HomeMy WebLinkAbout20052079.tiff _ <-.?s
GEOTECHNICAL ENGINEERING REPORT
PROPOSED SINGLE FAMILY RESIDENCE
5610 COUNTY LINE ROAD - LOT B
WELD COUNTY, COLORADO
TERRACON PROJECT NO. 22055024
February 21, 2005
ilerracon
Consulting Engineers & Scientists
2005-2079
t _
lierracon
Consulting Engineers S Scientists
February 21, 2005 1242 2ramwood Place
Longmont, Colorado 80501
Phone 303.776.3921
Mr. Jason Krill Fax 303.776.4041
wwv.terracon.com
5610 County Line Road
Erie, Colorado 80516
Re: Geotechnical Engineering Report
Proposed Single Family Residence
5610 County Line Road — Lot B
Erie, Colorado
Terracon Project No. 22055024
As requested, Terracon has completed a geotechnical engineering exploration for the
proposed residence to be located on " : B at 5610 County Line Road. This study was
performed in general accordance with our proposal number G2205025 dated January 31,
2005.
The results of our engineering study, including- the boring location diagram, test boring
records, laboratory test results 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 soils at the site consisted of lean clays with varying amounts of sand, to
clayey sand, overlying sand with silt and gravel. Claystone/siltstone bedrock was
encountered below the sands at a depth of 21 feet. The information obtained by geologic
survey and, the results of field exploration and laboratory testing completed for this study,
indicate that the soils at the site have ow to high expansive potential. The soils at
anticipated foundation bearing depth have !ow to moderate load bearing capability.
Based on the geotechnical engineering analyses. subsurface exploration and laboratory test
results, we recommend that the proposed residence be supported on a spread footing
foundation system. Slabs on grade may be utilized provided that care is taken in the
placement and compaction of the subgrade sc. .
Groundwater was encountered at a depth of 5V2 feet below grade on the site. Shallow
groundwater may limit the depth of below grade construction and may preclude the use of a
basement. The primary methods, which can be used to mitigate the impact of shallow
groundwater on the si`-a could inc'.ode limiting the depth of below grade construction and/cr
raising the site with strc;-ctural fill to increase the depth t: groundwater.
iivering Success for Clients and Employees Since 1965
More Than "ices Nationwide
70=====,.e. �.� -xr cartµ.,.
•
Proposed Single Family Residence Terracon
5610 County Line Road—Lot B
Erie,Colorado
Ten-aeon Project No.22055024
•
Other design and construction recommendations, based upon geotechnical conditions, are
presented in the report. We appreciate 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,
observation, design and consulting services. please do not hesitate to contact us.
Sincerely, Vili
TERRACON •
' G
UiVvvO( t •
•
ift„ •
�. .
Glenn D. Ohlsen, E.I.T. '
Project Engineer Pr' ` ',
Copies to: Addressee (3)
ili
S1mte�y,.. SIM —
GEOTECHNICAL ENGINEERING REPORT
PROPOSED SINGLE FAMILY RESIDENCE
5610 COUNTY LINE ROAD - LOT B
ERIE, COLORADO
TERRACON PROJECT NO. 22055024
February 21, 2005
•
INTRODUCTION
This report contains the results of our geotechnical engineering exploration for the proposed
residence to be located on Lot A at 6870 Weld County Road 5. The site is located in the
Northwest Y< of Section 33. Township 2 North, Range 68 West of the 6th Principal Meridian
in Boulder County, Colorado.
The purpose of these services is to provide information and geotechnical engineering
recommendations relative to:
• Subsurface soil and bedrock conditions
• Groundwater conditions
• Foundation design and construction
• Basement/garden-level construction
• Floor slab design and construction
• Individual sewage disposal systems
• General earthwork considerations
• Site drainage considerations
The recommendations contained in this report are based upon the results of field and
laboratory testing, engineering analyses, experience with smilar soil conditions and
structures, and our understanding of the proposed project.
PROPOSED CONSTRUCTION
Based on information provider: the client. the proposed project :J, "rdude the construction
of a single-family residence at f,a subject site. We understand that tie residence will be a
hvo-story, wood frame structure with a possible basement/garden-!=;e'. Maximum foundation
1
Proposed Single Family Residence Terracon
5610 County Line Road-.Lot B
Erie,Colorado
Terracon Project No.22055024
cuts are expected to be on the order of 1 to 3 feet below current site grades. Considering the
size and type of construction planned, we anticipate comparatively light foundation loads. We
also understand that the site lies within the 100-year floodplain of Boulder Creek.
Accordingly, special construction details are suggested and/or required by Weld County to
reduce the impact of site flooding. Other site development considerations will include the
construction of an individual sewage disposal system (ISDS) in accordance with Weld County
regulations. If foundation loads, or type of construction, varies from those outlined above,
we should be contacted to confirm and/or modify our recommendations accordingly.
SITE EXPLORATION
The scope of the services performed for this project included site reconnaissance by a
geotechnical engineer, a subsurface exploration program, laboratory testing, and
engineering analyses.
Field Exploration: A total of 3 test borings were drilled on February 9, 2005. The borings
were drilled to depths of about 15 to 25 feet at the approximate locations shown on the
Boring Location Diagram, Figure 1. Two borings were drilled within the footprint of the
proposed residence. One soil profile boring and 6 percolation test holes were drilled in the
location of the proposed septic system. Percolation tests were conducted in general
accordance with Weld County requirements. Borings were advanced with a truck-mounted
drilling rig, utilizing 4-inch diameter solid stem augers.
The borings were located in the field by pacing or by measurements with a surveying wheel
using property boundaries and/or existing site features as a reference. Right angles for
locating the borings were estimated. Approximate ground surface elevations at each boring
• location were obtained by measurements with an engineer's level and rod from a temporary
bench mark (TBM) shown on the Boring Location Diagram. The accuracy of boring
locations and elevations should only be assumed to the level implied by the methods used.
A geotechnical engineer recorded lithologic logs of each boring during the drilling
operations. At selected intervals, samples of the subsurface materials were taken by
means of driving split-spoon or California barrel samplers. Penetration resistance
measurements were obtained by driving the split-spoon or California barrel into the
subsurface materials with a 140-pound hammer falling 30 inches. The penetration
resistance value is a useful index in estimating the consistency, relative density, o'
hardness of the materials encountered In addition, groundwater conditions were recoruec'
in each boring at the time of site exploration and one day after completion of drilling.
2
v pert,. ",> .,.. . ...wk . .. '
-- Proposed Single Family Residence
5610 County Line Road—Lot B Tenaeon
Erie,Colorado
Terracon Project No.22055024
Laboratory Testing: Samples retrieved during the field exploration were returned to the
laboratory for observation by the project geotechnical engineer and were classified in
general accordance with the Unified Soil Classification System described in' Appendix C.
Samples of bedrock were classified in accordance with the general notes for Rock
Classification. At that time, the field-descriptions were confirmed or modified as necessary
and an applicable laboratory testing program was formulated to determine engineering
properties of the subsurface materials. Boring logs were prepared and are presented in
Appendix A.
Laboratory tests were conducted on selected samples and are presented in Appendix B.
The test results were used for the geotechnical engineering analyses, and the development
of foundation and earthwork recommendations. Laboratory tests were performed in general
accordance with applicable local standards or other accepted standards.
Selected soil/bedrock samples-were tested for the following engineering properties:
• Water Content • Swell-Consolidation Potential
• Dry Unit Weight • Water Soluble Sulfate Content
• Unconfined Compressive Strength
SITE CONDITIONS
The site is located on the eastern half of the property located at 5610 County Line Road.
The property has been subdivided into two lots. Lot A, which occupies the western half of
the property, has an existing residence and multiple outbuildings. Lot B, which occupies the -
eastern half of the property, is the proposed building site. Lot B is currently vacant and has
been used for agricultural purposes in the recent past. The property is generally surrounded
by agricultural land and sparse residential development. The ground surface at the site was
generally even with a slight downward slope to the west. Vegetation consisted of low
growth grasses and weeds, and several large deciduous trees along the property lines.
Boulder Creek is located to the west of the site and we understand that the lot lies within the
100-year floodplain. -
SUBSURFACE CONDITIONS
Soil and Bedrock Conditions: As presented the Logs of Boring, a thin mantle of
topsoil overlying lean clays with varying amounts off sand, to clayey sand were present tc a
depth of about 13 feet below grade. Sand .with sll` and gravel was present below the clays.
The materials underlying the sands and extending to the maximum depth of exploration
0
Proposed Single Family Residence Terracon
5610 County Line Road-Lot El
Erie,Colorado
Terracon Project No.22055024
consisted of claystone/siltstone bedrock. Please refer to the Logs of Boring for more
comprehensive strata descriptions.
Field and Laboratory Test Results: Field test results indicate that the clay soils vary from
stiff to hard in consistency, while the sands vary from loose to dense in relative density. The
bedrock varies from weathered to very hard in hardness. Laboratory test results indicate
that subsoils at shallow depth have low to high swell potential. The dry density of the clays
varied between 97 to 116 pcf at moisture contents ranging from 12 to 27 percent. Field test
results indicate the soils in the area of the proposed septic system have poor percolation
characteristics.
•
Groundwater Conditions: Groundwater was observed in the test borings, at the time of
the field exploration, at depths of 7 to 9% feet below grade. When checked one day after
drilling, groundwater was measured at depths of 5% to 8 feet. These observations -
represent groundwater conditions at the time of the field exploration, 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. In addition, the site is within the
flood plain of the Boulder Creek.
Zones of perched and/or trapped groundwater, where not already present, may also occur
at times in the subsurface soils overlying bedrock, on top of the bedrock surface or within
permeable fractures in the bedrock materials. The location and amount of perched water is
dependent upon several factors, including hydrologic conditions, type of site development,
irrigation demands on or adjacent to the site, fluctuations in water features, seasonal and
weather conditions. The possibility of groundwater fluctuations should be considered when
developing design and construction plans for the project.
ENGINEERING ANALYSES AND RECOMMENDATIONS
Geotechnical Considerations: Based upon geotechnical conditions encountered in our
test borings, the site appears suitable for the proposed consfruction. We believe that the
primary geotechnical condition, which will impact the proposed construction, is the presence
of shallow groundwater on the site. Shallow groundwater will limit the depth of below grade
construction and may preclude the use of a basement altogether. The primary methods,
which can be considered to mitigate the impact of shallow groundwater on the site, could
include limiting the depth of below grade construction to a crawl space or possibly Garden
level, and/or raising the site with structural fill to increase the depth to G, tindwater. In
addition, since fluctuations in the level of groundwater are possible, recommend the
provision of a perimeter foundation drainage system around the lower level the structure.
Proposed Single Family Residence Terracon
5610 County Line Road—Lot B
Erie,Colorado
Terracon Project No.22055024
Based upon our field and laboratory testing we anticipate that generally low swelling clays will
be encountered in the excavation. Considering the size and type of construction planned and
the subsurface conditions encountered in our test borings, we believe that the proposed
residence can be supported on spread footings. Results of lab testing indicated that a clay
sample at shallow depth showed high swell potential. If these materials are encountered in
sufficient thickness in the excavation, some corrective work may be needed prior to foundation
construction, which may include an over-excavation and ret,iacement procedure.
• Swell-consolidation tests performed on samples of the soil at or near the level of floor slabs
generally indicate low swelling soils. Based upon the test data and our experience, we
believe that slab-on-grade construction is feasible on this site. The builder/owner should
recognize that concrete floors constructed on low sweliing soils could heave and crack to
some degree if the underlying soils become wetted.
Recommendations for the design and construction of foundations, floor slabs, foundation
drainage and individual sewage disposal systems are outlined in the following sections.
Foundation Recommendations: We anticipate that generally low-swelling clays will be
encountered in the excavation. Considering the size and type of construction planned and the
subsurface conditions encountered in our test borings, we believe that the proposed residence
can be supported on spread footings. A swell/consolidat cn test performed on a shallow clay
sample from Test Boring 2 showed high swell potential. The completed foundation
excavation should be observed by the geotechnical engineer to determine if these materials
exist in sufficient thickness and whether corrective work will need to be performed prior to
foundation construction. Footings should bear on low-swelling, undisturbed natural soils or
on approved structural fill and may be designed for a maximum soil bearing pressure of
1,500 pounds per square foot (psf.) The design bearira pressure applies to dead loads
plus design live load conditions. Exterior footings and foundations in unheated areas must
be protected from frost action. The normal depth of frost --otection in this area is assumed
to be around 30 inches.
High moisture-content clays and shallow groundwater were encountered on the site. To
reduce the potential of "pumping" and softening of the foundation soils and the requirement
for corrective work, we recommend me excavation be completed remotely ,with a track-hoe.
Where soft soils are encounters_ : ,undation ircoaring depth, they s'heu:c oe removed to a
rimnim_Ho depth determined by sntecbn can engineer and rep auc... with approved
material.
5
", p",yam; .,xs.:.
Prom-sed Single FamilyResf-de ; •i. Terracon
5610 County Line Road Cot$' ., »:
'
Erie,Colorado
Terracon Project No.22055024 _
•
Footings should be oropoifioned to minimize differential foundation movement.'-'Prbpoitioning
on the basis of reiative'constant dead-load pressure provides a means to reduce,differential
movement between adjacent footings. Total movement of footings csigned=in accordance
with the above criteria is estimated to be on the order of 'i inch loser drainage should be
provided in the final design and during construction to reduce the potential of foundation
movement.
Foundations and walls should be reinforced as necessary to reduce the potential for distress
caused by differential foundation movement. As men:c:,ed above, the completed foundation
excavation should be observed by the geotechnicr: engineer to confirm that satisfactory
bearing materials are present and that subsurface conditions are consistent with those
encountered in our test borings. If the soil conditions encountered differ from those presented
in this report, supplemental-recommendations will be required.
Basement/Garden-Level Construction: Groundwater was encountered on the site at a
depth of 5'A feet below existing grade. Based on CL,-rent groundwater levels we feel that
crawl space or garden-level construction is feasible on the site. Where practical, we
recommend placing the basement/garden-level floor at !east 3 feet above the level of the
groundwater. Since fluctuations in the level of groundwater are possible. we recommend the
provision of a perimeter foundation drainage system arc.nd the lower ie:e of the structure. In
addition, we understand that because the building sit::: is within the flood plain of Boulder
Creek, special construction details are suggested and Jr required by Weld County to reduce
the impact of site flooding..
We recommend the prowslon of a drain also be considered for proposed crawl space areas, if
w
used. Experience indicat that over a period of time, moist conditions and posssiblystanding
- water can develop in crawl__ .ace areas_ We are available to discuss crawl space dra details
with you, upon request , Inany m event, crawlspace areas should be well ventilated.to facilitate
raac
moisture release.
To reduce the cotentdal for groundwater to enter the basement/garder a:al of the structure.,
should it rise a eve its present level, installation of a dewaterira syste.tt is recommended.
The dewatering system should at a minimum, include an underslac cc=,el drainage layer
sloped to an interior perimeter dra r system.
The lrainace sys;em should of a nimum 4-inch boos-- perforated
embedded in free-draining-grave! ad in a u inc.:'-,-__ nr. :'dth-Theim✓er _this 7-, should __ I fromglieP for ed e.of cc - efloo ab.
in pipe s o it coma Qtain i least 10 in hes h the
try- `-et g .rest foan�at _ mini tfm,of = -..
_ inches. In add ton. tor-, of»> g iationSisEithe frit,. .. should be !ccc.edltat
2 .
•
__� -.__ _sin• ___—
ir,aors
Proposed Single Family Residence Terracon
5610 County Line Road—Lot B
Erie,Co!o ado
Terracon Project No.22055024
imaginary line extending downward at a 1:1 (horizontal:vertical) slope from the bottom edge of
footings does not intersect the nearest edge of the trench. Gravel should extend a minimum
of 2-inches beneath the bottom of the pipe and at least 6-inches above the top of the drain
pipe. The drain trench and pipe should be sloped at a minimum 1/8 inch per foot to a suitable
outlet, sucn as an underdrain system (if available) or to a sump where water can be removed
by pumping.
The underslab drainage layer should consist of a minimum 8-inch thickness of free-draining
gravel meeting the specifications of ASTM C33, Size No. 57 or 67. Cross-connecting
drainage pipes should be provided beneath the slab at regular intervals, and should discharge
to the perimeter drainage system.
Basement walls should be designed for the lateral earth pressures imposed by the soil
backfill. We recommend basement walls be designed for an equivalent fluid pressure of 50
pounds per cubic foot (pcf) for the on-site soils. This value assumes the backfill will not
become saturated during the life of the structure. Fill against foundation walls should be
moistened at or near optimum and well compacted. Compaction of each lift adjacent to
walls should be accomplished with hand-operated tampers or other lightweight compactors.
Over-compaction may cause excessive lateral earth pressures, which could result in wail
movement.
Floor Slab Design and Construction: Swell-consolidation tests performed on samples of
the soils at or near the level of floor slabs typically indicated low swell potential when wetted.
Based on this data and on our experience, we believe slabs-on-grade can be supported on
the site soils with a relatively low potential of excessive movement. The builder/owner
should recognize that concrete floor slabs constructed on low swelling soils could heave and
crack to some degree when the subsoils become wetted. Slab heave on the order of 1 inch
is possible and would be considered normal for soils like those found at this site. If slab
movement can not be accepted or must be reduced, we are available to discuss slab heave
mitigation techniques, at your request.
To reduce potential slab movements, carefully planned and maintained surface drainage will
be important. We recommend the following precautions be observed for on-grade slabs.
These precautions will not eliminate slab movement but they tend to reduce damage when
movement occurs.
7
;.gin, 1.
M agar
Proposed Single Family Residence
5610 County Line Road—Lot B Terracon
Erie,Colorado
Terracon Project No.22055024
Additional floor slab design and construction recommendations are as follows:
• A minimum 2-inch void space should be constructed above, or below non-
bearing partition walls placed on the floor slab. Special framing details and/or
connections should be provided at doorways, stairwells and heating/air-
conditioning units to allow vertical movement.
• Positive separations and/or isolation joints should be provided between slabs
and all foundations, columns or utility lines to allow independent movement.
• Frequent control joints should be provided in slaps r , control the location and
extent of cracking in accordance with the American Concrete Institute (ACI).
• Floor slabs should not be constructed on frozen subgrade.
• Other design and construction considerations, as outlined in the ACI Design
Manual, Section 302.1R are recommended.
Septic System Construction: Percolation rates of 160 to 480 minutes per inch, or less,
•
were obtained from testing conducted in percolation test holes P-1 through P-6. These
values exceed the maximum allowable percolation rate of 60-minutes per inch acceptable
for standard leach field construction as outlined by Weld County tegulations. Accordingly,
an engineered septic system is required for the site.
Excavation: Shallow groundwater and clay soils with relatively high moisture contents were
encountered on the site. The clay soils can be susceptible to disturbance and loss of
strength when subjected to repeated construction wheel loads. To reduce the potential of
"pumping" and softening of the foundation soils and the requirement for corrective work, we
recommend the excavation be completed remotely with a track-hoe. Where excavations
penetrate the groundwater, temporary dewatering will be required during excavation',
foundation work and backfilling operations for proper construction. Pumping from sumps
may be utilized to control water within the excavations.
General Earthwork: Strip and remove existing vegetation and other deleterious materials
from proposed building area. Stripped material- consisting of vegetation and orcanic
materials should be wasted from the site, or ...se; to re-vegetate landscaped areas. Clean
on-site soils or approved imported materials ma: -; used as fill and/or backfill on the site.
Foundation wall backfill should be moistenec at or near optimum and well c,;rpacted.
Particular attention should be paid to proper -paction of bac' ' soils that ,r,`;i su.00rt
8
Proposed Single Family Residence Terracon
5610 County Line Road—Lot B
Erie,Colorado
Terracon Project No.22055024
sidewalks, patios and other exterior concrete slabs in order to reduce movement.
Compaction of each lift adjacent to walls should be accomplished with hand-operated
tampers or other lightweight compactors. Over-compaction may cause excessive lateral
earth pressures that could result in wall movement. New fill placed beneath foundations or
slabs should be moisture conditioned at 2 percent celow, to 2 percent above optimum and
compacted to at least 95 percent of the standard Proctor maximum dry density (ASTM
D698).
Underground Utility Systems: Underground pl,_'cg within or near the proposed structures
should be designed and constructed so minor deviations in alignment do not result in
breakage or distress. Utility knockouts ;- eundation walls should be oversized to
accommodate differential movements.
Corrosion Protection (Concrete): We measured the soluble sulfate concentration for a
representative sample of the subsoils that will likely be in contact with structural concrete. The
sulfate concentration measured in the sample was 1,850 parts per million (ppm). ACI rates the
measured concentration as being a severe risk of concrete sulfate attack. ACI recommends.
the use of Type V cement and a maximum water cement ratio of 0.45 for concrete members
on and below grade. As an alternative, project concrete could be designed using Type II
cement with a minimum of 15 to 20 percent Class fly ash and a maximum water cement
ratio of 0.45. Foundation concrete should be rt signed in accordance with the provisions of
the ACI Design Manual, Section 318, Chapter 4.
Surface Drainage: Positive drainage should be provided during construction and maintained
throughout the life of the proposed residence. Surface drainage will be important to the
performance of foundations and concrete flatwork on this site. Infiltration of water into utility or
foundation excavations must be prevented during and after construction. Planters and other
surface features that could retain water in areas odacent to the building or pavements should
be sealed or eliminated. Backfill against exterior walls should be moistened at or near
optimum and well compacted. In areas where sic walks or paving do not immediately adjoin
the structure, we recommend that protective sloes, where possible, be provided with a
minimum grade of approximately 10 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 construction debris to reduce the possibility of moisture infiltration.
Downspouts, roof drains or scuppers shet.iid discharge into splash :locks or extensions when
the ground surface beneer:- such features is not protected by exterior slabs or paving.
Sprinkler systems should rot be installed or alicc:en to discnarpe ',::ithin 5 feet of foundation
walls. Landscaped irriga or adjacent to the foundation : r:st::nt should be minimized or
eliminated.
tt a
Proposed Sinc,ie Family Residence Terracon
5610 County tine Road—Lot B
Erie,Colorado
Terracon Project No. 22055024
GENERAL COMMENTS
Terracon should be retained to review the final design plans and specifications so
comments can be made regarding interpretation and implementation of our geotechnical
recommendations in the design and specifications. Terracon also should be retained to
provide testing and observation during excavation, grading, foundation and construction
phases of the project.
The analysis and recommendations :presented in this report are based upon the data
obtained from the borings performed at the indicated locations and from other information
discussed in this report. T^J:≥ -.sport does not reflect variations that may occur between
borings, across the site, or due to the modifying effects of weather. The nature and extent
of such variations may not become evident until during or after construction. If variations
appear, we should be immediately notified so that further evaluation and supplemental
recommendations can be provided.
The scope of services for this project does not include either specifically or by implication
any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or
identification cr crevention of pollutants, hazardous materials or conditions. If the owner is
concerned about the potential for such contamination or pollution, other studies should be
undertaken.
This report has been prepared for the exclusive use of our client for specific application to
the project discussed and has been prepared in accordance with generally accepted
geotechnical engineering practices. No warranties, either express or implied, are intended
or made. Site safety, excavation support, and dewatering requirements are the
responsibility of others. In the event that changes in the nature, design, or location of the
project as outlined in this report are planned, the conclusions and recommendations
contained in this report shall not be considered valid unless Terracon reviews the changes
and either verifies or modifies the conclusions of this report in writing.
i0
_ - _.
e
LOG OF TEST BORING NO. TB-1 •
page i of f
CLIENT
Jason Krill
SITE 5610 County Line Road-Lot B PROJECT
Weld County, Colorado Proposed Single Family Residence
SAMPLES TESTS
i I
�t1
1 O ZO e 5 oc n zw
9 ! DESCRIPTION m F w i-n z ?�,
U 2 CC Q i- h Z co O rl
w c Z 5, iw0 r,���
T - fn 111 J o
d ci 2 a_ U z3 wzI � 02ce W=�
6 4Approx. Surface Elev.: 98.5 ft o z >- ct a. s•o Oa. D ov ui Vi o
'"' '07 i _:,�TOPSOIL 98 -
LEAN CLAY with SAND
—
� dark brown, brown, rust, grey, stiff to very
stiff, moist to wet, silty, calcareous, — CL TCB 18/12 21 I '_•5
micaceous. •
I 5 — CL i CB 16/12 24 100 +0.7/500
/4y
//: :, 90.5!' _
brown, rust, beige,. . SANDY LEAN CLAY to CLAYEY SAND —
e, stiff/loose, moist to wet,
silty, g - CL CB 12/12 23 102
r 1 o gC
13 - 85.5 -
SAND with SILT and GRAVEL
brown. beige. rust,dense,wet. _ SP CB 50/10 7
••: I 15 3M
0
is -
- SP SS 50/12 6
20 SM ,
21 77.5 -
CLAYSTONE/SILTSTONE —
grey, weathered to very hard, moist to wet. -
-
— i t
.25 73.5 25 — CB I i
Bottom of Test Boring
v
I I
Z
p .!
_i f !
I •
The stratification lines:epre;en-the approximate bouncary lines
between soit and rct'"::,::es: ;:'.•situ,the transition may as.gradual.
n Vs:C''TER LEVEL OBSERVATIONS, ft BORING STARTED 2-9-U
h
VL : 7 2/9/05 ;Z 3.5 2/10/05 BORING COMPLETE 2-9-01
e .er,
7 Q 11-7,_firacon RI3 Diedrich D-55 •3EMAN ' GO
�� APPROVED . EJr- # 2205502-)
fir. =rJfli" Mrr.+r.+.�..,:
W.•
LOG OF TEST BORING NO. TB-2 Pa4e 1 of 1
Jason Krill
SITE 5610 County Line Road - Lot B PROJECT
Weld County. Colorado Proposed Single Family Residence
I SAMPLES TESTS
0 0 c z
i La H O
o DESCRIPTION c I ec a ! �� zA�
z cnn o zi �' Lu �� fez Jz�
Et L ul 0 Z 3 I-Z >- 1 J2� 5
W ur rn D y w WO <0 CZ 5 I Z O I- ' 5,,,-10
� 1Approx. Surface Elev.: 99.2 ft 0 ❑ 2 I- (2C 0.a 5 0 0 c.I ❑c.)(n 0
0.5 TOPSOIL _
98.7
j LEAN CLAY with SAND
j dark brown, brown, rust, grey, very stiff to
hard, slightly moist to wet, calcareous.
% • ___. CL CB 50/11 12 116 • +7.8/500
•
5 - CL CB 16/12 24 100
a T CL i CB 19/12 27 97 +1.7/5' 0
1 10 1 1
,13 86.2
P. .: SAND with SILT and GRAVEL _
.b brown, beige, rust, dense,wet.
:1 SP CB 50/12
Tom:' 15 84.2 15 SM
Bottom of Test Boring
I �
e
N • I
F
e
j
•
I
E
r.:: : -cA:,:r.::'- represent the approximate to:.:.c•:.•:,lines
ce-,.-an soil and rook types: in-sa;;,the trans'tic•r n-•r•=:gradual.
'.'.'ATER LEVEL OBSERVATIONS, ft BORING STARTED 2-9-05 i
°' " 9.5 2/9105 : • 5.5 2/10/05 BORING COMPLET1OREMAN
D 2-9-0`it
c - - . RIG_Diedrich D-55 1 rr c
A.�` APPROVED :EJP i OB# 220550
v�
_: � iii
..,..,.�_,,,,,... - ���' -�Ril ._.. �,.,•.
a :
v ;
LOG OF TEST BORING NO, TB-3 Page 1 of 1
CLIENT —..
Jason Krill
SITE 5610 County Line Road - Lot B • —.--
; PRO. ECT
' Weld County,Colorado _ Proposed Single Family Residence
I SAMPLES TESTS
•
o DESCRIPTION o _ I M o M 2( o 0 a
_ - ! n c • cc-q z u-ujz `JIo
Q Approx. Surface Elev.: 99.0 ft o D D
F W a 3 O o a 0 o up cn o
0 t, `' TOPSOIL
0.5 -2.5i
LEAN CLAY with SAND -- 1
• dark brown, brown. rust, grey, stiff to very ,
stiff, moist to wet. :alcareous.
CL I I CB 19/12 22 103
•
•
• • 5 CL {CB 12/12 24 102 3080
_i I i
•
. V -
CL CB 14/12 25 99 3720
4 10 89
Bottom of Test Boring 10 i
I
l
" The stratification lines represent the F::.)::•;.•• :,dte bourc3ry lines �
between soil and rock types: in-situ • ::;ansition may be gradual.
WATER LEVEL OBSERVATc. - ft BORING STARTED 2-9-05 I
'v i- 7 Dry 2/9/05 1 8 __'10/05 BORING COMPLETED 2-9-0.1
WWWL '3 X IF Fr actin RIG Diedrich D-55 I FOREMAN G_ _
.NL APPROVED EJP -JOB# 2205502-.
i ! I ! i
1 I 1 •
I i I
g i I ' I =-- — ' I i
I j , s
6 ; ; I
I ; I 1 �
4 I !
0 . ; I
t ! ;
2 I • _ ._ ! ;
• I ! i !
o
1
z 2 •
o I + I I t,
I I l l
Li-
o
z -4 ! 1 ,
o ! •
I .
oI : I
I : : :
I I ! . i !
s ' !
l
I l !
-8 I ! -
-10 I '' I•--- I I I ! I
0.1 1 10 100
APPLIED PRESSURE, k
e Specimen Identification I Ctassificatic:: t, pcf WC,%1
is i TB-1 5.0ft ; Lean Clay with Sand (CL) 100 24 •
0
a
Notes:
cc
C,
.53
SWELL/CONSOLIDATION TEST
a
Proje:.;. 'roposed Single Fu;;i y Residenz_
, Iff2CDfl Site: =:.; County Line Ro'ar' - Lot B We:c county. Colorado'•
o Jot - :'055024 --..
U
o Da=.c . 14-05.:
4 ;-
•
,-...., -
I t;
1
t
I i •
•
l '
i
6 1
I I , , I
i I •I ; i I
•
2 •
i _ I
l ii ,\ I '
I .
I ' \
Z . ' :
a -2 I i
in
o I 1I
o
I ! •
• ! ( ,
l i l i l
-8- - i I . I
I I ' •
•
-10 i I I I L L - 1 I
0.1 1 10 100
APPLIED PRESSURE, ksf
e Specimen Identification I Classification • Y.- pcf WC,%
•I TB-2 2.0ftI Lean Clay with Sand (CL) . '16 12
'o
s
r Notes:
i,
i
-:i i
`:WELL/CONSOLIDATION TEST
Project: Pr,.:.. -:d Single Family Rt,Aence
I
er-racon Site: 5610. Line Road - Lot Y Weld County, Co1c:ado ..
IJob #: 22-
I Date: 2-1,-: :-. ;.:r..
:: : .:.a�fi�� _- - '- !•Ku�+.y�,..r..:r•e�q, - • . .rev --rim.- .._d'. 1
:+ems=-. _ t��� .u'- ::er -
'��. ._ - « �,_.=:. .::JFat. • , �' gip-+..,.. —"AI
-I'
•
II I f
I
I
1 , i iI
i 1 i is
1 I i 1 I
,
I r I 1 I I ,
I
I ! 1I .1 i i
J iii 4 i • 1
J i fw 1
t
.
0.---______________4D 1 ; •
•
o -2 • • _I� 1 ' •
a I
i f
n r I t I
. . J I I
O t :
0 4 - i ; , 1 I , i" I
I i tl ! I
-6 1 1 J1 I I ' L
-8 . _
f
-10 I 1
0.1 1 10 100
PLIED PRESSURE, ksf
I Specimen Identification Classification i Yd, pcf I WC,%a
e I TB-2 9.0ft I Lean Clay with Sand{CL} 97 27
o
0
a
Notes:
w
C
•
O
An
N
O
vf .
•
z SWELL/CONSOLIDATION TEST
• Prc Proposed Single Family Residence
o Tr
errizt, sit,.... -J10 County Line Road - Lot B Weld C,-. -, Colorado
o ... Job 22355024
•
t(` k
•
North American
Resources Company
a Montana PoueranzF.vry
July 13, 1999
•
Joan M Elting
4700 County Road 38
Platteville, CO 80651-9619
Re: Transfer of Interest
•
Dear Mrs. Elting:
By letter dated July 2, 1999, you returned check number 108840 to this office. Tr,s check
was for royalty payments to you on the Becky 2-6 well from February, 1999 through April,
1999. You have advised us that the property was sold to Jason and Amy Krill.
We have returned the amount of the above check to your account and have suspended that
account pending executed Transfer Orders.
Enclosed you will find two (2) copies of our Transfer Orders relative to this interest. The
instrument is effective February 1, 1999 as that is the first production date of the check
that was returned to this office. Please execute and return one copy of the Transfer Order
to this office. We accept counterpart signatures so you do not have to have all signatures
on one copy.
If available, please provide us with a copy of the deed to Jason and Amy Krill as is is
recorded in the county. This can be returned with your executed Transfer Order.
If you should have any questions, please do not hesitate to contact this office.
Very truly yours,
X 71
Mary Kay Thompson
Division Orders/Joint Interests
(406) 496-5267
Enc.
:C East Granite Street•Butte,Montana 5t
Telephone 406-782-4233
Facsimile:406-490-5295(Land,Lease&Accounting)•4C _';0(Engineering)
North American
Resources Company
a Montana Power comp:v;
INSTRUCTION TO ALL INTEREST OWNERS
THE ENCLOSED DIVISION ORDER OR TRANSFER ORDER SHOULD NOT BE ALTERED IN
ANY WAY EXCEPT TO CORRECT SPELLING ERRORS, UNLESS ACCOMPANIED BY
DOCUMENTARY EVIDENCE TO SUPPORT THE CHANGE.
If your name and interest are correctly shown:
INDIVIDUAL- Sign your name as shown and have your signature
witnessed.
CORPORATION- Signature must be attested, corporate seal
affixed and title of party reflected.
PARTNERSHIP- Must be executed by all partners or by an
authorized partner. Please provide copy of
instrument giving partners authority to sign.
AGENT, ATTORNEY-IN-FACT,GUARDIAN ETC - Please provide oy
of power of attorney of other evidence of
party's authority to sign.
If your name has changed because of marriage or divorce, execute the Division Order v,'ith
your current name and send a copy cf the marriage certificate or d'ivo cta decree with your
executed Division Order.
SHOULD YOU FAIL TO PROVi4DE YOUR CORRECT SOCIAL SEC!...41-f. NUMFsLTR OR
TAX IDENTIFICATION,NUMIS7 , THE LAW PROVIDES FOR ^. ViikTF IJOLDING
OF ALL YOUR PROD`UCTIOH. PROCEEDS DUE YOU. PLEA:- ':OMFLETF AND
RETURN THE ENCLOSED W-9 FORM (if one is provided) Wi?-!4. t'OUw. EXECUTED
DIVISION ORDER.
Plec se prcvide your mailing adL. . ..: :.pac: R des.
RETURN ONE COPY OF THE DIVISION ORDER/TRANSFER ORDER IN THE SELF-
ADDRESSED ENVELOPE PROVIDED.
if for any reason a suspense.- cr set out n : e.: r: fur the <caper .
'l ' be set out iiith.your Divis rn Pleasr , to .J. .•..;-ns LI =.9 iPd,( �L'....
DO NOT DETACH THE CXH!r}U 4. r OM THE ;., V
,
;ou.should have any questions about this ins'- -n+ ? :az,e cr-t ry H. r ; ,n
as 406) 496-5261.
16 •r,c r .a,;<.Street• Burr sr
,;echone 4e.'
. ...AP;406 '+' .. Lease&Ae. . .-. .
TRANSFER ORDER
TO: North American Resources Company Date: July 13, 1999
15 East Granite
Butte, MT 597O1
Effective February 1 , 1999, the undersigned has sold, transferred and assigned the interests in the
production from the well set out in Exhibit "A" attached hereto and by this reference made a part of
this transfer, located in Weld County, Colorado.
The transfer evidenced hereby is subject to the terms and conditions of all valid oil and gas leases of
record and any other existing contracts or agreements covering the above lands and interests. The
undersigned Transferor hereby relinquishes all right, title and interest in and to the interest described
in Exhibit "A" attached and proceeds from the sale of production attributed to said interests, as to
the effective date of this transfer.
Commencing with the effective date hereof, you are authorized to credit, as set forth on Exhibit "A",
the production to Transferee, its heirs, devisees, successors, legal representatives and assigns.
•
The undersigned Transferee, and each of them, guarantee and warrant that they are the legal owners
of the interest in product1/2n frcm the described property in the proportions set out and hereby
authorize you to receive production from said property in accordance with the terms of any oil, gas
or other existing sales agreement and to give credit therefor, until further notified, as stated herein.
This transfer shall be binding upon all parties agreeing hereto irrespective of whether all parties
herein execute the same or counterpart orders.
TRANSFEROR
Attest/Witness:
an M Elting
TRANSFEREES
Attest/Witness:
/4/47
Jason Krill
Attest. . ...ness: / . .
Amy Krill
�
Tax ID#
Transferee, ".:ailing Address:
EXHIBIT "A"
TRANSFER ORDER
LEGAL DESCRIPTION
Township 1 North, Range 68 West
Section 6: NW4
Weld County, Colorado
WELL NAMES
CO.4277 Becky 2-6
OWNERSHIP TRANSFERRED
19848 Joan M Elting 0
4700 County Road 38
Platteville, CO 80651-9619
27166 Jason and Amy Krill .40389% RI
5610 Weld County Road One
Erie, CO 80516
Hello