HomeMy WebLinkAbout20003128.tiff DEPARTMENT OF PLANNING SERVICES
1555 N. 17th Avenue, Greeley, CO 80631
Phone (970) 353-6100, Ext. 3540, Fax (970)304-6498
USE BY SPECIAL REVIEW APPLICATION
Application Fee Paid Receipt# Date
Recording Fee Paid Receipt# Date
Application Reviewed by:
TO BE COMPLETED BY APPLICANT: (Please print or type, except for necessary signature)
LEGAL DESCRIPTION OF SPECIAL REVIEW PERMIT AREA: JOt 0CAwtri
rdr ` C� -
xemption4OQl /-/4- -k� y(o frown acf 5E/4 Stc�, ly,T5,Aor , n ...
Wes+ of 6,' :2;4' 14'4i s4a i. f
PARCEL NUMBER: I I 'V 0 0 0. G 6 (12 digit number- found on Tax I.D.
Information or obtained at the Assessor's Office.
Section /y , T 5 N, R 6,] W-Total Acreage/C ea Zone District II Overlay Zone
Property Address (if available) — /-/IVY ,3t/
Proposed Use e:xitended Leut'iwii-
J
SURFACE FEE (PROPERTY OWNERS) OF AREA PROPOSED FOR THE SPECIAL REVIEW
PERMIT
Name: JAne L. a-m, Address: 1//.5.2 7/ ,AYG.
City/State/Zip: Greeley, "'tome Tele hon 9"ib
p � )�3-44, Business Telephone
Name: Address:
City/State/Zip: Home Telephone: Business Telephone
APPLICANT OR AUTHORIZED AGENT (if different than above
Name:
Address: City/State/Zip:
Home Telephone: _Business Telephone:
DEPARTMENT OF PLANNING SERVICES USE ONLY
Case#
Floodplain: 7] Yes ❑ No Geologic Hazard: Li Yes a No
I hereby state that all statements and plans submitted with the application are true and correct to the best of
my knowledge. 6pity
Rev: 1-27-97 Sign ure: Owner or Authorized Agent
=i . ..�f.c,.zii(
EXHIBIT 1
D
D
a9
2000-3128
USE BY SPECIAL REVIEW QUESTIONAIRE
ANSWERS
1. Explain, in detail, the proposed use of the property.
• Primary purpose of the property under special review will be as a private residence,
grass hay production and grazing.
• The property may also be used as an educational setting for historical simulations for a
target audience of the local fifth grade elementary students.
• The property may also be utilized as a summer day camp for 8-12 year old children.
2. Explain how this proposal is consistent with the intent of the Weld County
Comprehensive Plan.
• The use of this property should be consistent with any Weld County Comprehensive
Plan that would include access by the local urban youth to a rural/agricultural
environment with the intent to educate them on the history that created Weld County.
Surrounding parcels of land, which can be easily viewed from the facility, include crop
farming, dairy farming, wet lands and river bottom. This should provide an environment
conducive to the study of not only the history of this area but of the present day land
usage as well.
3. Explain how this proposal is consistent with the intent of the Weld County Zoning
Ordinance and the zone district in which it is located.
• The property under special review will be used for hay production and grazing as well as
an educational setting for youth.
4. What type of uses surrounds the site? Explain how the proposed use is consistent
and compatible with surrounding land uses.
• The types of land use surrounding the special review site are crop farming, dairy
farming, and grazing.
• The proposed land use for this property includes hay farming and grazing as well as
providing the area urban youth exposure to the rural/agricultural environment.
5. Describe, in detail, the following:
a) How many people will use this site?
- Two people will use this site as a permanent residence.
- Approximately 1400 students are anticipated to use this site throughout a year's
time.
b) How many employees are proposed at this site?
- Approximately five employees are proposed on a part time basis.
c) What are the hours of operation?
- The hours of operation during the school year will be from 10 a.m. - 2 p.m. for a
scheduled day field trip.
- The hours of operation during the school year will be from 10 a.m. one day to 9
a.m. the next day for a scheduled over night field trip.
- The hours of operation during the summer day camp will be daily from 8 a.m.- 4
p.m.
d) What type and how many structures will be erected (built) on this site?
- Wood framed stucco residence.
- Pole barn with wood siding.
e) What type and how many animals, if any, will be on this site?
- 50 cows
- 2 mules
- 6 chickens
- 2 goats
- 6 ducks
f) What kind of (type, size, weight) of vehicles will access this site and how often?
- Approximately two school bus loads of students per week for approximately five
weeks in the early fall and five weeks in the late spring.
- The arrival and departure by personal vehicles of up to thirty students and five
employees each morning and afternoon, five days per week for eight weeks.
g) Who will provide fire protection to the site?
- Union Colony Fire Authority — Station #4
h) What is the water source on the property? (Both domestic and irrigation).
- 3 shares of Union Ditch Irrigation
- Irrigation well
- Domestic water tap provided by Central Weld Water District.
i) What is the sewage disposal system on the property? (Existing and proposed).
- No sewage disposal system exists on the property at this time.
- A domestic septic system will be installed upon approval for a building permit.
j) If storage or warehousing is proposed, what type of items will be stored?
- Not applicable.
6. Explain the proposed landscaping for the site. The landscaping shall be separately
submitted as a landscape plan map as part of the application submittal.
• Landscaping will include native grasses, trees and plants.
7. Explain any proposed reclamation procedures when termination of the Use by Special
Review activity occurs.
• The structure will be used only as a private residence.
8. Explain how the storm water drainage will be handled on the site.
• Storm water from the property under special review will drain by the existing sloping
terrain to the river bottom.
9. Explain how long it will take to construct this site and when construction and
landscaping is scheduled to begin.
• The estimated construction time is 10 months.
• Construction and landscaping is scheduled to begin as soon as all building permits and
special reviews are approved.
10. Explain where storage and/or stockpile of wastes will occur on the site.
• Waste will be stockpiled in a waste container located on the property and removed
weekly by a commercial waste company.
GEOTECHNICAL ENGINEERING REPORT
PROPOSED RESIDENCE AND SEPTIC SYSTEM
WELD COUNTY ROAD 47 AND HIGHWAY 34
KERSEY, COLORADO
TERRACON PROJECT NO. 21005067
April 28, 2000
Prepared for:
Jensen Quality Custom Homes
7049 West "C" Street
Greeley, Colorado 80634
Attn: Mr. Jay Jensen
Prepared by:
Terracon
1289 First Avenue
Greeley, Colorado 80631
EXHIBIT
/ 0
llerrecon
1lerracon
April 28, 2000
Jensen Quality Custom Homes
7049 West "C" Street
Greeley, Colorado 80634
Attn: Mr. Jay Jensen
Re: Geotechnical Engineering Report
Proposed Residence and Septic System
Weld County Road 47 and Highway 34
Terracon Project No. 21005067
Terracon has completed a geotechnical engineering exploration for the proposed residence and
septic system to be located north of the intersection of Weld County Road 47 and Highway 34 near
Kersey, Colorado.
The results of our engineering study, including the boring location diagram, laboratory test results,
test boring records, and the geotechnical recommendations needed to aid in the design and
construction of foundations and other earth connected phases of this project are attached.
The subsurface soils at the site consisted of silty sand and well graded sand with gravel. The results
of our field exploration and laboratory testing indicate that the soils are non-expansive and have low
to moderate load bearing capabilities.
Based on the geotechnical engineering analyses, subsurface exploration and laboratory test results,
it is our opinion that the proposed residence may be supported on a spread footing foundation
system. Slab on grade may be utilized for the interior floor system. A standard septic appears
feasible at the site.
Other design and construction recommendations, based upon geotechnical conditions, are
presented in the report.
Geotechnical Engineering Report
Weld County Road 47 and Highway 34
Terracon Project No. 21005067
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, inspection, design and consulting services, please do not hesitate to
contact us.
Sincerely,
TERRACON
Prepared by: t'
Doug Le fgr , P. ,
Office Manager/Senior Geologist
Reviewed by:
Lewis Daniel Israel, P.E.
Principal
Copies to: Addressee (4)
ii
TABLE OF CONTENTS
Page No.
Letter of Transmittal
INTRODUCTION 1
PROPOSED CONSTRUCTION 1
SITE EXPLORATION 1
Field Exploration 2
Laboratory Testing 2
SITE CONDITIONS 3
SUBSURFACE CONDITIONS 3
Soil Conditions 3
Field Test Results 3
Groundwater Conditions 4
ENGINEERING ANALYSES AND RECOMMENDATIONS 4
Geotechnical Considerations 4
Foundation Systems 4
Floor Slab Design and Construction 5
Septic System Construction 6
Earthwork 7
General Considerations 7
Site Preparation 7
Fill Materials and Placement 7
Additional Design and Construction Considerations 8
Exterior Slab Design and Construction 8
Surface Drainage 9
GENERAL COMMENTS 9
TABLE OF CONTENTS (Cont'd)
APPENDIX A
Site Plan
Logs of Borings
APPENDIX B
Laboratory Test Results
APPENDIX C
General Notes
Unified Soil Classification
GEOTECHNICAL ENGINEERING REPORT
PROPOSED RESIDENCE AND SEPTIC SYSTEM
WELD COUNTY ROAD 47 AND HIGHWAY 34
KERSEY, COLORADO
TERRACON PROJECT NO. 21005067
APRIL 28, 2000
INTRODUCTION
This report contains the results of our geotechnical engineering exploration for the proposed
residence and septic system to be located north of the intersection of Weld County Road 47 and
Highway 34 near Kersey, Colorado. The site is located in the southeast quarter of Section 14,
Township 5 North, Range 65 West of the 6th Principal Meridian.
The purpose of these services is to provide information and geotechnical engineering
recommendations relative to:
• subsurface soil and bedrock conditions
• groundwater conditions
• foundation design and construction
• floor slab design and construction
• septic systems
• earthwork
• drainage
The recommendations contained in this report are based upon the results of field and laboratory
testing, engineering analyses, and experience with similar soil conditions, structures and our
understanding of the proposed project.
PROPOSED CONSTRUCTION
As we understand it, the project will consist of building a single-family residence that will have a
slab on grade construction and four bedrooms. Final grades were not available at the time of site
exploration, although we assume the first floor of the residence will be at or slightly above the
existing site grade.
SITE EXPLORATION
Geotechnical Engineering Report
Weld County Road 47 and Highway 34
Terracon Project No. 21005067
The scope of the services performed for this project included a site reconnaissance by an
engineering geologist, a subsurface exploration program, laboratory testing and engineering
analyses.
Field Exploration
A total of nine test borings were drilled on April 3, 2000. The borings were drilled to approximate
depths of 3 to 15 feet at the locations shown on the Site Plan, Figure 1. Two borings were drilled
within the footprint of the proposed building, and six borings, including a soil profile boring were
drilled in the area of proposed septic system. Additionally, one boring was drilled in a possible
borrow area. Percolation tests were conducted in general accordance with Weld County
requirements. All borings were advanced with a truck-mounted drilling rig, utilizing 4- and 6-inch
diameter solid stem augers.
The borings were located in the field by pacing from property lines and/or existing site features.
Ground surface elevations at each boring location were obtained by measurements with an
engineer's level from a temporary bench mark (TBM) shown on the Site Plan. The accuracy of
boring locations and elevations should only be assumed to the level implied by the methods used
to determine each.
Lithologic logs of each boring were recorded by the engineering geologist during the drilling
operations. At selected intervals, samples of the subsurface materials were taken by pushing thin-
walled Shelby tubes, or by driving split-spoon samplers.
Penetration resistance measurements were obtained by driving the split-spoon into the subsurface
materials with a 140-pound hammer falling 30 inches. The penetration resistance value is a useful
index in estimating the consistency, relative density or hardness of the materials encountered.
Groundwater conditions were evaluated in each boring at the time of site exploration, and two days
after the drilling.
Laboratory Testing
All samples retrieved during the field exploration were returned to the laboratory for observation by
the project geotechnical engineer and were classified in accordance with the Unified Soil
Classification System described in Appendix C. At that time, the field descriptions were confirmed
or modified as necessary and an applicable laboratory testing program was formulated to
determine engineering properties of the subsurface materials. Boring logs were prepared and are
presented in Appendix A.
2
Geotechnical Engineering Report
Weld County Road 47 and Highway 34
Terracon Project No. 21005067
Laboratory tests were conducted on selected soil 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. All laboratory tests were performed in general
accordance with the applicable ASTM, local or other accepted standards.
Selected soil samples were tested for the following engineering properties:
• Water Content • Grain size
• Dry Density
SITE CONDITIONS
The site is located in an agricultural field that had been prepared for planting. The property was
not vegetated at the time of the site exploration. Surface drainage is very poor to the north. The
site is bordered to the south, and west by agricultural ground. An irrigation ditch is located along
the eastern boundary of the property approximately 250 feet from the proposed residence. The
South Platte River flood plain in located north and topographically below the residential site. The
possible borrow area is located in the flood plain.
SUBSURFACE CONDITIONS
Soil Conditions
As presented on the Logs of Boring, surface soils to depths of approximately two feet consisted of
silty sand. The materials underlying the surface soils and extending to the maximum depth of
exploration consisted of well graded sand with gravel.
Field Test Results
Field test results indicate that the upper sand soils are loose in relative density, and the lower sand
soils vary from loose to dense in relative density.
Percolation testing conducted in the area of the proposed soil absorption bed are summarized as
follows:
3
Geotechnical Engineering Report
Weld County Road 47 and Highway 34
Terracon Project No. 21005067
4 54g - '' IbeiFolMlon Test gesult5 %o
,Test Hole "n s�: i, Classtfrtcatron ' 1. m nutes/in h)
am'
3 36 SM 6
4 36 SM 4
5 36 SM 9
6 36 SM 8
7 36 SM 5
8 36 SM 6
Field test results indicate the soils in the area of the proposed septic system have good percolation
characteristics.
Groundwater Conditions
Groundwater was not observed in the test borings for the residence or the leach field at the time of
field exploration, nor when checked two days after the drilling. The boring in the borrow area
encountered groundwater at a depth of approximately 4'/2 feet at the time of the drilling. 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 conditions can change with varying
seasonal and weather conditions, and other factors.
ENGINEERING ANALYSES AND RECOMMENDATIONS
Geotechnical Considerations
The following foundation systems were evaluated for use on the site:
• spread footings bearing on undisturbed soils and/or engineered fill;
Design and construction recommendations for foundation systems and other earth connected
phases of the project are outlined below.
Foundation Systems
Due to the presence of non- to low-swelling soils on the site, spread footing foundations bearing
upon undisturbed subsoils and/or engineered fill appear suitable for support for the proposed
structure. The footings may be designed for a maximum bearing pressure of 1,500 psf. The
design bearing pressure applies to dead loads plus design live load conditions. The design
4
Geotechnical Engineering Report
Weld County Road 47 and Highway 34
Terracon Project No. 21005067
bearing pressure may be increased by one-third when considering total loads that include wind or
seismic conditions.
Exterior footings should be placed a minimum of 30 inches below finished grade for frost protection
and to provide confinement for the bearing soils. Finished grade is the lowest adjacent grade for
perimeter footings.
Footings should be proportioned to reduce differential foundation movement. Proportioning on the
basis of equal total settlement is recommended; however, proportioning to relative constant dead-
load pressure will also reduce differential settlement between adjacent footings. Total settlement
resulting from the assumed structural loads is estimated to be on the order of 3/4 inch or less.
Differential settlement should be on the order of 1/2 to 3/4 of the estimated total settlement.
Additional foundation movements could occur if water from any source infiltrates the foundation
soils; therefore, proper drainage should be provided in the final design and during construction.
Foundations and masonry walls should be reinforced as necessary to reduce the potential for
distress caused by differential foundation movement. The use of joints at openings or other
discontinuities in masonry walls is recommended.
Foundation excavations should be observed by the geotechnical engineer. If the soil conditions
encountered differ significantly from those presented in this report, supplemental recommendations
will be required.
Floor Slab Design and Construction
Some differential movement of a slab-on-grade floor system is possible should the subgrade soils
become elevated in moisture content. To reduce potential slab movements, the subgrade soils
should be prepared as outlined in the earthwork section of this report.
Additional floor slab design and construction recommendations are as follows:
• Positive separations and/or isolation joints should be provided between slabs and all
foundations, columns or utility lines to allow independent movement.
• Control joints should be provided in slabs to control the location and extent of
cracking.
• Interior trench backfill placed beneath slabs should be compacted in accordance
with recommended specifications outlined below.
5
Geotechnical Engineering Report
Weld County Road 47 and Highway 34
Terracon Project No. 21005067
• Floor slabs should not be constructed on frozen subgrade.
Septic System Construction
Field test results indicate that a standard septic system and leach field (soil absorption bed) is
feasible for construction on the site at the location of percolation test holes 3 through 8. The
system should be designed in accordance with applicable state and county requirements and
should be located at the minimum distances from all pertinent ground features described in Weld
County regulations. An average percolation rate of 712 minutes per inch is recommended for
design purposes.
No groundwater or bedrock was encountered in the soil profile boring located at the proposed soil
absorption bed. Accordingly, the leach field may be constructed to a depth of four feet from
existing site grade.
Additional design criteria for septic system construction are as follows:
• Based upon the proposed residence containing four bedrooms, the proposed soil
absorption bed should include a minimum of 760 square feet in plan view.
• A minimum 1,250-gallon capacity septic tank should be used in the design and
construction.
• Distribution lines within the soil absorption bed should consist of 3- or 4-inch
diameter perforated plastic or similar pipe approved in governing regulations.
Distribution lines should be placed the full length of the proposed absorption bed or
trench and should not exceed 100-feet in length. Distribution lines should be
spaced at a maximum of 6 feet on center with the perimeter lines placed within 3
feet of all sides in the absorption bed.
• Absorption beds should be backfilled with a minimum 12 inch thickness of clean
graded gravel ranging in size from 3/4 to 2-1/2 inches in diameter. The gravel
should extend a minimum of 6 inches below and 2 inches above the distribution
pipes.
• The gravel bed should be completely covered with untreated building paper prior to
final soil cover. Final soil cover should be a minimum of 12 inches in thickness and
6
Geotechnical Engineering Report
Weld County Road 47 and Highway 34
Terracon Project No. 21005067
suitable for vegetative growth. The surface of the soil cover should be graded for
positive surface drainage and to reduce the possibility of surface water infiltration.
Earthwork
General Considerations
The following presents recommendations for site preparation, excavation, subgrade
preparation and placement of engineered fills on the project.
All earthwork on the project should be observed and evaluated by Terracon. The
evaluation of earthwork should include observation and testing of engineered fill, subgrade
preparation, foundation bearing soils, and other geotechnical conditions exposed during the
construction of the project.
Site Preparation
Strip and remove existing vegetation, debris, and other deleterious materials from proposed
building and pavement areas. All exposed surfaces should be free of mounds and
depressions which could prevent uniform compaction.
Stripped materials consisting of vegetation and organic materials should be wasted from the
site, or used to revegetate landscaped areas or exposed slopes after completion of grading
operations.
If unexpected fills or underground facilities are encountered, such features should be
removed and the excavation thoroughly cleaned prior to backfill placement and/or
construction.
The individual contractor(s) is responsible for designing and constructing stable, temporary
excavations as required to maintain stability of both the excavation sides and bottom. All
excavations should be sloped or shored in the interest of safety following local, and federal
regulations, including current OSHA excavation and trench safety standards.
Fill Materials and Placement
Clean on-site soils or approved imported materials may be used as fill material.
Imported soils (if required) should conform to the following:
7
Geotechnical Engineering Report
Weld County Road 47 and Highway 34
Terracon Project No. 21005067
Percent fines by weight
Gradation (ASTM C1361
6" 100
3" 70-100
No. 4 Sieve 50-100
No. 200 Sieve 50 (max)
• Liquid Limit 30 (max)
• Plasticity Index 5 (max)
Engineered fill should be placed and compacted in horizontal lifts, using equipment and
procedures that will produce recommended moisture contents and densities throughout the
lift. Recommended compaction criteria for engineered fill materials are as follows:
Minimum Percent
Material (ASTM D6981
Scarified subgrade soils 95
On-site and imported fill soils:
Beneath foundations 95
Beneath slabs 95
On-site or imported sand soils should be compacted within a moisture content range of 3
percent below to 3 percent above optimum unless modified by the project geotechnical
engineer.
Additional Design and Construction Considerations
Exterior Slab Design and Construction
Exterior slabs-on-grade, exterior architectural features, and utilities founded on, or in backfill
may experience some movement due to the volume change of the backfill. Potential
movement could be reduced by:
• minimizing moisture increases in the backfill
• controlling moisture-density during placement of backfill
8
Geotechnical Engineering Report
Weld County Road 47 and Highway 34
Terracon Project No. 21005067
• using designs which allow vertical movement between the exterior features and
adjoining structural elements
• placing effective control joints on relatively close centers
Surface Drainage
Positive drainage should be provided during construction and maintained throughout the life
of the proposed project. Infiltration of water into utility or foundation excavations must be
prevented during construction. Planters and other surface features which could retain water
in areas adjacent to the building or pavements should be sealed or eliminated. In areas
where sidewalks or paving do not immediately adjoin the structure, we recommend that
protective slopes be provided with a minimum grade of approximately 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 all construction debris to
reduce the possibility of moisture infiltration.
Downspouts, roof drains or scuppers should discharge into splash blocks or extensions
when the ground surface beneath such features is not protected by exterior slabs or paving.
Sprinkler systems should not be installed within 5 feet of foundation walls. Landscaped
irrigation adjacent to the foundation system should be minimized or eliminated.
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.
This report does not reflect variations which may occur between borings or across the site. The
nature and extent of such variations may not become evident until construction. If variations
appear, it will be necessary to reevaluate the recommendations of this report.
The scope of services for this project does not include either specifically or by implication any
environmental assessment of the site or identification of contaminated or hazardous materials or
conditions. If the owner is concerned about the potential for such contamination, other studies
should be undertaken.
9
Geotechnical Engineering Report
Weld County Road 47 and Highway 34
Terracon Project No. 21005067
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. 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.
10
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PROPOSED
RESIDENCE
No.2
APPROX 250 FT.
so—
BORING LOCATION PLAN
PROPOSED RESIDENCE AND SEPTIC SYSTEM
WELD COUNTY ROAD 47 AND HIGHWAY 34
XERSEY,COLORADO
FOR JENSEN DUALITY CUSTOM HOMES
DML Rc4ea No.
21005067
DisatoodBY.
ClerJmE 1789 FIRST AVENUE Doc 4-27-00
kV B' DML GREELEY,COLORADO 80831 Cam 9y. DML
DUARAM IS FOR yIFNFRII LOCATON ONLY,
AND IS NOT INTENDED FOR O3N81RUCD0N PURPOSES ,Ii NYnc Fs..It.
,
Page l of lLOG OF BORING No. 1
CLIENT ARCHITECT/ENGINEER
Jensen Quality Custom Homes
SITE Weld County Road 47 and Highway 34 PROJECT
Kersey, Colorado Proposed Residence and Septic System
! SAMPLES TESTS
O w I s H w
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DESCRIPTION 2 N G o Z3 H 0 UW
a Lft
U U F-,j �0 Z��
eL ul to I j- [.cl aC O ,
O ! Approx. Surface Elev.: 99.5 ft. C '� Z i :A= 2c..;.Inc.. ;
,^;);' 0.5 TOPSOIL6" 99.0 SM 11SSl 18"I 7 16�.
SILTY SAND
Brown, moist, loose 'i ,
2.0 97.5 s
-1
WELL GRADED SAND WITH GRAVEL ISW 21ST 12"I 2 . 103
Tan, dry, loose to dense -. F
3 I SS 12.,' 6 2 I
- 5
,- _ 1 III III
_', 4 SS 12" 9
10 ~I
_ _ 5 SS 12" 33 2
_ _ 15.0 84.5
BOTTOM OF BORING 15
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN-SITU,THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 4-3-00
WL H None W.D.FS None A.B. BORING COMPLETED 4-3-00
WL lerr acon RIG CME-55 FOREMAN DBC
V L Water Checked 2 Days A.B. APPROVED DML I JOB// 21005067
• •
LOG OF BORING No. 2 Page 1 of 1
CLIENT ARCHITECT/ENGINEER
Jensen Quality Custom Homes
SITE Weld County Road 47 and Highway 34 PROJECT
Kersey, Colorado Proposed Residence and Septic System
SAMPLES F TESTS
O I a CI IH � tv
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DESCRIPTION F=- W m O Z3 F_ a Z
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CD Approx. Surface Elev.: 99.5 ft. '� = z H z rnw 2 I Za etc
0.5 TOPSOIL 6" 99.0 SMI I , SS 18 9 18
SILTY SAND i I
I� Brown, moist, loose
2.0 97.5
I
WELL GRADED SAND WITH GRAVEL SWi ST l2" 2 106
Tan, dry, loose to medium dense -I
3ISSI 12" 7 2 .
5
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4 SSi 12 4 3
10
5SS 12 113 3
15.0 84.5 15
BOTTOM OF BORING '
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN-SITU,THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 4-3-00
WL 1 None W.D. = None A.B. BORING COMPLETED 4-3-00
WL err acon RIG CME-55 FOREMAN DBC
t L I Water Checked 2 Days A.B. APPROVED DML JOB# 21005067
LOG OF BORING No. 3 Page 1 of 1
CLIENT ARCHITECT/ENGINEER
Jensen Quality Custom Homes
SITE Weld County Road 47 and Highway 34 PROJECT
Kersey, Colorado Proposed Residence and Septic System
SAMPLES TESTS
c H A
O DESCRIPTION a W w 'at
w `a m > z F. Q ,p z '
w 1 a' L a J o av zap
O Approx. Surface Elev.: 99.5 ft. 0 a z EH• a cnw Ara. acna,
0.5 TOPSOIL 6" 99.0 I -SM I
SILTY SAND
Brown, moist, loose
2.0 97.5 I
H WELL GRADED SAND WITH GRAVEL !SW I
3.0 Tan, dry, loose 96.5
I BOTTOM OF BORING
I II ,III
I
!
I
I I
I
I I
I I I
I I I
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN-SITU,THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 4-3-00
µ'L 4 None W.D. Y None A.B. BORING COMPLETED 4-3-00
WL ierr acon RIG CME-55 FOREMAN DBC
µ'L Water Checked 2 Days A.B. APPROVED DML JOB if
21005067
LOG OF BORING No. 4 Page 1 of 1
CLIENT ARCHITECT/ENGINEER
Jensen Quality Custom Homes
SITE Weld County Road 47 and Highway 34 PROJECT
Kersey, Colorado Proposed Residence and Septic System
I i SAMPLES I TESTS
ski F O
O F' co " w Z S
L.)
DESCRIPTION z w W Z� 0 m Zv
n. Ern: v cu o , 3 cn Ca Cw
w ca Z �.. w ct o CCLU ZE--�
C7 Approx. Surface Elev.: 99.5 ft. O 'a Z F- cd ulna Oa. 'a vna
0.5 TOPSOIL 6" 99.0 ISM
SILTY SAND I
Brown, moist, loose 1
2.0 97.5 1 1 i
WELL GRADED SAND WITH GRAVEL SW
—
3.0 Tan, �Y, loose 96.5
BOTTOM OF BORING i
I I
I
!
I
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN-SITU,THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 4-3-00
WL 4 None W.D. Y None A.B. BORING COMPLETED 43-00
WL I 1 uerr acon RIG CM -5$ FOREMAN DBC
wt. I Water Checked 2 Days A.B. APPROVED DMI, I JOB# 21005067
r 1
LOG OF BORING No. 5 Page 1 of 1
CLIENT l ARCHITECT/ENGINEER
Jensen Quality Custom Homes
SITE Weld County Road 47 and Highway 34 PROJECT
Kersey, Colorado Proposed Residence and Septic System
SAMPLES TESTS
O IF' ID
C7 • m u I za
o CL
DESCRIPTION x rn m > ZA H a �Z
¢a. a. U a. UU ?.O O a t. .U aEc'�
C Approx. Surface Elev.: 99.5 ft. o a Z F a Inaw an. a'en a.
0.5 TOPSOIL 6" 99.0 SM 1
, SILTY SAND —
—
Brown, moist, loose
2.0 97.5
- WELL GRADED SAND WITH GRAVEL SW
__ 3.0 Tan, dry, loose 96.5 i
BOTTOM OF BORING
II
II
I
I
I I
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN-SITU,THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 4-3-00
WL 2 None WD. = None A.B. BORING COMPLETED 4-3-00
WL 1 ie rr acon RIG CME-55 'FOREMAN DBC
WL Water Checked 2 Days A.B. APPROVED DML JOB# 21005067 4
I LOG OF BORING No. 6
Page 1 of 1
CLIENT
ARCHITECT/ENGINEER
Jensen Quality Custom Homes
SITE Weld County Road 47 and Highway 34 PROJECT
Kersey, Colorado Proposed Residence and Septic System
o .a SAMPLES TESTS
O fr w
U DESCRIPTION , .c4
w x Z ME F
x
a Cel C c a O z3 - ° o?
w ch = y. w a� o �w zccc,
O Approx. Surface Elev.: 99.5 ft. 0 Z F- ca chm 4 L1a ]tea
0.5 TOPSOIL 6" 99.0 SM
•
SILTY SAND F
Brown, moist, loose —
_
2.0
97.5
WELL GRADED SAND WITH GRAVEL
Tan, dry, loose to medium dense —
5—
_
SW 1 SS 12" 5 2
= 8.0 91.5 J
BOTTOM OF BORING I
' I
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN-SITU,THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 4-3-00
WL r4 None W.D. = None A.B. BORING COMPLETED
1 ierracon RIG 4-3-00
WL CME-$$ FOREMAN DBC
WL Water Checked 2 Days A.B. APPROVED Dom, JOB# 21005067
LOG OF BORING No. 7 Page 1 of 1
CLIENT ARCHITECT/ENGINEER
Jensen Quality Custom Homes
SITE Weld County Road 47 and Highway 34 PROJECT
Kersey, Colorado Proposed Residence and Septic System
SAMPLES TESTS
Li
o o F w
z zz
x F.
DESCRIPTION w j z-- a uJ z0
p co F q z
w Cl) a a w a_ O c4r) ZFN
O Approx. Surface Elev.: 99.5 ft. L1 a Z F a coo Oa. v]a i
^I 0.5 TOPSOIL 6" 99.0 SM
SILTY SAND
Brown, moist, loose r
2.0 97.5 I I
WELL GRADED SAND WITH GRAVEL SWI
- 3.0 Tan, dry, loose
- 96.5
BOTTOM OF BORING I
'
i I
i � I
i
i
� I
i
I
II
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN-SITU,THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 4-3-00
WL S? None W.D. T None A.B. BORING COMPLETED 4-3-00
WL err acon RIG CME-55 FOREMAN DBC
WL Water Checked 2 Days A.B. APPROVED DML JOB if 21005067
LOG OF BORING No. 8 Page 1 of 1
CLIENT ARCHITECT/ENGINEER
Jensen Quality Custom Homes _
SITE Weld County Road 47 and Highway 34 PROJECT
Kersey, Colorado Proposed Residence and Septic System
SAMPLES TESTS
o O Fr
o t z LU z ZF
U DESCRIPTION x m w Z.
F q ZO
x O th
o¢. H C) a �U � O � w Vau
WCl) >-' W ras.] O WU ZFcn '
t0-7 Approx. Surface Elev.: 99.5 ft. o a Z H 'Y' vIw aa. ]"'°"
0.5 TOPSOIL 6" 99.0 SM
-
SILTY SAND —
Brown, moist, loose
—
2.0 97.5
WELL GRADED SAND WITH GRAVEL HSW
- 3.0 Tan, dry, loose 96.5 7
BOTTOM OF BORING
I
li
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN-SITU,THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 4-3-00
WL 4 None W.D. Y. None A.B. � ierr acon BORING COMPLETED 4-3-00
WL RIG CME-55 FOREMAN DBC
WL Water Checked 2 Days A.B. APPROVED DML JOB# 21005067
LOG OF BORING NO. 9 Page 1 of i
CLIENT ARCHITECT/ENGINEER
Jensen Quality Custom Homes
SITE Weld County Road 47 and Highway 34 PROJECT
Kersey, Colorado Proposed Residence and Septic System
SAMPLES TESTS
CD a s F W
a • W
a a a z wF
DESCRIPTION x Cn �w wj Z(4 F q 02
n w
'� o. U
d O a z
O Q O Z F a ccnPca.M an. Ocnoo..
0.5 TOPSOIL 6" SW
WELL GRADED SAND WITH GRAVEL
Tan, moist to wet, medium dense
H
_
e---— 8.0 1
BOTTOM OF BORING
1
I I
I I
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN-SITU,THE TRANSITION MAYBE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 4-3-00
WL4.5' W.D. ORING COMPLETED 4-3-00
WLT
lbrr acon RIG CME-55 FOREMAN DBC
wL I Hole Filled in A.B.
APPROVED Db1L JOB# 21005067
t( U.S.SIEVE OPENING IN INCUES I U.S.SIEVE NUMBERS I HYDROMETER
6 4 3 2 11. 2 3/8 3 4 6 8 10 1416 20 30 40 50 70 1001 70
100 I 11 I II I I I II III I MI
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I\\:3 I II
II
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F 60 \\\ '
I I I
N I H . I I
E 50 •\ I
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B \ H I Ii I
Y 40 \ I I ! I
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20 i � II
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100 10 I 0.1 0.01 0.001
GRAIN SIZE IN MILLIMETERS
COBBLES GRAVEL SAND SILT OR CLAY
coarse I fine coarse medium I fine
Specimen Identification Classification MC% LL I PL I PI . Cc ! Cu
•I 1 3.0 Well Graded Sand with Gravel 2 I 0.99 15.3
1 2 8.0 Well Graded Sand with Gravel 3 0.74 15.3
Specimen Identification D100 D60 D30 I D10 %Gravel %Sand %Silt %Clay
• 1 3.0 25.00 3.41 0.868 0.2229 31.0 65.8 3.2
On 2 8.0 37.50 2.47 0.543 0.1620 26.0 69.3 I 4.7
i
- PROJECT Proposed Residence and Septic System-Weld JOB NO. 21005067
-- County Road 47 and Highway 34 DATE 4/27/00
GRADATION CURVES
Terracon
Slab Greeley, Colorado
DRIWNG AND EXPLORATION
-- DRIWNG & SAM PUNG SYMBOLS:
RS : Ring Sampler - 2.42" I.D.
- SS : Split Spoon - 1_" I.D., 2" O.D., unless otherwise noted PS : Piston Sample
ST : Thin-Walled Tube— 2-1/2" I.D., unless otherwise noted WS : Wash Sample
PA : Power Auger FT : Fish Tail Bit
HA : Hand Auger RB : Rock Bit
— DB : Diamond Bit = 4", N, B BS : Bulk Sample
AS : Auger Sample PM : Pressure Meter
HS : Hollow Stem Auger DC : Dutch Cone
WB : Wash Bore
Penetration Test: Blows per foot of a 140 pound hammer falling 30 inches on a 2-inch O.D. split spoon, except
where noted.
— WATER LEVEL MEASUREMENT SYMBOLS:
WL : Water Level WS : While Sampling
WCI : Wet Cave in WD : While Drilling
DCI : Dry Cave in BCR : Before Casing Removal
AB : After Boring ACR : After Casting Removal
Water levels indicated on the boring logs are the levels measured in the borings at the time indicated. In pervious
_ soils, the indicated levels may reflect the location of groundwater. In low permeability soils, the accurate
determination of groundwater levels is not possible with only short term observations.
DESCRIPTIVE SOIL CLASSIFICATION:
_ Soil Classification is based on the Unified Soil Classification system and the ASTM Designations D-2487 and D-2488.
Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; they are described as:
boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200
sieve; they are described as: clays, if they are plastic, and silts if they are slightly plastic or non-plastic. Major
_ _ constituents may be added as modifiers and minor constituents may be added according to the relative proportions
based on grain size. In addition to gradation, coarse grained soils are defined on the basis of their relative in-place
density and fine grained soils on the basis of their consistency. Example: Lean clay with sand, trace gravel, stiff (CL);
silty sand, trace !ravel, medium dense (SM).
CONSISTENCY OF FINE-GRAINED SOILS: RELATIVE DENSITY OF
Unconfined Compressive COARSE-GRAINED SOILS:
Strength, Qu, psf Consistency N-Blows/ft. Relative Density
< 500 Very Soft 0-3 Very Loose
500 - 1,000 Soft 4-9 Loose
1,001 - 2,000 Medium 10-29 Medium Dense
2,001 - 4,000 Stiff 30-49 Dense
4,001 - 8,000 Very Stiff 50-80 Very Dense
8,001 -16,000 Very Hard 80+ Extremely Dense
RELATIVE PROPORTIONS OF
SAND AND GRAVEL GRAIN SIZE TERMINOLOGY
Descriptive Term(s) Major Component
— (of Components Also Percent of of Sample Size Range
Present in Sample) Dry Weight Boulders Over 12 in. (300mm)
Trace < 15 Cobbles 12 in. to 3 in.
With 15 - 29 (300mm to 75mm)
Modifier > Gravel 3 in. to #4 sieve
30 (75mm to 4.75mm)
Sand #4 to #200 sieve
RELATIVE PROPORTIONS OF FINES (4.75mmto .075mm)
Descriptive Term(s) Silt or Clay Passing #200 Sieve
- (of Components Also Percent of (0.075mm)
Present in Sample) Dry Weight
Trace < 5
With 5 - 12
Modifier > 12
erracon
e
_ GENERAL NOTES
Sedimentary Rock Classification
DESCRIPTIVE ROCK CLASSIFICATION:
Sedimentary rocks are composed of cemented clay, silt and sand sized particles.The most
common minerals are clay, quartz and calcite. Rock composed primarily of calcite is called
limestone; rock of sand size grains is called sandstone, and rock of clay and silt size grains
-- is called mudstone or claystone,siltstone,or shale. Modifiers such as shaly,sandy,dolomitic,
calcareous,carbonaceous,etc.are used to describe various constituents. Examples: sandy
shale; calcareous sandstone.
LIMESTONE Light to dark colored, crystalline to fine-grained texture, composed of CaCo3, reacts readily
with HCI.
DOLOMITE Light to dark colored, crystalline to fine-grained texture, composed of CaMg(CO3)3, harder
than limestone, reacts with HCI when powdered.
-- CHERT Light to dark colored, very fine-grained texture, composed of micro-crystalline quartz(SiO2),
brittle, breaks into angular fragments, will scratch glass.
SHALE Very fine-grained texture, composed of consolidated silt or clay, bedded in thin layers.The
unlaminated equivalent is frequently referred to as siltstone, claystone or mudstone.
SANDSTONE Usually light colored,coarse to fine texture,composed of cemented sand size grains of quartz,
feldspar,etc.Cement usually is silica but may be such minerals as calcite, iron-oxide,or some
other carbonate.
— CONGLOMERATE Rounded rock fragments of variable mineralogy varying in size from near sand to boulder size
but usually pebble to cobble size(1/2 inch to 6 inches).Cemented together with various cemen-
ting agents. Breccia is similar but composed of angular, fractured rock particles cemented
together.
PHYSICAL PROPERTIES:
- DEGREE OF WEATHERING BEDDING AND JOINT CHARACTERISTICS
Slight Slight decomposition of parent Bed Thickness Joint Spacing Dimensions
material on joints. May be color Very Thick Very Wide >10'
change. Thick Wide 3' - 10'
Medium Moderately Close 1' - 3'
Moderate Some decomposition and color
osechange throughout. Very Thin Very Close .4" - 2"
High Rock highly decomposed,may be ex- Laminated — .1" - .4"
tremely broken. Bedding Plane A plane dividing sedimentary rocks of
the same or different lithology.
HARDNESS AND DEGREE OF CEMENTATION Joint Fracture in rock, generally more or
Limestone and Dolomite: less vertical or transverse to bedding,
along which no appreciable move-
Hard Difficult to scratch with knife. ment has occurred.
Moderately Can be scratched easily with knife, Seam Generally applies to bedding plane
Hard cannot be scratched with fingernail. with an unspecified degree of
Soft Can be scratched with fingernail. weathering.
Shale, Siltstone and Claystone
— Hard Can be scratched easily with knife, SOLUTION AND VOID CONDITIONS
cannot be scratched with fingernail. Solid Contains no voids.
Moderately Vuggy (Pitted) Rock having small solution pits or
_ Hard Can be scratched with fingernail. cavities up to 1/2 inch diameter, fre-
Soft Can be easily dented but not molded quently with a mineral lining.
with fingers. Porous Containing numerous voids,pores,or
other openings, which may or may
Sandstone and Conglomerate not interconnect.
Well Capable of scratching a knife blade. Cavernous Containing cavities or caverns,some-
Cemented times quite large.
Cemented Can be scratched with knife.
Poorly Can be broken apart easily with
Cemented fingers.
11erracon
Form 110-6-85
e `
UNIFIED SOIL CLASSIFICATION SYSTEM
Soil Classification
— Criteria for Assigning Group Symbols and Group Names Using Laboratory TestsA —-- -
Group
Group Name°
Symbol
Coarse-Grained Soils Gravels Clean Gravels Cu ≥ 4 and 1 ≤ Cc ≤ 3° GW Well-graded gravelE
More than 50% retained on More than 50% of coarse Less than 5% fines° - -- - -
— No.200 sieve fraction retained on Cu < 4 and/or 1 > Cc > 3E GP Poorly graded graver
No.4 sieve Fines classify as ML or MH GM Silty gravely°'H
Gravels with Fines -. - -- - -More than 12% fines° Fines classify as CL or CH GC Clayey gravelF 0,H
- Sands Clean Sands Cu ≥ 6 and 1 ≤ Cc ≤ 3° SW Well-graded sand'
50% or more of coarse Less than 5% finesE Cu < 6 and/or 1> Cc > 3° SP Poorly graded sand'
fraction passes _
No.4 sieve Fines classify as ML or MH SM Silty sand°•H•'
Sands with Fines --
__ More than 12% fines° Fines classify as CL or CH SC Clayey sand°'H•'
Fine-Grained Soils Silts and Clays inorganic PI > 7 and plots on or above"A"lined CL Lean clay"'L M
50% or more passes the Liquid limit less than 50 PI < 4 or plots below "A" lined ML Sita L.M
No. 200 sieve - _ - ---
Liquid limit — oven dried Organic clay"-L.M'N
organic - - - < 0.75 OL -- —
Liquid limit — not dried Organic silt"'LEI,0
Silts and Clays inorganic PI plots on or above"A" line CH Fat clay"'L.M
— Liquid limit 50 or more
PI plots below "A" line MH Elastic silt"-L.M
Liquid limit — oven dried Organic clay,L•M,P
organic - < 0.75 OH
Liquid limit — not dried Organic silt-L M•0
Highly organic soils Primarily organic matter,dark in color,and organic odor PT Peat
A )2 "If soil contains 15 to 29% plus No. 200, add
Based ) the material passing the 3-i n. ECU = D6/O10 Cc = (D3°
(75-mm) sieve. so m "with sand"or"with gravel"{ whichever is
— -- °If field sample contained cobbles or FD1u x D°o predominant.
boulders,or both, add "with cobbles or If soil contains ≥ 15% sand, add "with sand" to Lit soil contains ≥ 30% plus. No. 200
group name. i d reomnantly sand, add "sandy" to group
boulders,or both" to group name. ° n g p
If
°Gravels with 5 to 12% fines require dual fines classify as CL-ML, use dual symbol GC- name.
symbols: GM,or SC-SM. MIf soil contains ≥ 30% plus No. 200,
— GW-GM well-graded gravel with silt Hlf fines are organic, add "with organic fines"to predominantly gravel, add "gravelly" to group
GW-GC well-graded gravel with clay group name. name.
GP-GM poorly graded gravel with silt 'If soil contains ≥ 15% gravel, add "with gravel"to NpI ≥ 4 and plots on or above "A" line.
GP-GC poorly graded gravel with clay group name. °PI < 4 or plots below "A" line.
°Sands with 5 to 12% fines require dual 'Ill Atterberg limits plot in shaded area,soil is a CL- Ppl
_ plots on or above "A" line.
symbols: ML, silty clay. °PI plots below"A" line.
SW-SM well-graded sand with silt
SW-SC well-graded sand with clay
SP-SM poorly graded sand with silt
SP-SC poorly graded sand with clay
60I I I I I /
For classification of fine-grained soils
__ and fine-grained fraction of coarse
50 _grained soils //
Equation of"A"- line �\� \
/ ��G
Horizontal at PI = 4 to LL = 25.5.
a then PI = 0.73(LL-20) ,J/ O+' ,`P
W40 -Equation of "U" - line /"-- •�pcx _--
p Vertical at LL = 16 to PI = 7, / 0-
z then PI = 0.9(LL-8) /
r F 30 _. _ -_ - /U /
/
a20 /�, G�P MH off OH
/
10 _
***" M L oR 0 L
4•
I
0
0 10 16 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT (LL)
S. 11erracon
Form 111-6.85
Hello