::::::::•�' � �' .� �:I�I�I�.1�.1i1i 1:_I�Ii1i4 PERFORATED PIPE , RIGID OR '',r` ~`�'''� ���'�'' '�� �'�''�ere FLEXIBLE . SLOPE TO SUMP PIT %'' ♦!;_. =,oADDTL LATERALS � OOR DAYLIGHT.
AS RECOMMENDED
10 ' TO 12 '
DRAIN TRENCH SHALL NOT CUT INTO
1 : 1 SLOPE AWAY FROM THE EDGE OF THE FOOTING
f- XTI- RIOR A \ D / OP FRVHHR
DRAI \
DRILLED DIE R FO \ DAHO \
FDN WALL , TYP .
REINFORCEMENT NOT SHOWN
COMPACTED BACKFILL PER
SOIL REPORT MOISTURE 3ARRIER . 6 - MIL MINIvUM , GLUE TO
FOUNDATION WALL A MINIMUM OF 6 " ABOVE
UNTREATED BUILDING PAPER OR VOIDS OR GRAVEL ( WHICHEVER IS GREATER ) .
GEOTEXTILE OVER TOP OF GRAVEL CONTINUE BELOW PIPE AND UP SIDE OF TRENCH
AS SHOWN .
CLEAN WASHED ROCK . FLOOR BY OTHERS
MINIMUM OF 8 " OVER THE _
TOP OF THE PIPE "'t t t��atd. �471
1T�.•Tr. Tom'•~�'•T� �.f�L�v~� -
.�.itet ;♦;a.�;l.' •
9Walifingeel
fi•t�.Ii.�i�iiielai
•••T••• T•♦-•Tr•-.• .••.4: ///W4 " PERFORATED PIPE , RIGID OR e jitele. -_ _ ,
L LATERALS
t, ADDT
FLEXIBLE . SLOPE TO SUMP PIT tea'-
AS RECOMMENDED
OR DAYLIGHT.
10 ' TO 12 '
CDS g
Eng ineerin TT ' -' CAL DI- H VET R DHA \
Corporation RI- CCVVF \ DATO \ S
SITE CONDITIONS MAY WARRANT REVISIONS TO TYPICAL
165 2nd St. S.K. DETAILS
Loveland, CO 80537 Scale: N . T. S .
Tele: (970) 667-8010I
APPENDIX 2
APPENDIX 3
GENERAL SPECIFICATIONS FOR THE PLACEMENT OF COMPACTED FILL
MATERIAL PLACED BELOW A STRUCTURE
Moisture-Density Determination
Representative samples of the materials to be used for fill shall be furnished by the contractor at
least seventy two (72) hours prior to compaction testing. Samples with higher moisture contents
will require extra time for test results due to the required drying for sample preparation. Tests to
determine the optimum moisture and density of the given material will be made using methods
conforming to the most recent procedures of ASTM D698 (standard Proctor) or other approved
methods, whichever may apply . Copies of the Proctor Curves will be furnished to the contractor.
These test results shall be the basis of control for the field moisture/density tests .
Materials
The soils used for compacted fill shall be selected or approved by the Engineer. The material shall
be free of vegetation, topsoil or any other deleterious materials . The material should be relatively
impervious and non-swelling for the depth specified in the soils report with no material greater
than six (6) inches in diameter.
Site Preparation
All timber, logs, trees, brush and rubbish shall be removed from the area and disposed in a manner
approved by the local governing agency . All vegetation and a substantial amount of topsoil shall
be removed from the surface upon which the fill is to be placed. Where applicable, the surface
shall then be scarified to a depth of at least six (6) inches, moistened or dried as necessary to allow
for uniform compaction by the equipment being used . The scarified surface shall be compacted
to not less than 95 % of maximum dry density based on ASTM D698 , or to such other density as
may be determined appropriate for the materials and conditions and acceptable to the Engineer.
Fill shall not be placed on frozen or muddy ground.
Moisture
The fill material, while being compacted should contain, as nearly as practical (typically +/- 2%),
the optimum amount of moisture as determined by the Standard Proctor Test ASTM D698 , or
other approved method. The moisture shall be uniform throughout the fill material . The effort
required for optimum compaction will be minimized by keeping soils near optimum moisture
contents . Freezing temperatures and/or inclement weather conditions may impede moisture
control and compaction operations .
Placement of Fill
The Geotechnical Engineer shall be retained to supervise the placement of fill material . The fill
material shall be placed in uniform layers and be compacted 95 %
Y to not less than of maximum dry
density based on ASTM D698, or to such other
density as may be determined appropriate for the
materials and conditions and acceptable eptable to the Engineer. Prior tocompacting, each layer shall
have a maximum loose layer height of twelve •
g ( 12) inches (or as dictated by the compaction
equipment and/or soil conditions) with p
the surface relatively level . Test areas are rec
ommended
to determine the optimum layer thickness . Thinner
lifts may be necessary in order to achieve the
required compaction. Compacted layer thickness shall Y a 1 not exceed six (6) inches. Each twelve
( 12) inches of compacted fill shall be approved by the Engineer prior to placing succeeding lifts .
Fill shall be compacted with machinery appropriate for
the type of earthen material being installed.
Granular materials shall be compacted with vibratory type machinery . Clay and silt material shall
be compacted with a sheepsfoot or other segmented g ted pad type compaction equipment. "Wheel
rolling" is not considered an appropriate 'method to achieve the recommended compaction
specifications . "Wheel rolling" is not recommended p
g for extensive areas or depths and cannot be
relied upon to give uniform results .
Moisture and Density Testing
It is the contractor' s responsibility to contact the Engineer •with a minimum of 24-hours notice to
schedule compaction testing. The density and moisture
olsture content of each layer of compacted fill
will be determined by the Engineer, or qualified technician,
echniclan, in accordance with ASTM D6938
(nuclear method), or other approved method. If the
tests show inadequate density, that layer, or
portion thereof, shall be reworked until Y
the required conditions are obtained. Additional •
shall not beplaced layers
until each underlying lift has been approved. The results suits of all density tests
will be furnished to both the owner and the contractor by the Engineer.
Hello