1996-12-09 Soils Data Compilation
1
MEYER ROHLIN, INC.
.ENGINEERS-LAND SURVEYGRS 1111 Hwy. 25 N., Buffalo, Minn. 55313 Fax 612-682-9492
Phone 612-682-1781 1-500-563-1781
December 6, 1996
Mr. Kevin Mealhouse
City of Albertville
PO Box 9 -
Albertville, MN 55301 `_ '
RE: Parkside 3rd Addition
Albertville, MN
Dear Mr. Mealhouse:
Per your request, I am forwarding this letter in regard to the
building pad site grading for the above-referenced project.
Removal of all topsoiljorganic soil, depth of engineered fill
placed, and building pad oversize were verified by a field
representative under my. supervision. All engineered fill was
placed and compacted in lifts of 2' or less. Oversize of
engineered fills was constructed with maximum 1:1 slopes.
Density tests taken by Independent Testing Technologies, Inc.
verified that the contractor's equipment and construction method
provided the compaction as required in the project
specifications. Material used in engineered fills was from the
project site, was of the same soil type, was compacted in
uniform lifts, and was compacted using. the same equipment and
construction methods. I hereby certify that the compaction on
lots with engineered fill meets the required compaction as
required in the project specifications.
If you have any questions, please do not hesitate to contact me.
Sincere y,
MEYER- HLIN, INC.
Thore Meyer
Professional Eng'
Reg. No. 6218
cc: Don Jensen - Kenco
Garrison-Hale - City of Albertville
Pete Carlson.- City Engineer
File 96105
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I' Thore P. Meyer, Professional Engineer Robert Rohlin, Licensed Land Surveyor
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MEYEf~ ROHLIN, ING.
ENGINEERS-L4ND SURVEYORS 1111 Hwy. 25 N., Buffalo, Minn. 55313 Fax 612-682-9492
Phone 612-682-1781 1-SOa-563-1781
November 27, 1996
Mr. Kevin Mealhouse
City of Albertville
PO Box 9
Albertville, MN 55301
RE: Parkside 3rd Addition
Albertville, MN
Dear Mr. Mealhouse,
Per the request of Kenco Construction, the following information
has been compiled in regard to the site grading of the above
referenced project.
Building pad areas were constructed using the strip method type of
construction. Building pads were constructed such that the front
of all buildings would be at the 35' setback line which is 65' from
street centerline. Density tests taken verified that the
contractors equipment and construction method provided the required
compaction.
Removal of all topsoil/organic soil, depth of engineered fill
placed, and building pad oversize were verified by a field
representative under my supervision. Excavation oversize was
measured in relation to the center of a 50' wide building pad. All
engineered fills for building pads were constructed with maximum
1:1 slopes.
The attached sheets detail each lot of the project with specific
information in regard to the depth of topsoil/organic soil removed,
the depth of engineering fill placed, and the excavation oversize
of building pads.
I ~ Thore P Meyer, Professional Engineer Robert Rohlin,~ Licensed Land Surveyor
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PARKSIDE 3RD ADDITION - SITE GRADING INFORMATION
DEPTH OF DEPTH OF WIDTH OF
TOPSOIL/ORGANIC ENGR FILL BUILDING PAD
BLOCK LOT SOIL REMOVED PLACED OVERSIZE
1 1 1.0 1.3 5
1 2 1.0 1.1 5
1 3 1.0 --- -
1 4 4.9 3.0/7.8 15
1 5 4.9 10.1/8.5 15
2 1 1.2 4.1 15
2 2 1.2 4.7 15
2 3 1.0 2.0 5
2 4 1.0 --- -
2 5 1.0 --- -
3 1 1.0 2.2 5
3 2 1.0 2.8 5
4 1 1.0 1.3 5
4 2 1.0 --- -
4 3 1.0 0.5 5
4 4 1.0 --- -
4 5 1.0 0.1 5
4 6 1.0 1.8 5
5 1 1.0 1.5 5
5 2 1.5 1.1 15
5 3 1.5 3.6 15
5 4 1.5 3.0 15
6 1 1.5 2.0 15
7 3 2.1 9.0/5.8 15
7 2 1.0 1.3/2.1. 5
7 3 3.8 8.7/7.5 15
7 4 3.8 6:2/9.0 15
7 5 3.8 11.1/i0.9 15
7 6 1.6 6.6/6.8 15
7 7 1.6 6.6/5.4 15
7 8 1.6 7.2/6.0 15
7 9 2.1 8.2/5.0 15
7 10 2.1 7.8/4.6 15
7 11 2.1 5.4/5.2 15
7 12 2.1 4.5/4.3 15
7 13 2.9 7.7/4.5 15
7 14 2.9 7.4/5.5 15
7 15 2.9 8.5/5.8 15
7 ~ 16 2.9 8.4/6.2 15
7 17 2.9 6.7/5.5 15
7 18 1.0 4.0/1.8 15
7 19 1.0 2.8/2.6 5
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DEPTH OF DEPTH OF
TOPSOIL/ORGANIC ENGR FILL
BLOCK LOT SOIL REMOVED PLACED
7 20 2.3 5.1/1.9
7 21 2.3 6.1/3.9
7 22 2.3 4.8/5.1
7 23 2.3 8.3/5.6
7 24 2.3 8.8/6.1
7 25 2.3 9.1/6.4
8 1 1.0 0.5/---
8 2 1.0 0.1/---
8 3 1.0 0.6/---
8 4 1.0 ---/----
8 5 1.0 0.9/---
8 6 1.0 2.3/---_
8 7 1.0 2.2/---~
8 8 1.0 1.2
8 9 1.0 3.6
8 10 1.0 3.9
8 11 1.0 3.2
8 12 1.0 1.4
8 13 1.0 1.0
8 14 1.0 0.2
8 15 1.0 3.3
8 16 1.0 1.7/1.0
8 17 1.0 0.2/---
8 18 1.0 ---
8 i9 1.0 ---
8 20 1.0 ---
8 21 1.0 ---
8 22 1.0 ---
8 23 1.0 0.7/---
8 24 1.0 2.1/---
8 25 1.0 1.3/---
9 1 - 1.0 ---
9 2 2.2 ---
9 3 2.2 ---
9 4 1.0 ---
9 5 i.0 ---
9 6 1.6 ---
9 7 1.6 0.2
9 8 1.6 1.6
9 9 1.6 2.3
9 10 1.0 2.5
9 11 1.0 ---
9 12 1.0 ---
9 13 1.0 ---
9 14 1.0 ---
9 15 1.0 ---
9 16 1.0 1.1
9 17 1.0 1.7
WIDTH OF
BUILDING PAD
OVERSIZE
5
20
20
20
20
20
5
5
5
5
r 5
5
5
5
5
5
5
5
5
5
5
5
15
15
15
15
15
15
15
5
5
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1012 SOUTH BENTON DRIVE • SAUK RAPIDS, MN 56379
Phone: (612) 253-4338 • FAX: (612) 253-4547
r MAY 19,1995
PROJECT 95-145
GEOTECHNICAL EXPLORATIONS
FOR
PA.RI~SIDE THIRD ADDITION
ALBERTVILLE, MI]vNESOTA
Prepared For:
t
I~ENCO, INC.
1012 SOUTH BENTON DRIVE • SAUK RAPIDS, MN 56379
Phone: (612) 253-4338 • FAX: (612) 253-4547
Ma_y 19, 1995
.; Mr. Kent Roessler
Kenco, Inc.
13736 Johnson Street Northeast
Ham Ia1ce, MN 55304
RE: 95-105 Report of Geotechnical Explorations
Parkside 3rd Addition, Alberttrilte, Minnesota.
Dear Mr. Roessler:
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Independent Testing Technologies, Inc. is pleased to submit the results of our subsurface
investigation program for Parkside 3rd Addition in Albertville, Minnesota. This report represents our
work on this project as authorized by you. Enclosed please find three copies.
The majority of the soils encountered during our investigation consisted of lean sandy clays. Topsoil
thickness ranged from i2 to 18 inches. Perched water conditions are present on this site.
Soil samples obtained during our investigation will be stored at our office for sixty (60) days after the
date of this report. They will then be disposed of unless you advise otherwise.
Mr. Roessler, it has been our pleasure to work with you on this project. Please contact us at.
(612) 253-4338 if you have any questions or need additional services.
Sincerel}t,
Patrick A. Johns n, P.E.
MN Registration #22037
cc: ~-5s-. Bob Rohlin, Meyer Rohlin, Inc. b:b5105rpt.wpd
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GEOTECHNICAL EXPLORATIONS
PARKSIDE THHII2D ADDITION
ALBERTVILLE,IVIINNESOTA
PROJECT 95-105
Introduction
1
Protect Information
This report presents the results of our subsurface investigation for Parkside Third Addition
located in Albertville, Minnesota. Project information was obtained from a discussion with Mr. Bob
Roblin, of Meyer Roblin, Inc., and from the preliminary plat dated 1~Iay ZZ, 1995. We understand
that the proposed subdivision will consist of approximately 112 residential lots.
In accordance with your verbal authorization, we have conducted a subsurface .exploration
program for the proposed subdivision.
Scope of Services
Our authorized scope of services included the following:
1. To roves 'gate the subsurface soil and water conditions encountered at five(5)
standard penetration borings as shown on the boring location plan in Appendix 1.
2. To perform laboratory tests to aid in the classification of the soils encountered
and in the determination of their engineering properties.
3. To provide a report of our findings including recommendations for earthwork
to meet FHA 79g requirements.
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General Site Conditions
The proposed project site is located on a farm off County Road 119 (LeBeaux Avenue) to the
south of Parkside First and Second Additions in Albertville, Minnesota The general site topography
is gently rolling with slopes ranging from 2°,'o to 6°0. According to the Soil Survey of Wright County,
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Minnesota, prepared by the Soil Conservation Service, this site lies within the Hayden-Dundas feat
soil association, which consists of medium textured and moderately fine textured soils on gently
rolling uplands. The individual soils mapped on this site are rated poor to fair for stability and bearing
capacity and have high susceptibility to frost action. Highly plastic soils are mapped over a large
portion of this site.
Ezpioration Program
Five (5} standard penetration borings were conducted on the site as shown on the boring
location plan in Appendix 1. All borings were advanced to a depth of twenty feet using a 3 1/4-inch
I.D. hollow stem auger. Samples were obtained every two and a half feet for the first ten feet, and
every five feet thereafter using a 2-inch O.D. split spoon sampler in accordance with the American
Society for Testing and Materials (ASTM} D1~86. Standard penetration values (N-Values) were
obtained at each sample interval. N-Values were obtained by driving the sampler into the soil using a
140-pound hammer falling thirty inches. After the initial set of six inches, the number of blows
required to drive the sampler twelve inches is known as the standard penetration resistance or
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N-value. Water levels were noted during drilling and immediately after completion. Surface
elevations at each boring location were estimated based on the grades shown on the preliminary plot.
Laboratory Testing
Laboratory tests were performed on selected samples to aid in the identification of the soil
strata and to provide an estimate of it's engineering characteristics. Three samples were tested to
determine percent fines in accordance with ASTI~i D1140. One sample was tested to determine
atterberg limits in accordance with ASTZ~i D4318. Test results are tabulated in Appendix 3. A chart
explaining the Unified Soils Classification System is also included in Appendix 3.
Exploration Results
All boru~ encountered a surficial topsoil layer ranging nine to eighteen inches in thickness.
Below the topsoil, the borings generally encountered lean sandy clays (CL), clayey sands (SC), and
highly plasfic clays (CIS. The soils in boring B-1 were brown in color, mottled at the surface, wet,
and generally graded to grey in color at depth. The soils in the remainder of the borings were all grey,
firm, and dry. The standard penetration resistance N values were moderately high, indicating that the
soils were in a firm condition. Complete boring logs are included in Appendix 2.
Water Level Observations
Observations of subsurface water conditions were made during drilling operations and
immediately after drilling completion. Groundwater was encountered at the time of drilling in boring
ST-1 at a depth of five feet. No water was encountered in the other borings at the tune of dn`Iling.
' It should be noted that fluctuations in the level of the groundwater can occur due to variations
' in rainfall, temperature, spring thaw, and other factors not evident at the time of our investigation.
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' The water levels observed represent perched water or water trapped above impervious=layers. It is
' our opinion that over time, the water levels would vise to correspond roughly with the water level in
the wetlands to the north and west of the site.
Engineering Review
Based on our findings, this site appears to be moderately well suited for the proposed
development of residential lots and associated streets and utilities. According to our estimates, fills
required to reach proposed grades will be less than eight feet in depth. The following recommend-
' ations are to ensure satisfactory performance of the controlled earthwork.
' Structural Fill Recommendations
Independent Testing recommends that areas to receive fill be stripped entirely of topsoil.
' Topsoil throughout the site is expected to be approximately one foot deep with lower elevations
having more and higher elevations having less. All organic, soft, frozen, or otherwise unsuitable
material should also be removed. The stripped area should be observed by a qualified soils enginneer
' or a technician under his supervision prior to commencing fill operations.
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The on-site soils consisting of clayey sands (SC) and lean clays (CL) are considered adequate
material for use as controlled fill. However, fat, highly plastic clay should only be used as fill at a
minimum depth of four feet below finished grades. Also, highly plastic clay should not be used as
backfill behind foundations and retaining walls or on steep slopes. All struciural fill shall be free from
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organic material: soft, wet, or frozen soils; highly expansive soils; rocks in excess of six inches in
diameter, and other deleterious material. The fill should be compacted in 8-inch loose lifts to a
minimum of 95°0 of standard proctor ma.Yimum density in accordance with ASTl~i D698. We
recommend that the fill be compacted to within plus or minus 2% of optimum moisture content as
determined by a standard proctor. tiVhere fill is to be placed on banks or slopes steeper than 5:1
(horizontal to vertical), the fill should be stepped or benched into the original ground surface.
Most of the soils on this site contain more than Sd% fines (material passing a #200 sieve) by
weight. These soils are highly susceptible to moisture during earthwork operations. Also, some of
the natural soils at depth may have moisture contents above optimum, and may require drying or
mixing in order to achieve the desired compaction. Based on the above, we recommend that the
earthwork operations be performed during dryer periods of the year, such as summer or early fall.
Foundation Recommendations
We recommend that foundations be placed on natural, inorganic, undisturbed soils or
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controlled fill. We recommend that strip footings be designed based on a net allowable soil bearing
6
pressure of 2,000 p.s.i. or less. We recommend that foundations bear at a minimum of four feet
below exterior grade to provide against frost. We recommend that highly plastic clays (CIT) are not
used to backfill below grade foundation walls.
i ~ Pavement Recommendations t
The subgrade lean clay {CL), highly plastic clay (CH), and clayey sand (SC) encountered are
classified as A-5 and A-7-6 soils in accordance wish the American Association of State Highway
Officials (AASHTO} classification system. A-6 and A-7-6 soils are rated fair to poor for use as
roadway subgrade material. Without benefit of a laboratory R-value determination-and based on
MN/DOT guidelines, an R-value of 5 can be assumed for these materials. Based upon our
investigation, it is our opinion that the subgrade soils encountered in the roadway will be suitable for
support of the pavement section, designed using an R-value of 5. Where pavements or curb and
gutter will be placed on highly plastic clays, we recommend a minimum 24-inch granular cushion
bedding.
Closing
Our work was performed for geotechnical purposes only and not to document the presence or
extent of any contamination on the site. LVe can note that our crew did not detect any obvious
contamination by sight or smell during drilling operations. However, human senses are limited in
terms of contamination detection and, therefore, the lack of detection through human sensing does
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not preclude the possibility of the presence of contamination of the site.
This report represents the result of our subsurface investigation and is based on information
gathered at specific locations. Subsurface conditions can change a great deal over short horizontal
distances. Also, the actual interface between strata will likely be gradual transition rather than an
abrupt change as represented on the boring logs. Geotechnical engineering is based extensively on
opinion. Therefore, the data contained in this report should be used as a guide, and we recommend
that construction monitorYng be performed by a qualified geotechnical engineer. Any changes in the
subsurface conditions from those found during this investigation should be brought to the attention of
the soils engineer.
Based upon the results of our borings, it is our opinion that the on-site soils are adequate for
support of proposed fills and foundation loads. Excessive settlement of any fill placed in accordance
with our recommendations is not .expected nor should it cause severe damage to structures or
property.
We recommend that a soils engineer be retained to provide construction materials testing and
observation services to verify that proper construction techniques are employed. Necessary services
include:
* observation of excavation bottoms prior to placement of fill or backfill.
* Check lowest level of house slabs to verify locations at least four (4} feet above
groundwater.
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INDEPENDENT TESTING TECHNOLOGIES, INS. LocoFSOrL en~ac
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PROJECT: 95-105 BORING: B-1 DATE DRILLED: 5-17-95 SURFACE ELEV.: 966
Kenco, Inc. START TIME: 9:30 FlNISHTIME: 10:45
Parkside Third Addition DRILLING METHOD: 3 1 j4" I.D. Hollow Stem Auger
Albertville, Minnesota CREW: CA j PJ
LOCAT101V: See Boring Location Plan - 610' West & 260' North of the Southwest Property Corner
Depth ASTM Description of Material Sample
(Feet] Symbol ASTM D2488 ~ N WL Notes
OL ORGANIC SILT, Topsoil.
1.0
CL LEAN SILTY CLAY, wj fine to med'sum grained
SAND, brown, grey, mottled,
{ 1 12
Water measured at 5'3"
Wj lenses of clean SAND. _ at 4:OOpm on 5-17-95.
2 17
% less than tf200 sieve
= 44.6.
3 27
Wj a layer of fine SANG, vret at 9 feet
4 21
5 21
~ 6 24
Grades to grey at 16 feet.
E
7
12
21.5
Boring cnmp{ete to 21.5 feet.
Water measured at 5'3" at 4:110 pm nn 5-7 7-95. .
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INDEPENDENT TESTING TECHNOLOGIES, INC. tocoFSOr~ tgAR1NG
PROJECT: 95-105 BORING: B-2 DATE GRILLED: 5-17-95 SURFACE ELEIf.: 96.4
Kenco, tnc. START TIME: 10:45 FlNISH TIME; 12:00
Paricside Third Addition DRIWNG METHOD: 3 114" I.D. Hallow Stem Auger
Albertville, Minnesota CREW: GA j PJ
LOCATION: See Boring Location Plan - 800' West & 530' North of the Southeast Propcrty Corner
Depth ASTM Description of Material Sample
(Feet) Symbol ASTM D2488 it N WL Notes
OL ORGANIC SILT, Topsoil.
1.0
CL LEAN SILTY CLAY, wj a little fine to medium
grained SAND, grey, mottled.
1 13
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2 1Z LL..=48
PL = 18
P1=30
3 23
4 31
5 12
6 25
21.5
Baring complete to 21.5 feet.
No water measured to cave-in at 19'9"
immediately after completion.
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INDEPENDENT TESTING TECHNOLOGIES, INS. toGOFSVrL ~4L7/NG
PROJECT: 95-105 80R(NG: B-3 DATE DRILLED: 5-17-95 SURFACE ELE1l.: 962
Kenco, inc. STARTT(l+AE: 12:30 FINISH TIME: 1:30
Paricside Third Addition DRILLING METHOD: 3 1 j4' l.D. Hollow Stem Auger
Albertville, Minnesota CREW: CA j PJ
LOCATION: See Boring Location P(an - 1220' Wes t & 160' North of the Southeast Property Corner
Depth ASTM Description of Material Sample
[Feet) Symbo! ASTM D2488 # N WL Notes
OL ORGANIC SILT, black, Topsoil.
Z.0
CL LEAN CLAY, wj lint SAND, brown, motticd.
1 7 8
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2 4
3 20
4 25
Grades to grey at 1 Z feet.
~ 5 18
6 31
21.5
Baring cnmp(ete to 21.5 feet.
No water measured to cave-in at 7 9'Z"
immediately after cornpletion_
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IIYDEPEIYDENT TESTING TECHNOIfOGIES, INS. ~~~~~ ~a~rc
PROJECT: 95-105 BORING: B-4 DATE DRILLED: 5-17 95 SURFACE ELEV.: 962
Kenco, Inc. STARTTIIv1E: 1:30 FINISHTIt~IE: 2:30
Paricside Third Addition DRIWNG METHOD: 3 1 j4' I.O. Hollow Stem Auger
Albertville, Minnesota CREW: CA j PJ
LOCATION: See Boring Location Plan - 1620' Wcst & 170' North of the Southeast Property Corner
Deptfi ASTM Description of Material Sample
(Feet] Symbol ASTM D2488 #t N WL Notes
OL ORGANIC SILT, Topsoil.
1.5'
CL LEAN SANDY CLAY, wj fine to medium grained
SAND, wj a trace of GRAVEL, brown, mottled.
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8
% less than #200 sieve
, = 40.0.
Z 6
3 17
4 19
Grades to grey at 13 feet.
5 11 No sample recovery.
6 21
21.5
baring cnrnplete to 21.5 feet.
Nn water measured to cave-in at 19'3"
immediately after completion.
INDEPENDENT TESTING TE~HNOL4GIES, INC. LQGOFSOIl BUf7/NG
PROJECT: 95-105 BORING: B-5 DATE DRILLED: 5-17-95 SURFACE ELEV.: 954
Kenco, Inc. START TIME: 2:45 FINISH TIME: 3:d5
Paricside Third Addition DRILLING METHOD: 3 1 j4' I.D. Hollow Stem Auger
Albertville, Minnesota CREW: CA j PJ
LOCATION: See Boring Location Plan - 1800' West & 800' North of the Southeast Property Comer
Depth ASTM Description of Material Sample
(Feet] Symbol ASTM D2488 ~ N WL Notes
OL ORGANIC SILT, Topsoil.
1.5
CL LEAN SANDY CLAY, wj Fine to medium grained
SAND, grey, mottled.
1 ~ 0 9~ Icss than lt200 sieve
= 37.2.
Grades to brown, mottled at 4 feet.
2 7
3 it
4 17
j 5 19
Water measured at 16'5"
immediately after
completion.
6 31
21.5
Boring complete to 21.5 feet.
Water measured at 16'5" immediately after
completion.
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Independent Testing Technologies, Inc.
1012 South Benton Orive
Sauk Rapids, MN 36379 RESULTS OF #200 WASH
(612) 253-4338
Report Date: May 19, 1995 Project 95-105 Parkside Third Addition
Albertville, Minnesota
Client: Kenco, Inc. cc: Meyer Rohlin, Inc.
Testing Specialist: PJ
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Boring #. B-1 B-4 B-5
Sample #. 2 1 1
Oate Tested: 5-19-95 5-19-95 5-19-95
Depth: 5.0' - 6.5' 2.5' -'4.0' 2.5' - 4.0'
Location: See Booing Location Plan
Moisture Content %: 18.8 23.8 23.8
Total Percent Passing: 44.6 40.0 37.2
Soil Description: CL CL CL
b:w5105.wp1
Re ully Submitted:
Patrick A. Johns Project Manager
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1 NTE RTEC
November 21, 1996
Mr. Don Jensen
Kenco
13736 Northeast Johnson Street
Ham Lake, MN 55304
.~;~,
=a~n IMertec Corporation
'' 0801 Washington Avenue South
P.O. Box 39108
Minneapolis, Minnesota 55439-0108
612-941-5600 Fax: 941-4151
Engineers and Scienfists Serving
the Built and Natural Environments'9
Project BABX-96-816
Dear Mr. Jensen:
Re: Preliminary Geotechnical Evaluation, Parkside 4th Addition, Center Oaks and Adjacent
Commercial Parcels, I-94 and La Beaux Avenue, Albertville, Minnesota
As you authorized on October 14, 1996, we have completed the preliminary geotechnical
evaluation for the Parkside 4th Addition, Center Oaks and adjacent commercial parcels. The
purpose of the evaluation was to assist in evaluating subsurface soil and groundwater conditions
with regard to site grading and foundation support of the proposed houses and commercial
buildings.
Please consult the text of this report for our analyses and recommendations.
It has been a pleasure performing these services for you. If you have any questions regarding
this report, please call John Carlson at (612) 942-1783.
Sincerely,
~~ ~~-.
John T. Carlson, PE
.Senior Engineer
~ ~ ~~
Gr~~; R. J dro, PE
Principal Engineer
Attachment:
Preliminary Geotechnical Evaluation Report
c: Mr. Scott Dahlke
Meyer-Rohlin, Inc.
1
jtclgcj:mjs\babx\geocpt\96816
~,:~
Table of Contents
1
Description Page
A. Introduction ............................................... 1
A.l. Purpose ........................................... 1
A.2. Scope..... ...................................... 1
A.3. Available Information .. ......... .................... 1
}A.4: Boring Locations and Elevations ............................ 1
B. Results .................................................. 2
B.1. Logs ............................................. 2
B.2. Site Conditions ....................................... 2
B.3. Soils ............................................. 2
B.4. Groundwater ........................................ 2
B.S. Laboratory Testing ............................... ... 3
C. Analyses and Recommendations .................................. 3
G 1. Proposed Construction .................................. 3
C.2. Site Work .......................................... 3
C.3. Foundation Design .................................... 5
C.4. Construction Considerations ............................... 6
C.S. Pavement Areas ...................................... 6
C.6. Utilities ........................................... 7
D. Procedures ..................................:........ ... 7
D.1. Drilling and Sampling .................................. 7
D.2. Soil Classification ..................................... 7
D.3. Groundwater Observations .................. . ............. 8
E. General Recommendations ...................................... 8
E.1. Basis of Recommendations ................................ 8
E.2. Review of Design ..................................... 8
E.3. Groundwater Fluctuations ................................ 9
~E.4. Use of Report ........:............................... 9
E.S. Level of Care ........................................ 9
Professional Certification
Appendix
Boring Location Sketch
Descriptive Terminology .
Log of Boring Sheets ST-1 through ST-6
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s'" f
aua int+ertec Corporation
'`a,doi Washington Avenue South
N T E R T E C ?•O. Box 39108
Minneapolis, Minnesota SS439-0108
612-94i 5600 Fax: 94 i -41 S 1
Engineers and Scientists Serving
the Built and Natural Environments'D
A. Introduction
A.1. Purpose
The purpose of this preliminary geotechnical evaluation was to assist in evaluating subsurface
soil and groundwater conditions with regazd to site grading and foundation support of the
proposed houses and commercial buildings.
A.2. Scope
A total of six standard penetration test borings were performed for this evaluation. Laboratory
tests were conducted on select soil samples to determine their moisture content. With the
results of the borings and laboratory tests, this engineering report was prepared addressing our
analyses and recommendations.
The scope of our work did not include an exploration for environmental contamination at the
boring locations.
A.3. Available Information
We were provided with a preliminary plat plan dated September 20, 1996, for the Parkside 4th
Addition and a concept plan dated October 2, 1996, for the Center Oaks and commercial
parcels prepazed by Meyer-Rohlin, Inc. The site plans show the existing roadways, property
boundazies and surface topography contours and the proposed house lots, roadways and
commercial pazcels.
A.4. Boring Locations and Elevations
The boring locations were selected by Kenco. The borings were located in the field by the
Braun Intertec drilling crew by referencing to features shown on the site plans provided. The
approximate boring locations are shown on the attached sketch.
The ground surface elevations at the boring locations (shown on the attached Log of Boring
sheets) were estimated from the surface topography contours on the site plans provided. Thus,
the surface elevations should be considered approximate.
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November 21, 1996
Page 2
B. Results
B.1. Logs
Log of Boring sheets indicating the depths and identifications of the vazious soil strata,
penetration resistances, laboratory test data and groundwater observations aze attached. The
strata changes were inferred from the changes in the penetration test samples and auger
. cuttings. The. depths shown as changes between the strata are only approximate. The changes
are likely transitions and the depths of the changes vary between the borings.
Geologic origins presented for each stratum on the Log of Boring sheets aze based on the soil
types, blows per foot, and available common knowledge of the depositional history of the site.
Because of the complex glacial and post-glacial depositional environments, geologic origins can
be difficult to ascertain. A detailed investigation of the geologic history of the site was not
performed.
B.2. Site Conditions
The property generally contains small hills and low-lying azeas. Several existing structures aze
located on the property.
B.3. Soils
The borings generally encountered about 1 to 1 1/2 feet of clay or sand topsoil at the ground
surface. Underlying the topsoil at Boring ST-1, approximately 5 1/2 feet of alluvial lean clay
was encountered. Standard penetration tests indicate the clay are generally in a soft condition.
Underlying the topsoil and/or alluvial clay, the borings encountered glacial till clays to the
boring termination depths. These soils consist mainly of sandy lean clay and contain traces of
gravel. Standard penetration tests indicate the clays to be generally in a medium to stiff
condition with some upper soft zones.
B.4. Groundwater
Groundwater was not encountered during the drilling operation. After drilling, groundwater
was not encountered to cave-in depths ranging from 14 to 16 feet.
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November 21, 1996
Page 3
Because of the low permeability of the clay soils, it may take several days for water to seep
into and stabilize in the boreholes. Groundwater levels should be expected to show annual and
seasonal variations.
B.S. Laboratory Testing
Moisture content tests were performed on select soil samples, and the results of the tests are
shown on the attached Log of Boring Sheets opposite the samples on which the tests were run.
1
The moisture content tests were performed in accordance with American Society for Testing
and Materials (ASTM) procedures.
C. Analyses and Recommendations
C.1. Proposed Construction
The Parkside 4th Addition and Center Oaks developments. will consist of constructing house
pads with associated roadways and utilities. We assume the houses will have shallow or
full-depth basements with concrete or masonry block foundation walls, and wood-frame
construction above grade. We assume the houses will be supported by typical spread footing
foundation systems with relatively light foundation loads, less than 2,000 pounds per square
foot (psf).
We assume the buildings constructed in the commercial parcels will be slab-on-grade, one-story
structures. We assume the buildings will be constructed with concrete or masonry block
foundation walls with a steel frame and roof. We assume the commercial buildings will be
supported by typical spread footing foundation systems with light to moderate foundation loads,
less than 3,000 psf.
At the time of this report, defmite development plans for the Parkside 4th Addition, Center
Oaks and commercial parcels were not available for our use.
C.2. Site Work
Based on the results of the borings, the surficial topsoil and soft clays are judged to be
potentially compressible and unsuitable for fill and foundation support. The underlying medium
to stiff clays appear generally suitable for fill and foundation support.
t
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Project BABX-96-816
November 21, 1996
Page 4
We recommend that an excavation/backfill approach be used for site development. This will
involve excavating the vegetation, topsoil and soft clays and then placing engineered fill, if
necessary, to establish building grades. The following tabulation outlines the anticipated
excavation depths at the boring locations.
BaFring
Number
Sutrface Elevation
(feet) Anticipated
Excavation Depth
(feet) Approximate Excavation
Bottom Elevation
(feet)
ST-1 948 7 941
ST-2 950 4 946
ST-3 966 1 965
ST-4 963 1 1/2 961 1/2
ST-5 964 1 1/2 962 1/2
ST-6 .966 1 965
The excavation depths indicated in the above table are approximate and could vary. The actual
depths of excavation required may differ between boring locations and should be determined in
the field at the time of the site grading.
In areas requiring engineered fill to establish footing grades, the excavations must be oversized
to provide lateral stability to the engineered fill. The. bottom of excavation should be oversized
1 foot beyond the outside edge of the footing for each foot of engineered fill placed below the
bottom of the footing (1:1 oversizing).
To minimize disturbing the clay soils, we recommend the excavations be performed with a
smooth-bucket backhoe. If the excavation bottom soils become disturbed, they should be
subcut and replaced with engineered fill.
The bottoms of the excavations should be observed by a geotechnical engineer or technician
under the direction of a geotechnical engineer to evaluate the removal of unsuitable soils and
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- `Project BABX-96-816
' November 21, 1996
Page S
the suitability of the natural soils left in place. This should be done prior to the placement of
engineered fill and/or footings.
' Based on the results of the borings, the clays below the topsoil appear generally suitable for use
as engineered fill. It should be anticipated that portions of the clays will be in a wet condition
' and will require aeration during placement to lower their moisture contents so that the specified
compaction requirements can be achieved.
' We recommend the engineered fill placed for building support be compacted to at least
95 percent of standard Proctor density (ASTM D 698) for footings designed for soil bearing
pressures up to 2,500 psf. For higher bearing pressures the fill compaction requirements will
need to be increased. This should be analyzed as needed. We recommend the moisture
' contents of the engineered fill soils be within 3 percentage points of the optimum moisture
content. Compaction tests should be taken to evaluate the contractor's method of fill
placement.
1
If fill depths exceed 10 feet, the compaction specification should be raised to at least 98 percent
of standard Proctor density and a construction delay may be needed to allow the fill to
consolidate under its own weight. Deep fill situations will need to be reviewed on a case-by-
' case basis.
C.3. Foundation Design
Based on the soil boring results and performance of the above~lescribed soil correction
procedures, for residential construction it is our opinion the engineered fill soils and underlying
medium to stiff clays should be suitable for support of spread footings sized for an allowable
soil bearing pressure of up to 2,000 psf. We recommend that strip footings be at least
20 inches wide and that column pads be at least 3 by 3 feet.
It is our opinion that total and differential settlements based on these loadings should not exceed
' 1 inch and 1/2 inch, respectively. This loading should also provide a theoretical factor of
safety of greater than 3 against localized shearing or base failure of the spread footings.
icall the soil bearin ressure for-commercial buildings of the type proposed ranges from
TYP Y~ g P
2,000 to 3,000 psf. If the higher 3,000 psf bearing pressure is to be used, the engineered fill
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- Project BABX-9fr- 816
November 21, 1996
Page 6
placed to establish foundation grades should be compacted to at least 98 percent of standazd
Proctor density.
' C.4. Construction Considerations .
We recommend the site be graded to provide positive drainage of run-off water away from the
buildings at all locations. We also- recommend the buildings be constructed with perimeter
drain file systems. i
' We recommend the basement floor grades be established to maintain at least a 4-foot sepazation
between the basement floor grades and groundwater. Groundwater was not encountered in the
' borings. However, because of the lack of rain during the summer and fall of 1996, we
anticipate the site may contain perched groundwater. We recommend test pits be excavated in
' the spring of 1997 to further evaluate the perched groundwater. The test pits will also assist in
further evaluating the soil conditions at the site.
J
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II
II
u
II
We recommend that Braun Intertec review the grading plan to evaluate if any fill lots will
require a construction delay prior to building construction to allow .for consolidation of thick
(10 feet or greater) fills.
C.S. Pavement Areas
We recommend the vegetation and topsoil be excavated from the pavement azeas. In areas
requiring engineered fill to establish pavement grades, the excavation should be oversized at
least 1 foot beyond the outside edge of the curb line for each foot of fill placed below the
bottom of the curb line.
The engineered fill placed in paved areas should be compacted to at least 95 percent of standard
Proctor density to within 3 feet of subgrade and 100 percent within the upper 3 feet. We
recommend the moisture contents of the engineered fill soils be within 4 percentage points of
the optimum moisture content to within 3 feet of subgrade and no greater than 1 percentage
point over the soils' optimum moisture content in the upper 3 feet.
Prior to placement of the aggregate base, we recommend the pavement subgrade be proofrolled
with a loaded tandem truck to detect unstable areas. Any unstable areas should be subcut and
replaced with a drier, compactable soil or dried and recompacted.
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' November 21, 1996
Page 7
Based on the borings, it appears the subgrade soils will consist mainly of sandy lean clay. For
' pavement design, we recommend an assumed Hveem stabilometer R-value of 12 be used.
' Consideration should be given to constructing the pavements with a sand subbase. Construction
with a sand subbase will provide a more stable pavement subgrade and reduce the required
pavement section. Drain file should be placed in the sand subbase to drain low-lying areas
where Ovate; could.potentially pond.
C.6. Utilities
The clays below the topsoil at the anticipated pipe invert levels appear generally suitable for
' pipe support. We recommend the utility trench backfill be compacted to the specifications
previously outlined in Section C.S., Pavement Areas.
D. Procedures
D.1. Drilling and Sampling
The penetration test borings were performed on October 21, 1996, with a core and auger drill
equipped with 3 1/flinch inside diameter hollow-stem auger mounted on a flotation-tire carrier.
' Sampling for the borings was conducted in general accordance with ASTM D 1586,
"Penetration Test and Split-Barrel Sampling of Soils." Using this method, the borehole was
advanced with the hollow-stem auger to the desired test depth. A 140-pound hammer falling
1 30 inches was then used to drive the standard 2-inch split-barrel sampler a total penetration of
1 1/2 feet below the tip of the hollow-stem auger..The blows for. the last foot of penetration
' were recorded and aze an index of soil strength chazacteristics. Samples were taken at
2 1/2-foot vertical intervals to the 15-foot depth and then at 5-foot intervals to the termination
' depths of the borings. A representative portion of each sample was then sealed in a glass jar.
D.2. Soil Classification
' Soils encountered in the borings were visually and manually classified in the field by the crew
chief in general accordance with ASTM D 2488, "Description and Identification of Soils
(Visual-Manual Procedures)." A summary of the ASTM classification system is attached. All
samples were then returned to our laboratory for review of the field classifications by a
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Project BABX-96-816
November 21, 1996
Page 8
geotechnical engineer. Representative samples will remain in our office for a period of 60 days
to be available for your examination.
D.3. Groundwater Observations
Immediately after taking the final samples in the bottoms of the borings, the holes were probed
through the hollow-stem auger to check for the presence of groundwater. Immediately after
withdrawal of the auger, the doles were again probed and the depths to water or cave-ins were
noted. The borings were then immediately liackfilled.
E. General Recommendations
E.1. Basis of Recommendations
The analyses and recommendations submitted in this report are based upon the data obtained
from the. soil borings performed at the locations indicated on the attached sketch. Often,
variations occur between these borings, the nature and extent of which do not become evident
until additional exploration or construction is conducted. A reevaluation of the
recommendations in this report should be made after performing on-site observations during
construction to note the characteristics of any vaziations. The variations may result in
additional foundation costs, and it is suggested that a contingency be provided for this purpose.
It is recommended that we be retained to perform the observation and testing program for the
site preparation phase of this project. This will allow correlation of the soil conditions
encountered during construction to the soil borings, and will provide continuity of professional
responsibility.
E.2. Review of Design
This report is based on the design of the proposed structures as related to us for preparation of
this report. It is recommended that we be retained to review the geotechnical aspects of the
designs and specifications. With the review, we will evaluate whether any changes in design
have affected the validity of the recommendations, and whether our recommendations have been
correctly interpreted and implemented in the design and specifications.
r
.._
~nco
~~.
- `Project BABX-96-816
' November 21, 1996
Page 9
E.3. Groundwater Fluctuations
' We made water level observations in the borings at the times and under the conditions stated on
the boring logs. These data were interpreted in the text of this report. The period of
' observation was relatively short, and fluctuation in the groundwater level may occur due to
rainfall, flooding, irrigation, spring thaw, drainage, and other seasonal and annual factors not
' evident at the time the observations were made. Design drawings and specifications and
construction planning should recognize the possibility of fluctuations.
E.4. Use of Report
This report is for the exclusive use of the addressee and the copied parties to use to design the
' proposed structures and prepare construction documents. in the absence of our written
approval, we make no representation and assume no responsibility to other parties regarding
' this report. The data, analyses and recommendations may not be appropriate for other
structures or purposes. We recommend that parties contemplating other structures or purposes
contact us.
E.S. Level of Care
' Services performed by Braun Intertec Corporation personnel for this project have been
conducted with that level of care and skill ordinarily exercised by members of the profession
currently practicing in this azea under similar budget and time restraints. No warranty,
' expressed or implied, is made.
Professional Certification: -
I hereby certify that this plan, specification or report was
prepared by me or under my direct supervision and that I
am a duly Registered Professional Engineer under the laws
of the State of Minnesota.
John T. Cazison, PE
C
Senior Engineer
Registration Number: 20663
I ~ ~
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CEDAR GRR~K -
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c~~T~R oAKs
O<cnber ~, 79~Ju ~' ~ t~
Exyling Zoning. K1A ~~ ~~
Minimum lat Area15,000 Sq. Ft.
lvtinimum lot Width -100.OU Ft.
1pldllogs~ 346
~--~
CtEpAR CREFK-237 tas
CENTER OAKS ~ '115 tots
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t
. P
t? ~~ scr~ptive Term~nol~y '
' Designation D 2487-83
' Standard Test Metfiod for
CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES
CRITERIA FOR ASSIGNING GR
UP SYMB
ND SOIL CLASSIFICATION •
045 A
CG
GRCN/P NAMES USING LABORATORY TESTS • GROUP
SYMBOL GROUP NAME`
'^ `o GRAVES CYAN GRAVELS C• ~ 4 and 1 < C, S 3 • GW Wiltgraded growl r
b e
` Mae than 50% of
f
di Lass Than 5% floes • C < 4 and/a 1 > C > 3 •
• < GP Poorly graded growl
O
o :
Z ~ ~ coase
ro
on
rofained on GRAVELS WITH FINES Fines Bassi as ML a MH GM Si tavI 4s
~ xo g No. 4 sieve Mao than 12'G fln.s• Fines dassify os CL «CH GC Clayey growl w
w ~ o SANDS CLEAN SALVOS C > 6 and T < C < 3 • SW Wsllgradad sand'
~ s Z SO% w more ~ Less than 5°6 Fines s C < 6 and/a 1 > C > 3 • SP Poorly graded sand
O ~
V i? '• bad1On Pm~s
tJ
4
i SANOS WIT}i FINES Fines dassi(y as ML a MH SM Silty sand •ss
o.
s
eve Mor• Ihan 12% floes' Fines dossify as Cl a CH SC Clayey sands"'
•
`
t"O
a"'c PI > 7 and is on a above 'A' Tins r CL Lsar~ '~
-
~ ~ e SILTS AND CLAYS
li
id li
it ~
PI <4 a plots balrnv'A' fln• r ~ ~.~ ,~
,~ „ >
w a. ~ qu
m
kss than 50•,6 organic L'quid limit • own dried < 0.75 OL Orgdnie d°Y ss"•
Z e $ Uquid limit -not dried Organic srlf "-'
°ar ~ ~
`
Z
r^O
OA
C PI pbta on a above 'A' Rns CM Fd day w
o
Z SILTS AND CLAYS ~
1 PI plots bebw'A' Gn• MH Elaswc :tTt s~'+`
e liquid limit
LL o
'^ 50%or rtara organic liquid limit-own dried <0.75 ~ Organic day s~'•`+
Uquid limit -not dried Organic siR ~`+
Hi h is sale Primari o nie natter, dark in color, and nie odor PT Peat
a. limed oa the mabral posing Ihs Sin (/5-mm(siaw.
b. If field sample contdned cobbles and/a boulder, add'with cobbles and/a bevlden' b group name.
c. Gta`•h wish 5 b 1296 fines r•quiro dual symbols.
GWGM vrodgraded grovel with silt
GWGC wegyraded gravel with day
~-CM P°OdY g^~"d growl with silt
GPrC P°Orfys~gravel.Mth day
d Sands with 5 b 12% fines requiro dual symbols..
SWSM weltgmdedsarulwithsil!
SWSC wellgradad sand with day
SPSM poorly grodad sand with silt
SPSC poorly graded sand with day
a C~-0„JO„ C ~?
f. R soil oonbina L i5%Os'a°nd, add'with sand' b group name.
g. # fines dmsi(y as CLJ~AL, me dual symbol GCGM, $CSM.
b. If fines ors organic, add'with orgmric first b group name.
v If sal ooatoias ~ 15% growl, add -with gmwr' b group name
j. !F Altsrberg Rmib pbt in hotdted area, sal b a CLJ~AI, silly Boy.
k. If wrl oontdm 15 b 29% plus No. 200, add'with sand' a•'wids growl' whhichever is predominant.
1. Y sal ooebins > 30% plus No. 200, prodominmstly sand, odd'sandt/ b group home.
m. M sal ooebins L 30% plus Ne. 200, prdorninandy growl, add'gravN~' b group norn•.
^. N L 4 cad pots on a above'A' Rm.
e. PI < 4 a pbt bebw'A' Rna.
p. PI plots en w above 'A' Roe.
q. PI phis bebw'A' Roe.
bo
K ~
W ~
yZ
1- 30
v
N ,~
to
7
4
0
o to Is zo 3o
ao 50 60
7o eo 90 loo no
LIQUID LtlMIT (ttjj
LABORATORY TESTS
DD Dry Density, pct OC Organic Content,
WD Wet Density, pct S Percent of Saturation,
MC Natural Moisture Content, % SG Specific Gravity
LL liquid Limit, % C Cohesion, psf
PL Plastic Limi#, % 0 Angle of Internal Friction
PI Plasticity index, % qu Unconfined Compressive Strength, psf
P200 °o Passing 200 Sieve qp P«ket Penetrometer Srength, tsf
~`°Ir
soar.. ,ar7s ~
Equation of •A'iine ~k, ~
Fiorizonbl at PI~4 b Ut25S, Vj J
tMn %0.73 (t1-20) ^~/ ~ .P
Equarion of •U• ins O
Virticd at t1-16 b PI-7, ~
~ `~`
then PI-0.9 (LL$l ~
i
/ ~
i OQ- MH oR OH
i~ Gv
-- ML OR OL
cL Mt.
PARTICLE SIZE IDENTiFICA710N
Boulders ............................ over 12"
Cobbles ............................. 3" to 12"
Gravel
Coarse ........................... 3/4"~"
Fine ............................... No. 4-x/4"
Sand
Coarse ........................... No. 4-No. 10
Medium .......................... No. 10--No. 40
Fine ............................... No. 40-No. 200
Silt .................................... No. 200-.005 mm
Ckry .................................. less than .005 mm
RELATNE DENSITY OF
COHENSIONLESS SOILS
- very loose ........................................... 0-4 BPF
.;
= loose ................................................ 5-10 BPF
medium dense ................................. 1 1 ~0 BPF
dense ............................................. 31-50 BPF
very dense ..............................:............. 50+ BPF
CONSISTENCY OF COHESIVE SOILS
very soft ............................................: 0-1 8PF
soft .................................................... 2--3 BPF
rather soffi ........................................... 4-5 BPF
medium .............................................. b-8 BPF
rather stiff ......................................... 9-12 BPF
stiff ................................................ 13-1 t5 BPF
very stiff ......................................... 170 BPF
hard .....................................................30+ BPF
DRIWNG NOTES
Standard penetration test borings were advanced by
3 1 /4" or 6 1 /4" ID hollowatem augers unless noted other-
wise. Jetting water was used >n dean out auger prior to
sampling only where indicated on logs. Standard penetration
test borings are designated by the prefix "ST" (SplitTube).
Power auger borings were advanced by 4" or 6' diameter,
continuous-flits, solid stem augere.~ Soil dassificafion and strain
depths are inferred from disturbed samples angered to the
surface and are, therefore, somewhat approximate. Power
auger borings are designated by the prefix "B".
Hand probings were odvanced manually with a 1 1 /2'
diameter probe and are limited io the depth from which the
Probe can be manually withdrawn. Hand probings are
tndtcated by the prefix 'H'.
SAMPLING: All samples are taken wish the standard 2" O.D.
split-tube sampler, excepfiwhere noted. TW indicates thin-wall
(undisturbed) sample.
BPF: Numbers indicate blows Qe wfoot recorded in standard
penetration test also known as N value. The sampler is set
6' into und'utur~ed soil below the hollow-stem auger. Driving
resistances are then counted for second and third 6" increments
and added to get BPF. Where thex differ significantly, they are
reported in the following form-2/ 12 for the second and third
6 increments, respectively.
WH: WH indicates the sampler penetrated soil under weight
of hammer and rods alone, driving not required.
1NR: WR indicates the sampler penetrated soil under weight of
rods alone, hammer weight and driving not required.
NOTE: All tests run in general accordance with applicable
ASTM standards.
~~~ ~ SM
I NTE RTEC
I~
L(`~ OF BORING r
PROJECT: BABX-96-816 BORING: ST-1
GEOTECHNICAL EVALUATION -
Parkside 4th Addition and Adjacent LOCATION:
Commercial Parcels See attached sketch.
Albertville, Minnesota
DRILLER: M. Rowland METHOD: 3 1/4" HSA DATE: 10/21/96 SCALE: 1" = 4'
Elev. Depth ASTM
948.0 0.0 Symbol Description of Materials BPF Tests or Notes
CL LEAN CLAY, black, wet.
(Topsoil) NOTE: All ground surface
946.5 1.5 elevations shown on boring
CL LEAN CLAY, with a trace of fibers, gray, wet, soft logs were estimated from
to rather Soft. 2 contour lines on plans.
(Alluvium) Elevations should be field
verified.
_ 4 MC = 35~
941.0 7.0
CL SANDY LEAN CLAY, with a trace of Gravel, l0
rust-stained at 7 1/2 feet, gray, wet, medium to
rather stiff.
(Glacial Till)
7
10
7
7.5
20.5 10
END OF BORING.
Water not observed with 19 feet of hollow-stem
auger in the ground.
Water not observed to cave-in depth of 16 feet
immediately after withdrawal of auger.
1~
1 Boring immediately backfilled.
' ~ BABX-96-816 Braun Intertec - 11/21/9b ST-1 page 1 of 1
'' L ~",:G OF BORING ~
PROJECT: BABX-96-816 BORING: $T-2
GEOTECffi~tICAL EVALUATION
Parkside 4th Addition and Adjacent LOCATION:
Commercial Parcels See attached sketch.
Albertville, Minnesota
DRILLER: M. Rowland METHOD: 3 I/4" HSA DATE: 10/21/96 SCALE: 1" = 4'
Elev. Depth ASTM
950.0 0.0 Symbol Description of Materials BPF Tests or Notes
CL LEAN CLAY, black, wet.
948.5 1.5 (Topsoil)
CL LEAN CLAY with SAND, with a trace of Gravel,
rust-stained, brown, wet, soft. _ 2
(Glacial Till)
946.0 4.0
CL SANDY LEAN CLAY, with a trace of Gravel,
brownish-
rust-stained
ra
to
ra
wet
medium to 6 MC = 23 %
g
y
g
y,
,
,
rather stiff.
(Glacial Till)
10
941.0 9.0
CL SANDY LEAN CLAY, with a trace of Gravel,
gray, wet, medium to rather stiff. 12
(Glacial Till)
8
10
6
9.5 20.5
END OF BORING.
Water not observed with 19 feet of hollow-stem
auger in the ground.
Water not observed to cave-in depth of 14 1/2 feet
immediately after withdrawal of auger.
Boring immediately backfilled.
BABX-Y6-tf16
Braun intertec - 11/21/Y6
J 1-L pil~'C 1 Vl 1
r
L(~ OF BORING '
PROJECT: BABX-96-816 BORING: ST-3
GEOTECIINICAL EVALUATION -
Parkside 4th Addition and Adjacent LOCATION:
Commercial Parcels See attached sketch.
Albertville, 1Vlinnesota
DRILLER: M. Rowland METHOD: 3 i/4" HSA DATE: 10/21/96 SCALE: i" = 4'
Elev. Depth ASTM
966.0 0.0 Symbol Description of Materials BPF Tests or Notes
CL LEAN CLAY, black, wet.
965.0 1.0 (To
soil)
CL p
SANDY LEAN CLAY, with a trace of Gravel,
_ brown to brownish gray, moist to wet, medium to 11
stiff.
(Glacial Till)
i ~ ~;
- 7 MC=17%
7
9
Rust-stained to 12 1/2 feet. With layers of Poorly 11
Graded Sand with Silt at 7 1/2 and 15 feet.
14
14
5.5 20.5
END OF BORING.
Water not observed with 19 feet of hollow-stem
auger in the ground.
Water not observed to cave-in depth of 14 feet
immediately after withdrawal of auger.
Boring immediately backfilled.
BABX-96-816 Braun Intertec - 11/21/96 ST-3 page 1 of 1
' ~ L `~'`G OF BORING r
PROJECT: BABX-96-816 BORING: ST-4
GEOTECIiNICAL EVALUATION
Parkside 4th Addition and Adjacent LOCATION:
Commercial Parcels See attached sketch.
Albertville, Minnesota
DRILLER: M. Rowland METHOD: 3 1/4" HSA DATE: 10/21/96 SCALE: 1" = 4'
Elev. Depth ASTM
963.0 0.0 Symbol Description of Materials BPF Tests or Notes
CL LEAN CLAY, dark brown, wet.
961.5 1.5 (Topsoil)
CL SANDY LEAN CLAY, with a trace of Gravel,
rust-stained, brown to brownish gray, moist to wet, _ 10
rather stiff to stiff.
(Glacial Till)
i 1
10
MC{=16%
12
10
13
12
15
2.5 20.5
END OF BORING.
Water not observed with 19 feet of hollow-stem
auger in the ground.
Water not observed to cave-in depth of 15 feet
immediately after withdrawal of auger.
Boring immediately backfilled.
BABx-96-x16
Braun Intertec - 11!21/96
~i-a page i of L
L'°~G OF BORING
PROJECT: BABX-96-816 BORING: ST-5
GEOTECIINICAL EVALUATION
Parkside 4th Addition and Adjacent LOCATION:
Commercial Parcels See attached sketch.
Albertville, 11Tnnesota
DRILLER: M. Rowland METHOD: 3 i/4" HSA DATE: 10/21/96 SCALE: 1" = 4'
Elev. Depth ASTM
964.0 0.0 Symbol Description of Materials BPF Tests or Notes
SM : • ~ : SILTY SAND, fine-grained, dark brown, moist.
962.5 1.5 (Topsoil)
CL SANDY LEAN CLAY, with a trace of Gravel,
- rust-stained with layers of Silty Sand at 5 feet, 24
brown to grayish brown, moist to wet, medium to
stiff.
F r (Glacial Till)
i0 _ MC=18%
14
14
14
7
10
3.5 20.5
END OF BORING.
Water not observed with 19 feet of hollow-stem
auger in the ground.
Water not observed to cave-in depth of 15 feet
immediately after withdrawal of auger.
Boring immediately backfilled.
r
" BABX-96-816 Braun Intertec - 11/21/96 ST-5 page 1 of i
L~`~'.G OF BORING ~
PROJECT: BABX-96-816 BORING: ST-$
GEOTECHNICAL EVALUATION
Parkside 4th Addition and Adjacent LOCATION:
Commercial Parcels See attached sketch.
Albertville, 1VTinnesota
DRILLER: M. Rowland METHOD: 3 I/4' HSA DATE: 10/21/96 SCALE: 1" = 4'
Elev. Depth ASTM
966.0 0.0 Symbol Description of Materials BPF Tests or Notes
SC ~ : ~ : CLAYEY SAND, fine-grained, black, wet.
965.0 1.0 (To
soil)
CL p
LEAN CLAY with SAND, rust-stained, brown,
wet, medium. 7
(Glacial Till)
7 MC = 20% '
959.0 7.0
CL SANDY LEAN CLAY, with a trace of Gravel, 13
rust-stained, brown to grayish brown, wet, medium
to stiff.
(Glacial Till)
11
9
9
14
5.5 20.5
END OF BORING.
Water not observed with 19 feet of hollow-stem
auger in the ground.
Water not observed to cave-in depth of 16 feet
immediately after withdrawal of auger.
Boring immediately backfilled.
I' BABX-96-816 Braun Intertec - 11/21/96 ST-b page i of 1
Z1.+26/1996 13:17 320253457 INL~EFENL~ENT TESTING Pf~GE 02
,~: ~,,
~(P ~ c~S
~ID~,~'~~I~~f~"~~~STt~IG 7EC~NULtl~1~S, 1N~.
.(~. ~.o~C ~C25. 'IpYA1Tl~..pA~IK,, MN 5fi387
sli: (32'1,0 ~`~,`~-~.~~$~ ~i: (~;~'U!} 2"5~~4~47
/~FP4f~'1'" QF /~l~L D~~~4~' ~J12~7-,~
orb Date: November 15, 1996 Project': 96-202A Parkside 3rd Addition
Albertville, Minnesota
Meyer f~ohlin,. Inc.
field Technician: MAL
x'-_- _ Nuclear Method (ASTM D2922} Sand Cone Method (ASTM. 0.1556)
' , ~ Modified.Proctar (ASTM D1 a57) x Standard Proctor (AST'M Q&98)
1
t~# '
~ pate ~
Spit ID #
.GI~Ssific~tioa Qp#imum
Maistare Mdz lab
D Qensi !n place
% Moisture . In Place
Q l~~nsl . Percef~t
tom ac~an Specified
Cod ac#inn
Result
11.1x,96 P-1 . CL 20.6 ]0Z_6 25.1 97.5 ~ ~95 ~95 ~ PA55
~ . 11 ~ ~1 a~ ~6. P-1 ~ ~ ~ CL 20.6. 102.6 26.3 97,3 95 95 ~ PASS
. 11- l q ~96 ' P-2 ~. CL-M L 20.0 1.06.2 23.9 .101.0 95 l f 2 ~ ~ 95 PASS
. ~
i~
Benc~mari~:'
t #~ - Test l.~catian ~;levatian
L.ot ~ Bfock'7 South l"oQ.tin Line 7' West afi t#~e Southeast House Corner ~ Fvatin Grade
Lot 3, Block 1 North E`ootin Line 15` fast of the Northwest House Corner . l~aot~in Carade
Lat 3 . Blpc~k 7 East Faotin Line 5' North of the Southwest Gara e Corner Fp~l:in Grade
?il2a-~
Submitted By:
~aiy hero, Project Manager ~ - - ~r
t
' 11`,'26A139E 13:17 32F71534547 INDEPENDENT TESTING Pfi~GE 03 t
'. ~(V~~~~l~~~~ ~~IA11k~ut ~1....~i~~V~..V~7~1~~~~ ~Ili~• \
d'FPI.~f~T JIFF/fl.Q.~,~~...~~~.~~~~`
Report Gate: ~ November 25, 196 Project: ~-202A Parkside 3rd Additiort
Albertville, Minnesota
~liertt: ~,enca, Inc.
' cc: - _
Pield Technician: MAL
x Nuclear Method (ASTM 02922) Sand Cone Method tP,STM x1556)
Modified Proctor (ASTM 01557) x Standard Proctor (ASTM DB98)
• Optimum Maz Lxb In Place in Place Percent ' 5{jecifietf
1'est# Dete Soi# 1D #~ Glassif'seafio~r IY#oisture D Densi % Moisture D gesls~ Cnm ac.ti.on
~ Cam action
5 Result
~ PASS
4~ 11.21.96 ~ P-1 CL ZQ.6 102.6 23.6 99.4 97 ~
~ 9
~
5 :1~1-21-96 P-1 CL 20.6 102.6 20.1 100.6 9$ 95 ~ PASS
6 11.21-96 P-2 ~ CL 20.0 106.2 23.0 101.3 95 112 ~ 95 PASS
7 11-21.96 P•1 CL 20.6 102.6 22 ~ ; 97.8 951 /2 9~ ~ •PASS
$ ~11-21-96 P-1 CL 20.6 102.6 2{l.^u 101.8 99 95 PASS
9 11-21-96 ~ P • 1 C~ 20.fi 102.6 23.4 100.4 9$ ~ 95 ~ PASS
' Ber7chrr~ark:
~~
Test #~
4
Ldt i Black 7
Tes# i.oca#iae
2' South and 2' West of the Southwest foatin corner
•E#eva#ian
955 l12
5 ~ Lot 1 Buck ?` 2' South and 2' West of the Southwest faatin~ carnet 954
.
f . trot 3 Block 7 2' West of the Northwest Walkout footin corner 953
1 lnt ~ Slnck 7 86' North and 15` Esat of the Southwest lot corner ~ 958
$ Lot 5 flock 7 84' North and 15' sat of the Southwest Ivt Darner 956 ~ 12
9 Lo# 5 Bloc{C 7. $0` Narth and 15' 6sat of the Southwest lot corner 955
Submitted i?y:
/d
f'
~< f ~ ~ /
z.r.162o~A-!~ ~Aalitcheil A. t.yt3rh, Crc~jert.,'~`anager
. ~`
n
0
i
1
Li
u
ri
i1J2E,f1956 13:17 32E~25345a7 INDEPENDENT TES~~NG PAGE E~4
~~
~~ ~~
~3~ 31S'>" AW1=NUB SC?UTH • PJ. BC~X 32~ w Wl~IT~~ l'A~CK, MN ~56~>~7'
~~ ~ Phbrle: (320) 25.3-433$ ~ F'ax: {3~fJ) 253-4547.
November ? ~, 1996
NIr_ lean .lc:rtsert
1S.i;rrcu, lnc:.
1373.b NE ]ohnsc~ri Street
Flarri Lake, MN 55344
1~1~: q~_2t)?A excavation ~bserw~atiorr and Cnnstrtrctiozt Material Testing Services
Lot 3, ~1ock 7 l~arkside Ord Addition
Albertville, Minnesota
l,~zy~tr i~lr. Jensen:
•~~s requested and authorized, Independent Testing Technalos~ies, lnc, recently cor}dtictcd
an observation of the excavation for the above referenced project in Albertville,
l~•linns~sota. In addition, compactis~n tests were; taken vn the tr11 placed arrd compacted
within the building and oversized areas. The purpose of our observation was to assist in
cvaluatiitg the suitability of the sails encountered in the battorrr of the excavation far
support ufthe proposed faatiztg, fi11 and floor slab Ioads..The compaction tests were
trtken to a;;sist ip evaluating the suitability of the till placed,artd compacted.
Design Informatiazz
The building being constructed is a multilevel with a walk out and attached garage. tt is
cur understanding that the footings have been designed utilizing a mg.~ci:rrtum net soil
bearing pressure of 1500 pounds per square foot {psf).
FiQid Se.tl~ices
C)ur initial observation was conducted on November 2d, 1'996. At that tune, hand auger
borings and test pits were conducted adjacent to the walk out footings to depths ranging
from 4 to ~~ feet. f-iand auger probes were conducted to assist in evaluating tkte soils
encouzttered in the battoat of the excavation. 1/stirrtates of soil density were based.on tl~e
resistance ofth~ hand auger probes. The soils were visually classified in acaordarlce with
the Antez°ican Society t~f Testing. aztd Materials (A5T~1 D248~). by examining the hand
r~ci~.tG.r l7ral.~e.cuttirtgs.
r
~~I
i\lr L.V/ 17JG 1J.1 f .:;~ti~:7,~~-+.~4r' lf'JUtYtr~J1!tPJI ~t:~~ 1Nla F'(~laE E~
"Chi hind auger proves encountered approximately ~ feet of clay fill (GL) above.nmtive,
lean clays (C'L) ti~~hich were in a dense carsditian. Groundwater was not encountered. .
~Canapactior+ tests were ta>*en on the fill placed. These tests, which were sent. to you under .
separate ~caver, indicate that-the fill was compacted to or in excess of ~~S°l~ of standard.
tractor decisit;~.
Surnntary
~asad on the results af' our excavation observation and density testing, it is our o.~ainittn .
that the natura€ Solis in the bottom of the excavation are suitable far support of tl7.e .
ar#ticipated~6ll, ~faatin~ arfd foundation loads. In addition, the fill is adequately compacted .. ~ .
fQr ~uppart ~at`nc~ structure.
~roundw~rer was not absert~ed in.the excavated area, but in'order to reduce the risk of
Mature tnaasture problems. we recommend waterproofing the below grade walls .arad t1Y~
installation of a perimeter drain file system,
• I'v1r., Jensen, it has been a pleasure to be of service to you on this project.. €f you. have any
cjuestions,~c~r iF.r~-e can be of further a$sistance, please fee! free to contact us."
5.iricet'~1y,
irche!! ,~.. L;ynch.
Frc~ject 1Vlana~er
s
~:06'1~02A1tr
INDEPENDENT TESTINb fE~HNOLOGIES, INC.
' PO BOX 325, WAITS PARK, MN 56387
PH: (320) 253-4338, FX: (320) 253-4547
REPORT OF F/ELD COMPACT/ON TESTS
1 Re ort Date: December 2 1996 -
p Project. 96 202A Parkside 3rd Addition
Albertville, Minnesota
Client: Kenco, Inc.
cc: Meyer Rohlin, Inc.
Field Technician
x Nuclear Method (ASTM D2922)
Modified Proctor (ASTM D1557) x
MAL
Sand Cone Method (ASTM D1556)
Standard Proctor (ASTM D698)
Test #
Date
Soil 1D #
Classification Optimum
Moisture Maz Lab
D Densi In Place
% Moisture In Place
D Densi Percent
Com action Specified
Com action
Result
10 11-27-96 P-1 CL 20.6 102.6 23.0. 97.9 95 1 /2 95 PASS
11 11-27-96 P-2 CL 20.0 106.2 20.6 104.3 98 95 PASS
12 11-27-96 P-2 CL 20.0 106.2 22.3 103.0 97 95 PASS
13 11-27-96 P-2 CL 20.0 106.2 21.0 102.4 96 1 /2 95 PASS
14 11-27-96 P-2 CL 20.0 106.2 22.0 104.0 98 95 PASS
15 11-27-96 P-1 CL 20.6 102.6 21.1 99.5 97 1 /2 95 PASS
Benchmark:
Test # Test Location Elevation
10 Lot 3, Block 7 2' South & 1' West of the Southwest Footin Corner 956
11 Lot 3 Block 7 2' South & 1' West of the Southwest Footin Corner 954 1 /2
12 Lot 3 Block 7 2' South & 1' West of the Southwest Footin Corner 953
13 Lot 7, Block 7 80' North & 15' East of the Southwest Lot Corner 956
14 Lot 7 Block 7 80' North & 15' East of the Southwest Lot Corner 954 1 /2
15 Lot 7 Block 1 80' North & 15' East of the Southwest Lot Corner 958
a:d6202A-15
Submitted By:
~~~.i~
~.
chell A. Lynch, Project M ger
IND P
E ENDENT TESTING ~~E~HNOLOGIES, INC.
PO BOX 325, WA1TE PARK, MN 56387
PH: (320) 253-4338, FX: (320) 253-4547
r
,~ . ~ ~~
.~ .~
REPORT OFf/ELD COMPACTION TESTS
1 Re ort Date: December 2 1996 Pro'ect: 96-202A
p J
Client: Kenco, Inc.
cc: Meyer Rohlin, Inc.
Parkside 3rd Addition
Albertville, Minnesota
Field Technician: MAL
'i.
x Nuclear Method (ASTM D2922)
' Modified Proctor (ASTM D1557) x
Sand Cone Method (ASTM D1556)
Standard Proctor (ASTM D698)
Test #
Date
Soil ID #
Classification Optimum
Moisture Max Lab
D Densi In Place
% Moisture In Place
D Densi Percent
Com action Specified
Com action
- Result
16 11-27-96 P-2 CL 20.0 106.2 22.6 101.3 95 1 /2 95 PASS
17 11-27-96 P-2 CL 20.0 106.2 20.9 103.6 97 1 /2 95 PASS
18 11-27-96 P-2 CL 20.0 106.2 19.4 104.8 98 1 /2 95 PASS
Benchmark:
Test # Test location Elevation
16 Lot 9 Block 7 80' North & 15' East of the Southwest Pro er Corner 957
17 Lot 9 Block 7 80' North & 15' East of the Southwest Pro er Corner 955 1 /2
18 Lot 9 Block 7 80' North & 15' East of the Southwest Pro er Corner 954 1 /2
a:d6202A-18
Submitted By:
itchell A. Lynch, roj anager
i~
II
SM
f NTE RTES
Report of Field Compaction Tests
' Date: August 22, 1996
Client: Mr. Greg Brown
' Brown & Cris Inc.
19740 Kenrick Avenue
•
Results. Lakeville, MN 55044
X Nuclear Method
Sand Cone Method
~ocations:
Bench Mark:
ASTM D 2922-81 X Standard Proctor ASTM D 698-91
ASTM D 1556-82 Modified Proctor ASTM D 1557-91
Tut
Vo.
Teu Location
Elcwation
1 58th Street NE, Sta. 15+80, sanita sewer trench 943
2 58th Street NE, Sta. 16+45, sanitar sewer trench 943
3 Kalland Ave. North, Sta. 4+35, sanitar sewer trench 940
4 Kalland Ave. North, Sta. 3+75, sanitar sewer trench 939
A. Test Results Comply With Specifications.
B. Test Results Do Not Comply With Specifications.
Remarks:
~: Attn: Mr. Don Jensen
Kenco
Attn: Mr. Ron Guertz
Meyer-Rohlin
Attn: Mr. Pete Carlson
SEH
i~
P
Braun lntertec Corporation
1520 24th Avenue North
P.O. Box 189
~~ St. Cloud, Minnesota 56302-0189
b 12-253-9940 Fax: 253-3054
Engineers and Sdentists Serving
the built and Naruroi Environments"
Project : BAXX-96-639
Project Description:
Parkside 3rd Addition Utility & Pavement
Construction
Albertville, MN
Tat
Vo.
Datc
Soil
I.D.9'
Clauification
OPtintwn
Muitwre' Max. Lab
.Dry Daui[y'
(PCF)
In Place
% Moisture*' In Place
Dry Dettsity"'
(PCn
Relative %
curttQacriat Speciriai
Mittimutn %
canpaction
anmetut
1 8-14-9b P-1 SC 15 114 19 111 97 95 A
2 8-14-96 P-1 SC 15 114 19 110 9b 95 A
3 8-14-96 P-2 SC 17 108 22 103 95 95 A
4 8-14-96 P-2 SC 17 108 26 100 93 95 B
* =Optimum Moisture and Max. Lab Dry Density rounded
to nearest 1/2.
** = In Place % Moisture and In Place Dry Density rounded
to nearest whole number per ASTM procedures.
Braun Intertec Corporation
~L'~
J s G. Vos
ngineering Assistant
li
i~
I NTE RTEC
Report of Field Compaction Tests
'Date: August 22, 1996
Client:
X Nuclear Method
Sand Cone Method
-7.ocations•
no.,,.t, a,r.,rv.
ASTM D 2922-81 X Standard Proctor ASTM D 691E-yl
ASTM D 1556-82 Modified Proctor ASTM D 1557-91
Teu
No.
Test Location
Elevatiai
5 58th Street NE, Sta. 15+95, sanitar sewer trench 94716
6 58th Street NE, Sta. 1b+85, sanitar sewer trench 952
7 58th Street NE, Sta. 17+00, sanita sewer trench 950
8 58th Street NE, Sta. 17+95, sanitar sewer trench 950
9 Kalland Avenue North, Sta. 2+30, sanita sewer trench 947
10 Kalland Avenue North, Sta. 3+15, sanitar sewer trench 949
11 Kalland Avenue North, Sta. 4+20, sanitar sewer trench 948
A. Test Results Comply With Specifications.
B. Test Results Do Not Comply With Specifications
Remarks;
'c:
i~
i~
Mr. Greg Brown
Brown & Cris Inc.
19740 Kenrick Avenue
Lakeville, MN 55044
Braun Intertec Corporation
1520 24th Avenue North
P.O. Box 189
St. Cloud, Minnesota 56302-0189
612-253-9940 Fax: 253-3054
engineers and Scientists Serving
the 3viit and Natural Environments'
Project : BAXX-96-639
Project Description:
Parkside 3rd Addition Utility & Pavement
Construction
Albertville, MN
P
Tcu
No.
Date
Soil
[.D.X
Classification
Optviuun
Moisauc' Maz. Lab
Dry Dcruity*
(PCF~
In Place
% Moiswre'* !n Place
Dry Danity"
(PCB
Relative %
Cooipacdon Specified
Miiiiiinan %
Compaction
Cumtiiaus
5 8-15-96 P-2 SC 17 108 22 106 98 95 A
6 8-15-96 P-2 SC 17 108 23 103 95 95 A
7 8-15-96 P-2 SC 17 108 21 107 99 95 A
8 8-15-96 P-1 SC 15 114 20 112 98 95 A
9 8-15-96 P-2 SC 17 108 23 105 97 95 A
10 8-15-96 P-2 SC 17 108 21 106 98 95 A
11 8-15-96 P-2 SC 17 108 23 103 95 95 A
Attn: Mr. Don Jensen
Kenco
Attn: Mr. Ron Guertz
Meyer-Rohlin
Attn: Mr. Pete Carlson
SEH
* =Optimum Moisture .and Max. Lab Dry Density rounded
to nearest 1/2.
** = In Place % Moisture and In Place Dry Density rounded
to nearest whole number per ASTM procedures.
Braun Intertec Corporation
~~ _
Ja ~ G. Vos
gtneering Assistant
~~~~ ~;~
i NTE RTEC
Report of Field Compaction Tests
' Date: August 22, 1996
' Client: Mr. Greg Brown
Brown & Cris Inc.
19740 Kenrick Avenue
' Lakeville, MN 55044
R ults•
Braun Intertec Corporation
1520 24th Avenue North
P.O. Box 189
St. Cloud, Minnesota 56302-0189
612-253-9940 Fax: 253-3054
Engineers end Scentisrs serving
;he 3uiit cnd fVeturc! Ewironments`
Project : BAXX-96-639
Project Description:
Parkside 3rd Addition Utility & Pavement
Construction
Albertville, MN
P
es
Tzst
No.
ale
~~
I.D.M
lassification _
Uptiuwin
Mouwrc'
Max.~Lab
Dry Dauity
(PCF)
In Place
% Moisuuc"
In Place
Dry Dznsity"
(PCF}
Relative %
Contpaciiiat
Specific!
Maiinrun %
Compaction
umnxYUs
12 8-15-9b P-2 SC 17 108 18 108 100 95 A
13 8-15-96 P-2 SC 17 108 21 106 98 95 A
14 8-15-96 P-2 SC 17 108 20 105 97 95 A
15 8-15-96 P-2 SC 17 108 20 108 i00 95 A
lb 8-15-96 P-2 SC 17 108 20 106 98 95 A
X Nuclear Method ASTM D 2922-81
Sand Cone Method ASTM D 1556-82
Locations:
B h Ylark•
X Standard Proctor AJ 1 M ll oya-y t
Modified Proctor ASTM D 1557-91
enc ~
Test
No.
Tzst Location
Fkwatian
12 58th Street NE, Sta. 17+20, sanita sewer trench 953
13 Kalland Avenue North, Sta. 4+20, sanita sewer trench 952
14 Kalland Avenue North, Sta. 3 +20, sanitar sewer trench 951
15 Kalland Avenue North, Sta. 2+20, sanita sewer trench 950
16 Kalland Avenue North, Sta. 1 +20, sanitar sewer trench 945
A. Test Results Comply With Specifications.
B. Test Results Do Not Comply With Specifications
Remarks:
c: Attn: Mr. Don Jensen
Kenco
Attn: Mr. Ron Guertz
Meyer-Roblin
Attn: Mr. Pete Carlson
SEH
* = Upttmum Motsture ana MaX. Lao ury LCILSIIy LUUrIUGu
to nearest 1/2.
** = In Place % Moisture and In Place Dry Density rounded
to nearest whole number per ASTM procedures.
Braun Iniertec Corporation
~// ~.ti/
J G. Vos
Engineering Assistant
i~
~~
8 ~ ~ ~ ~ ::n
I NTE RTEC
Report of Field Compaction Tests
' Date: August 22, 1996
I' Client:
i~
Mr. Greg Brown
Brown & Cris Inc.
19740 Kenrick Avenue
Lakeville, MN 55044
Braun Intertec Corporation
1520 24th Avenue North
P.O. Box 189
St. Cloud, Minnesota 56302-0189
612-253-9940 Fax: 253-3054
engineers and Scienrisrs Servinc
the Built cnd Narurcl Environmems
Project : BAXX-9b-639
Project Description:
Parkside 3rd Addition Utility & Pavement
Construction
Albertville, MN
r'
a
C~ Lal W
Test
No.
ate
Soil
I.D.//
lassificatuxt
Optitnwn
Moisuue"
Max. Lab
Dry Density"
(PCF)
In Place
~ Moiswre"
to Place
Dry Dauiry"'
IPCh~
Rclauve %
Canpaction
Specifuxl
Mitwnwn `X
Cotupaction
atunctus
17 8-16-9b P-2 SC 17 108 20 106 98 95 A
18 8-16-96 P-2 SC 17 108 23 104 96 95 A
19 8-16-96 P-2 SC 17 108 22 105 97 95 A
20 8-16-96 P-2 SC 17 108 20 108 100 100 A
21 8-16-96 P-1 SC 15 li4 20 109 96 95 A
22 8-16-96 P-1 SC 15 114 19 110 97 95 A
23 8-16-9b P-1 SC 15 114 21 108 95 95 A
X Nuclear Method
Sand Cone Method
Locations:
'Bench Mark•
i~
n
ASTM D 2922-li l x ~tariaara rroccor HJ 11V1 L 070-71
ASTM D 1556-82 Modified Proctor ASTM D 1557-91
rest
No.
Test Location
Elevation
17 Kalland Avenue South, Sta. 2+00, sanita sewer trench 959
18 Kalland Avenue South, Sta. 1 +00, sanitar sewer trench 958
19 Kalland Avenue South, Sta. 0+04, sanita sewer trench 951
20 58th Street NE, Sta. 17+50, sanitar sewer trench 959
21 58th Street NE, Sta. 15+79, sanitar sewer trench 949
22 Kalland Avenue North, Sta. 1 +00, sanitar sewer trench 950
23 Kalland Avenue North, Sta. 1 +46, sanitar sewer trench 951
A. Test Results Comply With Specifications.
B. Test Results Do Not Comply With Specifications.
' Remarks:
c: Attn: Mr. Don Jensen
Kenco
' Attn: Mr. Ron Guertz
Meyer-Rohlin
Attn: Mr. Pete Carlson
' SEH
* = Upumum lvtolsture ana max. L.aD Lry t~cu~ity ,.,utt..~.,
to nearest 112.
** = In Place % Moisture and In Place Dry Density rounded
to nearest whole number per ASTM procedures.
Braun Intertec Corporation
C/ ~" -
Ja~tes G. Vos
Engineering Assistant
i~
II
~~
~M
1 NTE RTEC
' ~eport of Field Compaction Tests
Date: August 22, 1996
'Client:
i
Mr. Greg Brown
Brown & Cris Inc.
19740 Kenrick Avenue
Lakeville, MN 55044
Braun Intertec Corporation
1520 24th Avenue Norfh
P.O. Box 189
St. Cloud, Minnesota 56302-0189
612-253-9940 Fax: 253-3054
Engineers and Scientists Serving
the 3uilt and Natural Environments'
Project : BAXX-96-639
Project Description:
Parkside 3rd Addition Utility & Pavetnent
Construction
Albertville, MN
r
r
i
Kesults:
Test
No
Dau
~~
l.D.d'
Classification
Optutwm
Muiswrc' Max. Lab
Dry Da>say'
(PCF7
In Place
% Moiswre" In Place
Dry Deiuuy'•
(PCF~
Relative %
C~xnpaction Spuifsxt
Mbwtwm %
Compaction
Contmcnts
.
24 8-16-96 P-1 SC 15 114 21 108 95 95 A
~ 25 8-16-96 P-1 SC 15 114 18 108 95 95 A
26 8-16-96 P-2 SC 17 108 20 106 98 95 A
27 8-16-96 P-2 SC 17 108 22 104 96 95 A
28 8-16-96 P-2 SC 17 108 23 103 95 95 A
29 8-16-96 P-2 SC 17 108 19 105 97 95 A
~ 30
_ 8-16-96 P-2 SC 17 108 21 104 96
. c•m 95
~ r >1 LAO n A
1
X Nuclear Method
' Sand Cone Method
Locations:
~B hM k
n
n
i~
ASTM D 29"l"L-tSt X JCdiluaru rlu~tu> ~-av=+T= ++ ~~~ --
ASTM D 1556-82 Modified Proctor ASTM D 1557-91
enc ar
Ter<
No.
Tcu Location
Fkvatwn
24 Kalland Avenue North, Sta. 2+50, sanita sewer trench 951
25 Kalland Avenue North, Sta. 3+50, sanita sewer trench 951'fz
26 57th Street NE, Sta. 21+50, sanitar sewer trench 9531k
27 Kalland Avenue South, Sta. 1+50, sanitar sewer trench 959
28 58th Street NE, Sta. 17+25, sanitar sewer trench 958
29 58th Street NE, Sta. 15+50, sanita sewer trench 956'fz
30 Kalland Avenue North, Sta. 2+00, sanitar sewer trench 953
T .L Tl-.. r1u ni fa. ~ nl~Pll
' A. Test Results Comply With Specitcations.
B. Test Results Do Not Comply With Specifications.
' Remarks:
c: Attn: Mr. Don Jensen
Kenco
Attn: Mr. Ron Guertz
Meyer-Rohlin
Attn: Mr. Pete Carlson
' SEH
^' = V~llllltllil 1v1V Wlutc. cuau iTaan. a..... .~.) .~..-"'--~ --------
to nearest i/2.
** = In Place % Moisture and In Place Dry Density rounded
to nearest whole number per ASTM procedures.
Braun Intertec Corporation
~:
/~-
J es G. Vos
ngineering Assistant
i~ r
- P
~~
~~
~ a" c~
o ~
' u °' ~ ~ o® ~ ~~ .9 0., a~ oo 1, !., n ~ J. ~ o '`~ ~
y~ ~ -~ ~ ~ o ~ o c, ,v ~ o v o a p p -~ O p d O
___.
.~ v 1, ~ U V v S~ l~
\) ~
~' ~ S c ~ ~ S
~ ~
~ 1~ ~ , ~,
~' ~ 3 ~ 3 ~ ~ 3 v 4
a ~ ~ ~' ~ ~i
~~ ~
i
=- M ~ ~ i _ ~.. a a 0~- r
r ~ ~ ~ y~ r ~ ~ ~ ~ ~ ~ •a
~ ~ ~ ~ `~ ~
~. o
~ .. Q vim. ~ ~ ~~ ~ +~_ ~~ ~ o ~ ~ ~ ~ ~ O' o
~ ^7 ~ ~ ~ ~ ~ ~ tom, x ~ x ~
O ~
~ i
~. .~
~ ~. ~ ~ ~ ~ ~ ~ ~ ~ - t~
1 ~ ~~ ~
I~ ~ ~
V ~ ~ I ~ , f Q ~ T
;` ~ `~
~ ~ ' ~
r z . rb t`I ~'y, t'~ ry ~'a ~ c~ t``) M M M ~'~ M M M M r'J ~
,.___~ -
--- - --
--- --- - -
.b u
~a
a~
s ~ ~ ~ ~~ ~ ~ ~ ~. ~ ~ ~
~ ~~
l ~. ~i ~ ~' ~ ~ ~ ~ ~ ~~ v
~,.~ S ~ ~ S~ r~ d L
a
ti~ a ~ 3
e s ~ ~
G ~ ., ~ ~ a
~°`~ ~ 1 ~ ~ a ~ ~ i J
L ; ~ cs ~ ~ ~ a \\~ c-, i
~ I ~ ~ ~ L ~ ~ ~ ~.
r ~ -~ ~
~~ ~ ~ ~a ~ `~ O O M -
0
~ ~ 0 ~ ~ r~ ~
`~ s ~ p ~ o o ~ Q o ~ ~ n n n ~~ O ~ ~ 1- ~'6 ~`'1 `'6
t`
S ~
~~ ~ ~ ~ o , o ~ ~ o
1 M ~, o `, 1~ ~.
~ i L ~~ ~- ~ j ,~ J 5~
I ` -_ `
~ ~ ti
i ~
~ ~~ ~ ~ ~ ~ ~ ~ ~ ~ s r tr
~ -~
tr ~... ~ ~
~ ~ ~ ~
I ~' ~ ,,~ ,,+,
.~ ~ -7 `~
' (moo --~(~ t~„/1
n U `V ~ 1 , T
~ ~ ~ ~
_~
P
i~
n
BRauNSM
I NTE RTEC
Report of Field Compaction Tests
' Date: August 29, 1996
Client:
I' Results:
i~
Nuclear Method
Sand Cone Method
Locations:
Bench Mark:
ASTM D 2922-81 X Standard Proctor ASTM D 698-91
ASTM D 1556-82 Modified Proctor ASTM D 1557-91
Tcst
No.
Test Location
Elevation
47 57th St. NE, Sta. 25+00, watermain trench 959'h
48 57th St. NE, Sta. 23+30, watermain trench 960
49 57th St. NE, Sta. 21 +40, watermain trench 958'6
50 57th St. NE, Sta. 20+00, watermain trench 956
51 58th St. NE, Sta. 16+75, watermain trench 956
52 58th St. NE, Sta. 17+75, watermain trench 958'6
53 Kalland Ave. S, Sta. 0+75, watermain trench 960
A. Test Results Comply With Specifications.
B. Test Results Do Not Comply With Specifications
Remarks;
~c:
i~
i~
Mr. Greg Brown
Brown & Cris Inc.
19740 Kenrick Avenue
Lakeville, MN 55044
Project
Braun Intertec Corporation
1520 24th Avenue North
P.O. Box 189
St. Cloud, Minnesota 56302-0189
612-253-9940 Fax: 253-3054
Engineers and Scientists Serving
the Built and Noturoi Environments'
BAXX-9b-639
Project Description:
Parkside 3rd Addition Utility & Pavement
Construction
Albertville, MN
r
i
Tcst
No.
Date
Soil
I.D.p
Classification
Optimum
Moisture' Maz. Lab
Dry Dutsity'
(PCH~
In Placc
% Moisture" In Place
llry Density"
(PCF7
[tetativc %
Compaction Spuificd
Minimwn %
Compaction
Camnetus
47 8-21-96 P-3 CL 15'h 112'6 21 108 96 95 A
48 8-21-96 P-2 SC 17 108 19 107 99 95 A
49 8-21-96 P-2 SC 17 108 21 106 98 95 A
50 8-21-96 P-2 SC 17 108 20 104 96 95 A
51 8-21-96 P-3 CL 15'h 112'h 21 108 96 95 A
52 8-21-96 P-3 CL 15'h 112'6 20 108 96 95 A
53 8-21-96 P-2 SC 17 108 17 108 i00 95 A
Attn: Mr. Don Jensen
Kenco
Attn: Mr. Ron Guertz
Meyer-Rohlin
Attn: Mr. Pete Carlson
SEH
* =Optimum Moisture and Max. Lab Dry Density rounded
to nearest 1/2.
** = In Place % Moisture and In Place Dry Density rounded
to nearest whole number per ASTM procedures.
Braun Intertec Corporation
Ja s G. Vos
E gineering Assistant
~
~:
~~-~,
I NTE RTEC
Report of Field Compaction Tests
' Date: August 27, 1996
Client: Mr. Greg Brown
Brown & Cris Inc.
19740 Kenrick Avenue
'
Results. Lakeville, MN 55044
Braun Intertet Corporation
1520 24th Avenue North.
P.O. Box 189
St. Cloud, Minnesota 56302-0189
612-253-9940 Fax: 253-3054
ngineers and Scientists Serving
the Built and ~'~latural Environments'
Project : BAXX-96-639
Project Description:
Parkside 3rd Addition Utility & Pavement
Construction
Albertville, MN
t
r .,
Test
No.
Dale
Soil
LD.,Y
Classification
Opfintutn
Moisture' Max. Lab
Dry Deiuity'
(PCh~ -
In Place
% Maiswrn" In Mace
Dry Dassuy'•
(1'CF~
RCIanVC %
Can ctian
pa Spxifiai
Mi[wnwn %
C
omQectiwt
wnuuus
S4 8-21-96 P-2 SC 17 108 19 103 9S 9S A
SS 8-21-96 P-3 CL 1S'fi 1121fz 19 108 96 95 A
S6 8-21-96 P-3 CL 151fz 1121fz 19 107 9S 9S A
X Nuclear Method ASTM D 2922-81 X Standard Proctor ASTM D 698-91
Sand Cone Method ASTM D 1556-82 Modified Proctor ASTM D 1557-91
-L,ocations•
Bench Mark:
Test
No.
Test Loeatiun
Elevation
54 Kalland Ave. So., Sta. 1+75, watermain trench 958'6
SS Kalland Ave. So., Sta. 2+75, watermain trench 958
S6 Kalland Ave. So., Sta. 3+75, watermain trench 9S8'fz
A. Test Results Comply With Specifications.
B. Test Results Do Not Comply With Specifications.
Remarks:
~: Attn: Mr. Don Jensen
Kenco
Attn: Mr. Ron Guertz
' Meyer-Rohlin
Attn: Mr. Pete Carlson
SEH
* =Optimum Moisture and Max. Lab Dry Density rounded
to nearest 1/2.
** = In Place % Moisture and In Place Dry Density rounded
to nearest whole number per ASTM procedures.
Braun Intertec Corporation
~~ ~~ ~~
Ja G. Vos
En tneering Assistant
i~
BRAUN~M
1 NTE RTEC
Report o[ Field Compaction Tests
Date: August 27, 1996
Client: Mr. Greg Brown
Brown & Cris Inc.
19740 Kenrick Avenue
' Lakeville, MN 55044
Results.
Braun Intertec Corporation
1520 24th Avenue North
P.O. Box 189
St. Cloud, Minnesota 56302-0189
612-253-9940 Fax: 253-3054
Cngineers and Scientists Serving
the Built cnd Natural Environments
Project : BAXX-96-639
Project Description:
Parkside 3rd Addition Utility & Pavement
Construction
Albertville, MN
r
Test
No.
Date
SoH
I.D.q
Classification
Optiniwn
Moiswre' Mex. Lab
Dry Density"
(PCE1
Itt Place
% Moisture" Lt Placx
Dry Density"•
(YCF)
Relative %
Canpaction Specified
Miniiswnt %
Compaction
Cawnenu
57 8-22-96 P-3 CL 15'fz 112'6 21 107 95 95 A
58 8-22-96 P-3 CL 15'fi 112'6 20 110 98 95 A
59 8-22-96 P-2 SC 17 108 24 103 95 95 A
60 8-22-96 P-3 CL 15'fz 112'6 20 110 98 95 A
61 8-22-96 P-2 SC 17 108 22 103 95 95 A
62 8-22-96 P-3 CL 15'fi 112'fz 18 110 98 95 A
X Nuclear Method ASTM D 2922-81
' Sand Cone Method ASTM D 1556-82
Locations:
Bench Mark:
X Standard Proctor ASTM D 698-91
Modified Proctor ASTM D 1557-91
Test
No.
Tcu Location
Elevatiai
57 Kalland Ave. N., Sta. 0+50, watermain trench 956
58 Kalland Ave. N., Sta. 1+20, watermain trench 953
59 Kalland Ave. S., Sta. 5+07, service trench 960'6
60 Kalland Ave. N., Sta. 1+50, watermain trench 954'6
61 Kalland Ave. N., Sta. 2+50, watermain trench 950
62 Kalland Ave. S., Sta. 3+73, service trench 958'f~
A. Test Results Comply With Specifications.
B. Test Results Do Not Comply With Specifications
Remarks:
' c: Attn: Mr. Don Jensen
Kenco
Attn: Mr. Ron Guertz
Meyer-Roblin
Attn: Mr. Pete Carlson
SEH
* =Optimum Moisture and Max. Lab Dry Density rounded
to nearest 1/2.
** = In Place % Moisture and In Place Dry Density rounded
to nearest whole number per ASTM procedures.
Braun lntertec Corporation
// ~-
Ja}}nne G. Vos
Et,gtneering Assistant
i~
n
B ~ ~ ~ ~ C M
1 NTE RTEC
Report of Field Compaction Tests
Date: August 27, 1996
Client:
f ~ Results:
X Nuclear Method
Sand Cone Method
Zocations:
Bench Mark:
ASTM D 2922-81 X Standard Proctor ASTM D 698-91
ASTM D 1556-82 Modified Proctor ASTM D 1557-91
Tes[
No.
Test Laeation
Elevation
63 Kalland Ave. N., Sta. 2+23, service trench left 951'fz
64 Kalland Ave. N., Sta. 1+33, service trench ri ht 954'f~
65 58th St. NE, Sta. 17+60, storm drain trench 958
A. Test Results Comply With Specifications.
B. Test Results Do Not Comply With Specifications.
Remarks.
~~
II
~~
Mr. Greg Brown
Brown & Cris Inc.
19740 Kenrick Avenue
Lakeville, MN 55044
Braun fntertec Corporation
520 2dth Avenue North
P.O. Box 189
St. Cloud, Minnesota 56302-0189
612-253-9940 Fax: 253-3054
_ngineers cnc ~cienrisis ~ervinq
the 9uiit enc Narural Environments'
Project : BAXX-96-b39
Project Description:
Parkside 3rd Addition Utility & Pavement
Construction
Albertville, MN
P
Test
No.
Date
Soil
I.D.p
Classification
Optittwtn
Moisaue* Max. Lab
Dry Density'
(PCF)
In Pface
% Moiswre•` In Ytacc
Dry llensay"
{PCF)
Relative %
Canpu:tion Specifial
Mitsutaun
Canpactioo
Conuncw
63 8-23-96 P-3 CL 15'fi 112'6 16 111 99 95 A
64 8-23-96 P-2 SC 17 108 22 105 97 95 A
65 8-23-9b P-2 SC 17 108 21 106 98 95 A
Attn: Mr. Don Jensen
Kenco
Attn: Mr. Ron Guertz
Meyer-Rohlin
Attn: IVir. Pete Carlson
SEH
* =Optimum Moisture and Max. Lab Dry Density rounded
to neazest 1/2.
** = In Place % Moisture and In Place Dry Density rounded
to nearest whole number per ASTM procedures.
Braun Intertec Corporation
i ~ ~ ~,.~.,~ ~ ~ ~--"
.. ~
ii es G. Vos
ngineering Assistant
I~
D
BRAUNSM
l NTE RTEC
Report of Field Compaction Tests
Date: August 27, 1996
Client:
Results:
II
II
II
X Nuclear Method
Sand Cone Method
Locations:
Bench Mark:
ASTM D 2922-81 X Standard Proctor ASTM D 698-91
ASTM D 1556-82 Modified Proctor ASTM D 1557-91
Tcst
Na.
Test Location
Ekvatitw
66 57th Street NE, Sta. 17+90, watermain trench 959'6
A. Test Results Comply With Specifications.
B. Test Results Do Not Comply With Specifications.
Remarks:
c: Attn: Mr. Don Jensen
Kenco
Attn: Mr. Ron Guertz
Meyer-Rohlin
Attn: Mr. Pete Carlson
SEH
n
Mr. Greg Brown
Brown & Cris Inc.
19740 Kenrick Avenue
Lakeville, MN 55044
Braun Intertec Corporation
1520 24th Avenue North
P.O. Box 189
St. Cloud, Minnesota 56302-0189
612-253-9940 Fax: 253-3054
Engineers cnc ScieNists Serving
the Built ono Nerura! Environments'
Project : BAXX-96-639
Project Description:
Parkside 3rd Addition Utility & Pavement
Construction
Albertville, MN
;,
P
Test
No,
Date
Soil
LD.~
Classification
Optutum
Moisaue• Max. Lab
Dry Detuity
(PC>7
In Place
% Moiswre'• In Place
Dry Density's
(PCF~
Rclativc %
Can ction
pa Specified
Mittittautt %
Cotnpactiat
ununents
b6 8-26-96 P-2 SC 17 108 20 107 99 95 A
* =Optimum Moisture and Max. Lab Dry Density rounded
to nearest 1/2.
** = In Place % Moisture and In Place Dry Density rounded
to nearest whole number per ASTM procedures.
Braun Intertec Corporation
`~ ~_
es G. Vos
ngineering Assistant
~~
B RAU 1~ISM
! NTE RTEC
Report of Field Compaction Tests
' Date: August 29, 1996
Client:
,Results:
Mr. Greg Brown
Brown & Cris Inc.
19740 Kenrick Avenue
Lakeville, MN 55044
Braun Intertec Corporation
1520 24th Avenue North
P.O. Box 189
St. Cloud, Minnesota 56302-0189
612-253-9940 Fax: 253-3054
engineers and Scientists Serving
the Built and Natural Environments"
Project : BAXX-96-639
Project Description:
Parkside 3rd Addition Utility & Pavement
Construction
Albertville, MN
r
'rest
No.
Date
Soil
-.D.X
Classification
Optinuun
Moiswro' Max. Lab
Dry Densiry'
{PCh~
In Place
% Moisture" In Place
Dry Dcncity"
(PCh~
Relative %
Canpaction Specified
Mininwtn %
Campactiat
omntetus
67 8-27-96 P-1 SC 15 114 17 113 99 95 A
68 8-27-96 P-1 SC 15 114 18 113 99 95 A
69 8-27-96 P-1 SC 15 114 15 114 100 95 A
70 8-27-96 P-2 SC 17 108 19 106 98 95 A
71 8-27-96 P-3 CL 15'fi 112-fi 18 108 96 95 A
X Nuclear Method
Sand Cone Method
~.ocations:
Bench Mark_
A5TM D 2922-81 X Standard Proctor ASTM D 698-91
ASTM D 1556-82 Modified Proctor ASTM D 1557-91
Test
No.
Test Location
Elevation
67 57th St. NE, Sta. 15+00, sanitar sewer trench 942
68 57th St. NE, Sta. 14+00, sanita sewer trench 942
69 57th St. NE, Sta. 15+00, sanita sewer trench 947
70 57th St. NE, Sta. 16+00, sanita sewer trench 955
71 58th St. NE, Sta. 13 +42, service trench 954
A. Test Results Comply With Specifications.
B. Test Results Do Not Comply With Specifications
Remarks:
~t
Attn: Mr. Don Jensen
Kenco
Attn: Mr. Ron Guertz
Meyer-Rohlin
Attn: Mr. Pete Carlson
SEH
* =Optimum Moisture and Max. Lab Dry Density rounded
to nearest 1/2.
** = In Place % Moisture and In Piace Dry Density rounded
to nearest whole number per ASTM procedures.
Braun Intertec Corporation
~4/
J s G. Vos
gineering Assistant
~ B Rau N=°
INTERTEC
Report of Field Compaction Tests
' Date: August 29, 1996
Client: Mr. Greg Brown
' Brown & Cris Inc.
19740 Kenrick Avenue
'
Results. Lakeville, MN 55044
Braun Intertec Corporation
520 24th Avenue North
P.O. Box 189
St. Good, Minnesota 56302-0189
612-253-9940 Fax: 253-3054
cc"ngineers and Suentists Serving
the Built and Natural Environments"'
Project : BAXX-96-639
Project Description:
Parkside 3rd Addition Utility & Pavement
Construction
Albertville, MN
Tca
No.
Date
Soil
LD.At
Classification
Optitmun
Moisaue• Max. Lab
Dry Density*
(PCF~
In Place
% Moisauc*• In Place
Dry Densuy*'
(PCF)
Relative %
Compaction Specifwci
Mutanwu %
Compaction
Cotnntews
72 8-28-96 P-3 CL 15'fz 112'6 20 107 95 95 A
73 8-28-96 P-1 SC 15 114 18 109 95 95 A
74 8-28-96 P-1 SC 15 114 19 111 97 95 A
75 8-28-9b P-3 CL 1516 112'6 20 109 97 95 A
76 8-28-96 P-3 CL 15'fz 112'6 20 107 95 95 A
X Nuclear Method ASTM D 2922-81 X Standard Proctor ASTM D 698-91
Sand Cone Method ASTM D 1556-82 Modified Proctor ASTM D 1557-91
-Locations:
Bench Mark
Tea
No.
Tea Location
Elevation
72 57th St. NE, Sta. 13+74, sanita sewer trench 946
73 57th St. NE, Sta. 13 +00, sanita sewer trench 944
74 Kalcnda Drive, Sta. 0+50, sanita sewer trench 942
75 58th St. NE, Sta. 13+00, sanitar sewer trench 948
76 58th St. NE, Sta. 11+95, sanitar sewer trench 947
A. Test Results Comply With Specifications.
B. Test Results Do Not Comply With Specifications
Remarks:
,c: Attn: Mr. Don Jensen
Kenco
' Attn: Mr. Ron Guertz
Meyer-Rohlin
Attn: Mr. Pete Carlson
SEH
u
* =Optimum Moisture and Max. Lab Dry Density rounded
to nearest 1/2.
** = In Place % Moisture and In Piace Dry Density rounded
to nearest whole number per ASTM procedures.
Braun Intertec Corporation
,~
s G. Vos
gineering Assistant
i~
~~
BRAUNS~~
I NTE RTEC
Report of Field Compaction Tests
,Date: September 3, 1996
,Client:
'D~ ,Jr~
X Nuclear Method
Sand Cone Method
~.oc:ations•
ASTM D 2922-81 X Standard Proctor AJ"1'M ll 6y2S-yl
ASTM D 1556-82 Modified Proctor ASTM D 1557-91
Test
Nu.
Test location
Elevation
77 57th Street NE, Sta. 13+00, sanitar sewer trench 950
78 57th Street NE, Sta. 12+00, sanitar sewer trench 948
79 57th Street NE, Sta. 1 i +00, sanitar sewer trench 947
80 57th Street NE, Sta. 27+00, 15' Lt. of centerline (sub rode 960'h
81 57th Street NE, Sta. 25+50 13' Rt. of centerline sub rode 962
82 57th Street NE, Sta. 23+90, 17' Lt. of centerline (sub rode) 964
83 57th Street NE, Sta. 21 +25, 2' Rt. of centerline (sub rode) 962
A. Test Results Comply With Specifications.
B. Test Results Do Not Comply With Specifications.
Remarks.
~~
n
Mr. Greg Brown
Brown & Cris Inc.
19740 Kenrick Avenue
Lakeville, MN 55044
Braun tntertec Corporation
1520 24th Avenue North
P.O. Box 189
St. Cloud, Minnesota 56302-0189
612-253-9940 Fax: 253-3054
ngineers enc Sdenrisrs Serving
the Buiit cna Ncturoi nvironments°
Project : BAXX-96-b39
Project Description:
Parkside 3rd Addition Utility & Pavement
Construction
Albertville, MN
Teat
No.
Date
Soil
i.D.N
Ckuaifcatioa
Optimum
Mowwre• Max. Lib
Dry Demity
(PCF)
In Place
',G Moia[uro'• In-;Phce
Dry Deoaity'•
(PCB
Relative 9f
Cumpactim Specified
Minimum K
Compaction
Commenu
77 8/29/96 P-1 SC 15 114 18 115 101 95 A
78 8!29/96 P-2 SC 17 108 20 104 96 95 A
79 8/29/96 P-2 SC 17 108 17 108 100 95 A
80 8/29!96 P-2 SC 17 108 13 108 100 100 A
81 8/29/96 P-3 CL 15'h 112'/z 15 113 100 100 A
82 8/29/96 P-2 SC 17 108 13 105 97 100 B
83 8/29/96 P-3 CL 15'h 112'h 16 114 101 100 A
Attn: Mr. Don Jensen
Kenco
Attn: Mr. Ron Guertz
Meyer-Roblin
Attn: Iv1r. Pete Carlson
SEH
* =Optimum Moisture and Max. Lab Dry Density rounded
to nearest 1/2.
** = In Place 4'o Moisture and In Place Dry Density rounded
to nearest whole number per ASTM procedures.
Braun Intertec Corporation
1/ ~~".
J es G. Vos
ngineering Assistant
i~
i~
B ~ ~ ~ ~ .M
i NTE RTEC
Report of Field Compaction Tests
,Date: September 3, 1996
Client: Mr. Greg Brown
Brown & Cris Inc.
19740 Kenrick Avenue
Lakeville, MN 55044
esults•
X Nuclear Method
' Sand Cone Method
Loc:attons:
n~.,,.1, >,,r~~>r•
ASTM D 2922-81 X Standard Proctor AJ'1~M ll 6y2S-y 1
ASTM D 1556-82 Modified Proctor ASTM D 1557-91
Tut
Nu.
Tout [.ucalioa
Elevation
84 57th Street NE, Sta. 24+00 17' Lt. of centerline (sub fade 964
85 58th Street NE, Sta. 11 +00 sanitar sewer trench 954
86 58th Street NE, Sta. 10+00, sanir_ar sewer trench 952
87 58th Street NE, Sta. 9+00, sanitar sewer trench 950
88 Kalland Avenue South, Sta. 4+00 9' Lt. of centerline sub fade 963
89 Kalland Avenue South, Sta. 2+00, 6' Rt. of centerline sub fade) 962
~ A. Test Results Comply With Specifications.
B. Test Results Do Not Comply With Specifications.
Remarks:
!c:
II
Braun Intertec Corporation
1520 24th Avenue NorTh
P.O. Box 189
St. Cloud, Minnesota 56302-0189
612-253-9940 Fax: 253-3054
Engineers and Scientists Serving
the Built and Natural Environments"
Project : BAXX-96-639
Project Description:
Parkside 3rd Addition Utility & Pavement
Construction
Albertville, MN
P
-
Taut
No.
date
Soil
I.D.N
C}asuification
Optimum
Moiuture' \kax. Lab
Dry Deouity•
(PCB
Ia Phce
% Muuture•• In PFaca
Dry Deasiry•"
(PCF)
Relative %
Compaction Specified
Minimum %
Compactiaa
Cummenta
84 8/29196 P-2 SC 17 108 16 108 100 100 A
85 8/29/96 P-2 SC 17 108 19 103 95 95 A
86 8/29/96 P-2 SC 17 108 18 109 101 95 A
87 8/29/96 P-2 SC 17 108 18 106 98 95 A
88 8/29/96 P-2 SC 17 108 16 109 101 100 A
89 8/29/96 P-2 SC 17 108 16 109 101 100 A
Attn: Mr. Don Jensen
Kenco
Attn: Mr. Ron Guertz
Meyer-Rohlin
Attn: Mr. Pete Carlson
SEH
* =Optimum Moisture and Max. Lab Dry Density rounded
to nearest i/2.
** = In Place ~O Moisture and In Place Dry Density rounded
to nearest whole number per ASTM procedures.
Braun Intertec Corporation
~~~/~
mes G. Vos
Engineering Assistant
II
~~~ ~'
I NTE RTEC
Report of Field Compaction Tests
Date: September 5, 1996
Client: Mr. Greg Brown
' Brown & Cris Inc.
19740 Kenrick Avenue
. Lakeville, MN 55044
Results. i
Braun lntertec Corporation
1520 24th Avenue North
P.O. Box 189
St. Cloud, Minnesota 56302-0189
612-253-9940 Fax: 253-3054
Engineers and Scientists Serving
,•he Built and Natural Environments'
Project
BAXX-96-b39
Project Description:
Parkside 3rd Addition Utility & Pavement
Construction
Albertville, MN
P
Tut
No.
Nate
Soil
I.D.N
C}assifiwtion
Optimum
Moieturc• Muz. [rb
Ory Orauity
(PCF~
In Ptace
% Moinwre•• In Puce
Ory Demity••
(PCF~
Rel-aliva %
Compaction Specifud
Minimum %
Compaction
Commenu
90 9/3/96 P-2 SC 17 108 23 102 95 95 A
91 9/3196 P-2 SC 17 108 21 102 95 95 A
92 9/3/96 P-2 SC 17 108 20 100 93 95 B
92A 9/3/96 P-2 SC 17 108 20 104 96 95 A
93 9/3/96 P-3 CL 15'h 112'h 8 ll6 103 100 A
94 9/3/96 P-3 CL 15'h 112'h 12 116 103 100 A
95 9/3/96 P-2 SC 17 108 11 108 100 100 A
~ X Nuclear Method ASTM D 2922-81
' Sand Cone Method ASTM D 1556-82
L~c:ations:
Bench Mark:
X Standard Proctor ASTM D 698-91
Moditied Proctor ASTM D 1557-91
'feat
No.
"rest l.u~ation
Elev+aun
90 57th Street NE, Sta. 7+40, sanitar sewer trench 951
91 58th Street NE, Sta. 6+50, sanitar sewer trench 951'/z
92 58th Street NE, Sta. 5+50, sanitar sewer tench 947
92A Retest of #92 947
93 Kalland Avenue South, Sta 3+00, on centerline (sub cads 962jh
94 Kalland Avenue South, Sta 1+00 on centerline (sub rade) 96Th
95 Kalland Avenue North, Sta, 4+00, on centerline (sub rade) 954'6
R. Test Results Comply With Specifications.
B. Test Results Do Not Compty With Specifications.
Remarks :
,c: Attn: Mr. Don Jensen
Kenco
Attn: Mr. Run Guertz
Meyer-Rohlin
Attn: Mr. Pete Carlson
SEH
* =Optimum Moisture and Max. Lab Dry Density rounded
to nearest I/2.
** = In Place Y Moisture and In Place Dry Density rounded
to nearest whole number per ASTM procedures.
Braun [ntertec Corporation
L/ l/
J• es G. Vos
Engineering Assistant
u
u
..~-~- BRA~JNS..,
J NTE RTEC
Report of Field Compaction Tests
,Date: September 4, 1996
Client: Mr. Greg Brown
' Brown & Cris Inc.
19740 Kenrick Avenue
Lakeville, MN 55044
'Results:
Braun Intertec Corporation
1520 24th Avenue North
P.O. Box 189
St. Cloud, Minnesota 56302-0189
612-253-9940 Fax: 253-3054
Engineers end Scientists Serving
the Built and Nerural Environments`
Projeca : BAXX-9b-639
Project Description:
Parkside 3rd Addition Utility & Pavement
Construction
Albertville, MN
r
Teat
No.
Date
Soil
I.D.,t
C}aaaification
Optimum
Moiswre~ Max. t:~
Dry Dcaaity'
(PCF)
la Place
Y6 Moiswre" m Pace
llry Deoaity""
(PCf•~
Relative 9i
Cumpai~tiaa spcciried
Minimwn `K
Compaction
Comments
96 9/3/96 P-2 SC 17 10$ 13 111 103 100 A
97 9/3/96 P-2 SC 17 108 12 108 .100 100 A
98 9/3/96 P-2 SC 17 108 13 109 101 100 A
99 9/3/96 P-3 CL 16'/z 112'/z 9 114 101 100 A
100 9/3/96 P-3 CL 16'f~ 112'/z 12 115 102 100 A
101 9/3/96 P-3 CL 16'fi 112'fz 9 116 103 100 A
102 9/3/96 P-3 CL 161h Il2lfi 7 116 103 100 A
~?C Nuclear Method ASTM D 2922-81 X Standard Proctor ASTM D 698-91
Sand Cone Method ASTM D 1666-82 Modified Proctor ASTM D 1557-91
oc;atiuns:
13ench Mark:
Tut
Nu.
Teat L.ucttiua
r'.ICYdI1U0
96 Kalland Avenue North, Sta. 3+00, 12'Rt. of centerline (sub rade) 954
97 Kalland Avenue North, Sta. 2+00, 10' Lt. of centerline (sub rade 956
98 Kalland Avenue North, Sta. 1 +00 on centerline sub rade 968'/z
99 67th Street NE Sta. 20+00 15' Rt. of centerline (sub rade) 961'/
100 57th Street NE Sta. 19+00, 10' Lt. of centerline sub rade 962
101 57th Street NE Sta. 18+00 on centerline sub rade 962'f~
102 57th Street NE, Sta. 17+00, 10' Rt. of centerline (sub rade) 962
~t. Test Results Comply With Specifications.
B. Tesi Results Do Not Comply With Specifications
Remarks.
0
Attn: Mr. Don Jensen
Kenco
Attn: Mr. Ron Guertz
Meyer-Rohlin
Attn: Mr. Pete Carlson
SEH
* =Optimum Moisture and Max. Lab Dry Density rounded
to nearest 1/2.
** = In Place Y Moisture and In Place Dry Density rounded
to nearest whole number per ASTM procedures.
Braun Intertec Curpuration
_ ~ //:
J• s G. Vos
ngineering Assistant
i~
II
s Rau N5M
I NTE RTEC
Report of Field Compaction Tests
,Date: September 4, 1996
Client: Mr. Greg Brown
' Brown & Cris Inc.
19740 Kenrick Avenue
Lakeville, MN 55044
Results:
X Nuclear Method
Sand Cone Method
~I..OC:1t1UnS:
Bench Mark:
ASTM D 2922-81 X Standard Proctor ASTM D 698-91
ASTM D 1556-82 Modified Proctor ASTM D 1557-91
Test
No.
Test Location
U' oration
103 58th Street NE Sta. 5+45 sanitar sewer trench 954
104 58th Street NE Sta. 4+50 sanitar sewer trench 952
105 58th Street NE, Sta. 3+50 sanitar sewer trench 950
106 57th Street NE, Sta. 7+00, sanitar sewer trench 952
107 57th Street NE, Sta. 5+95, sanitar sewer trench 949
~A. Test Results Comply With Specifications.
B. Test Results Do Not Comply With Specifications.
Remarks:
~: Attn: Ivir. Don Jensen
i~
n
Braun Intertec Corporation
1520 24th Avenue North
P.O. Box 189
St. Cloud, Minnesota 56302-0189
612-253-9940 Fax: 253-3054
engineers and Scientists Serving
the Built and Natural Environments`
Project : BAXX-96-639
Project Description:
Parkside 3rd Addition Utility & Pavement
Construction
Albertville, MN
i
r
Test
No.
Date
So;!
l.D.C
CFaasifiption
Optimum
Mowwre• Ahax. [.+6
Dry Deosiry•
(PCF)
la Pace
% Moiswre•• In Place
Dry Deaaity
(PCFJ
Rehtive %
Compaction Specified
Minimum %
Compactiw
Commea4
103 9/3196 P-2 SC 17 108 19 105 97 95 A
104 9/3!96 P-2 SC 17 108 19 103 95 95 A
105 9/3/96 P-2 SC 17 108 23 105 97 95 A
106 9!3/96 P-2 SC 17 108 23 103 95 95 A
107 9/3/96 P-2 SC 17 .108 19 105 97 95 A
Kenco
~ Attn: Mr. Ron Guertz
Meyer-Rohlin
Attn: Mr. Pete Carlson
SEH
* =Optimum Moisture and Max. Lab Dry Density rounded
to nearest I/2.
** = In Place ~O Moisture and In Place Dry Density rounded
to nearest whole number per ASTM procedures.
Braun lntertec Corporation
~~~
es G. Vos
ngineering Assistant
B RAi~ N~.
I NTE RTEC
Report of Field Compaction Tests
Date: September 5, 1996
Client: Mr. Chris Decathelineau
1 Latour Construction
2134 County Road 8 NW
' Maple Lake, MN 55358
Results: ~
Project
Project Description:
Pine Meadows III
Buffalo, MN
Braun Intertec Corporation
1520 24th Avenue North
P.O. Box 189
St. Cloud, Minnesota 56302-0189
612-253-9940- Fax: 253-3054
fnaineers and Scientists Serving
the Built and Natural Environments"
BDXX-96-187D
F
Text
No.
Date
Soii
I.D.M .
C}axxiricatiua
Gplimum
Moixture• Max. Lrb
Dry llcatiry•
(PCF~
to YFace
% Moixturo•• Ia Ylaee
Dry Density"•
(PChI
Relative %
Compaction SpeciFied
Minimum %
Compa~tiw
ummcnu
105 9/4/96 P-8 CL-5 10 130'/2 7 133 102 100 A
106 9/4!96 P-8 CL-5 10 130'h 7 132 101 100 A
107 9/4/96 P-8 CL-5 10 130'h 9 133 102 100 A
108 9/4196 P-8 CL-5 10 130'h 7 130 100 100 A
104A 9/4196 P-8 CL-5 10 ~ 130'h 8 131 100 100 A
X Nuclear Method ASTM D 2922-81 X Standard Proctor ASTM D 698-91
Sand Cone Method ASTM D 1556-82 Modified Proctor ASTM D 1557-91
Locations:
Bench Mark: Ton of Class 5 = 1~~
' Tut
No. Tut L.ocatiun
Elevatiua
' 105
106 5th Street NE, Sta. 6+00, on centerline
5th Street NE, Sta. 9+00, on centerline 99'h
99'h
107 lbth Street NE, Sta. 12+00, on centerline 99~h
108 4th Street NE, Sta. 3+50, on centerline 99'h
104A Retest of #104 gg.h
A. Test Results Comply With Specifications.
B. Test Results Do Not Comply With Specifications.
Remarks:
c: Mr. Ron Geurts
Meyer-Roblin, Inc.
* =Optimum Moisture and Max. Lab Dry Density rounded
to nearest t/2.
** = In Place 4o Moisture and In Place Dry Density rounded
to nearest whole number per ASTM procedures.
Braun Intertec: Curporuiiun
treba
aboratory Manager
II
II
~~ ~ SM
1 NTE RTEC
Braun Interlec Corporation
1520 24th Avenue North
P.O. Box 189
St. Cloud, Minnesota 56302-0189
612-253-9940 Fax: 253-3054
Engineers and Scientists Serving
the Built cnd Natural Environments'
1
Report of Field Compaction Tests
'Date: September 6, 1996
Client:
II.....
X Nuclear Method
Sand Cone Method
![.ovations:
AS"I'M ll "ly"?"L-tS l x ~>:anuaru rrucwr r» t tv. L ~»-~ j
ASTM D 1556-82 Moditied Proctor ASTM D 1557-91
ncllLU that
Text
No. t..
Text l.oeauua
Fle.etion
108 58th Street NE, Sta. 14+00, watermain trench 954
109 58th Street NE Sta. 13+00 watermain trench 953'h
110 57th Street NE, Sta. 15+00 watermain trench 956
111 58th Street NE Sta. 16+75 on centerline (sub rade 960
112 58th Street NE, Sta. 15+85 12' Lt. of centerline sub rade 959'h
113 58th Street NE, Sta. 15+00 10' Rt. of centerline sub rade 959
114 58th Street NE, Sta. 14+00, watermain trench 956
A. Test Results Comply With Specifications.
B. Test Results Do Not Comply With Specifications.
Remarks:
~~
D
Mr. Greg Brown
Brown & Cris Inc.
19740 Kenrick Avenue
Lakeville, MN 55044
Project : BAXX-96-b39
Project Description:
Parkside 3rd Addition Utility & Pavement
Construction
Albertville, MN
Resutts:
Tut
Nu.
ate
Soil
I.D.X
l.usirication
Optimum
Moisturo•
Max. lab
Dry Deosity•
(PCF~
to PNace
R Moixtute••`
in PFace
Dry Density••
(i'CF)
Relative 9G
Compaction
Speciried
Minimum !6
Compaction
omments
108 9/4/96 P-3 CL 15'h 112'h 18 110 98 95 A
109 9/4/96 P-3 CL 15'h 112'h 17 109 97 95 A
110 9/4196 P-3 CL 15'h 112'h 18 109 97 95 A
111 9/4/96 P-3 CL 15'h 1 i2'h 18 112 100 100 A
112 9/4/96 P-3 CL 15'h 112'h 15 113 100 100 A
113 9/4/96 P-2 SC 17 108 12 109 101 100 A
114 9/4196 P-3 CL 15'h 112'h 18 110 98 95 A
Attn: Mr. Don Jensen
Kenco
Attn: Mr. Ron Guertz
Meyer-Rohlin
Attn: Mr. Pete Carlson
SEH
* _ Optimum Moisture aua Max. i_.ao ury >Jensuy It,tlttlti;.tt
to nearest 112.
** = In Place Y Moisture and In Place Dry Density rounded
to nearest whole number per ASTM procedures.
Braun Intertec Corporation
~/~
~' ~~1 ~ ~ .
J• es G. Vos
ngineering Assistant
f!
•
:M
~~~
i NTE RTEC
Report of Fietd Compaction Tests
' Date: September 5, 1996
Client: Mr. Greg Brown
' Brown & Cris Inc.
19740 Kenrick Avenue
' Results: Lakeville, MN 55044
Braun lntertec Corporation
1520 24th Avenue North
P.O. Box 189
St. Cloud, Minnesota 56302-0189
512-253-9940 Fax: 253-3054
naineers and Scienlisrs Serving
she Builf and Natural Fnvironmenls°'
Project : BAXX-96-639
Project Description:
Parkside 3rd Addition Utility & Pavement
Construction
Albertville, MN
Teat
No.
Datc
Soil
I.D.N
C}asaificatim
Oytimum
Mouwro' Max. tab
Dry Deoairy~
(PCF~
In Ylace
% Mouwre"' In Y}ace
Dry Deo+ity"
(PCB
Re4tive %
Comlwc4ioa Syecilird
Miulmum %
ComRactim
Commw4
115 9/4/96 P-2 SC 17 108 19 106 99 95 A
116 9/4/96 P-4 CL-5 7 136 5 139 102 100 A
117 9/4!96 P-4 CL-5 7 13b 4 141 104 100 A
118 9/4/96 P-4 CL-5 7 136 5 138 102 100 A
119 9/4/96 P-4 CL-5 7 136 5 139 102 100 A
120 9/4/96 P-4 CL-S 7 136 5 139 102 t00 A
121 9/4/96 P-4 CL-S 7 136 5 138 102 100 A
X Nuclear Method ASTM D 2922-81 X Standard Proctor ASTM D 698-91
' Sand Cone Method ASTM D 1556-82 Modified Proctor ASTM D 1557-91
Locations:
Bench Mark:
Teat
No.
- Teat l.ucatioo
Bkvatiiw
115 58th Street NE, Sta. 11 +50, watermain trench 954
116 57th Street NE, Sta. 27+50, 15' Lt. of centerline 962
117 57th Street NE, Sta. 26+50, on centerline 963
118 57th Street NE, Sta. 25+50, IO' Rt. of centeriine 963'.4
119 57th Street NE, Sta. 24+SO 10' Lt. of centerline 965
120 57th Street NE; Sta. 23+50, on centerline 965'/z
121 57th Street NE, Sta. 22+50, 15' Rt. of centerline 965
A. Test Results Comply With Specifications.
' B. Test Results Do Not Comply With Specifications
'Remarks :
c: Attn: Mr. Don Jensen
Kenco
' Attn: Mr. Ron Guertz
Meyer-Rohl in
Attn: Mr. Pete Carlson
t SEH
* =Optimum Moisture and Max. Lab Dry Density rounded
to nearest 1/2.
** = In Place % Moisture and in Place Dry Density rounded
to nearest whole number per ASTM procedures.
Braun Intertt~c Corporation
~~`
~z-----
J~ s G. Vos
gineering Assistant
i~
~~~-uNSM
I NTE RTEC
Repot-t of Field Compaction Tests
' Date: September S, 1996
Client: Mr. Greg Brown
Brown & Cris Inc.
19740 Kenrick Avenue
Lakeville, MN SS044
Retultt~
..,~
Braun Intertec Corporation
1520 24th Avenue North
P.O. Box 189
St. Cloud, Minnesota 56302-0189
b 12-253-9940 Fax: 253-3054
Engineers and Scientists Serving
the Built cnd Natural Environments`
Project : BAXX-96-639
Project Description:
Parkside 3rd Addition Utility & Pavement
Construction
Albertville, MN
P
Test
No.
Date
Soil
I.D.N
Ctaesiricatioa
Cptimuw
Moiuwte• Maz lab
L'ry :xiuity'
tPC~
is Place
% Moiswre'• Ia Plaace
Dry Dea~ity'•
(1'CF)
Reladva ~
Comlraetioa SpecifieA
Minimum %
Compaction
Commeau
122 9/4/96 P-4 CL-S 7 136 4 137 101 100 A
123 9/4!96 P-4 CL-S 7 136 S 138 102 100 A
' X Nuclear Method
Sand Cone Method
ASTM D 2922-81 X Standard Proctor ASTM D 698-91
ASTM D 1SS6-82 Modified Proctor ASTM D 1SS7-91
Locations:
Bench Mark:
Test
No.
Teu licatiut
Elavaliuo
122 S7th Street NE, Sta. 21+50, 15' Lt. of centerline 964
123 S7th Street NE, Sta. 20+50, on centerline 963
A. Test Results Comply With Specifications.
B. Test Results Do Not Comply With Specifications.
~Zertiarl:s :
c: Attn: Mr. Don Jensen
Kenco
Attn: Mr. Ron Guertz
Meyer-Rohlin
Attn: Mr. Pete Carlson
SEH
* =Optimum Moisture and Max. Lab Dry Density rounded
to nearest 1/2.
** = In Place % Moisture and In Place Dry Density rounded
to nearest whole number per ASTM procedures.
Braun Intertec Corporation
v~
J' s G. Vos
gineering Assistant
~ ~ B~auN=.
INTERTEC
f i
T
i
l
C
Report o on
ests
F
ompact
e
d
'Date: September 6, 1996
Client: Mr. Greg Brown
Brown & Cris Inc.
19740 Kenrick Avenue
Lakeville, MN 55044
Results:
X Nuclear Method
Sand Cone Method
ocations:
Bench Mark:
ASTM D 2922-81 X Standard Proctor ASTM D 698-91
ASTM D 1556-82 Modified Proctor ASTM D 1557-91
rest
No.
Test 1-ocatkm
F.kvation
124 57th Street NE, Sta. 8+75, watermain trench 952
125 58th Street NE, Sta. 6+00, watermain trench 9511h
126 58th Street NE, Sta. 5+00, watermain trench 9491h
127 Kalland Avenue South, Sta. 1 +00, 12' Rt. of centerline 9621h
i28 Kalland Avenue South, Sta. 2+00, on centerline 9631h
129 Kalland Avenue South, Sta. 3+00, 11' Lt. of centerline 964
130 Kalland Avenue South, Sta. 4+00, 10' Rt. of centerline 9641h
~ A. Test Results Comply With Specifications.
B. Test Results Do Not Comply With Specifications
Remarks;
~~
r
f-- x.
'Braun Intertec Corporation
1520 24th Avenue North
P.O. Box 189
St. Cloud, Minnesota 56302-0189
612-253-99d0 Fax: 253-3054
Engineers and Scientists J"ervirg
.he Buiit and Naturci Envircnments'
Project : BAXX-96-639
Project Description:
Parkside 3rd Addition Utility & Pavement
Construction
Albertville, MN
r
i
Test
No.
Date
Soil
I.D.N
Classifa:ation
Optimtun
Moisture' Max. tab
Dry Density
(PCB
to P1acc
% Moisaue" In Placc
Dry Deuciry"
(PCF~
Relative %
Canpaction Specified
Minittwm %
Computiat
Catttnetus
124 9/5!96 P-3 CL 151h 112'6 18 107 95 95 A
125 9/5/96 P-2 SC 17 108 20 103 95 95 A
126 9/5/96 P-2 SC 17 108 20 103 95 95 A
127 9/5/96 P-4 CL-5 7 136 5 139 102 100 A
128 9/5/96 P-4 CL-5 7 136 5 136 100 100 A
129 9/5/96 P-4 CL-5 7 136 5 138 101 100 A
130 9/5/96 P-4 CL-5 7 136 6 137 101 i00 A
Attn: Mr. Don Jensen
Kenco
Attn: Mr. Ron Guertz
Meyer-Rohlin
Attn: Mr. Pete Carlson
SEH
AME Concrete
* =Optimum Moisture and Max. Lab Dry Density rounded
to nearest 1/2.
** = In Place % Moisture and In Place Dry Density rounded
to nearest whole number per ASTM procedures.
Braun Intertec Corporation
ijx'es G. Vos
ngmeering Assistant
i~
~~~ ~s;~
I NTE RTC
Report of Field Compaction Tests
'Date: September 6, 1996
Client:
''>z~tttrt:•
X Nuclear Method
Sand Cone Method
Zucations:
R;-~nrh Marlr-
ASTM D 2922-81 X Standard Proctor ASTIvI D 698-91
ASTIvi D 1556-82 Modified Proctor ASTM D 1557-91
Tut
No.
Tut Lorrtiun
Hleva4on
131 Kalland Avenue South, Sta. 5+00 on centerline 965
132 58th Street NE, Sta. 14+50 15' Rt. of centerline 960
133 58th Street NE, Sta. 15+50, on centerline 960'h
134 58th Street NE, Sta. 16+50, 15' Lt. of centerline 96Th
135 58th Street NE, Sta. 17+50, 10' Rt. of centerline 962'h
136 57th Street NE, Sta. 19+50, 12' Lt. of centerline 963
137 57th Street NE, Sta. 18+50, 14' Rt. of centerline 963'h
A. Test Results Comply With Specifications.
,B. Test Results Do Not Comply With Specifications.
Remarks.
~~
i~
II
Mr. Greg Brown
Brown & Cris Inc.
19740 Kenrick Avenue
Lakeville, MN 55044
Braun Intertec Corporation
1520 24th Avenue North
P.O. Box 189
5t. Cloud, Minnesota 56302-0189
612-253-9940 Fax: 253-3054
Engineers ana Scieniis;s Serving
the 8uili and Naiural Environmenrs~
Project : BAXX-96-639
Project llt~cription:
Parkside 3rd Addition Utility & Pavement
Construction
Albertville, MN
Test
No.
Date
Soil
I.D.N
C}a,wiricatiun
Optimum
Mouwrc• Mrx. l.b
Dry Density
(P(:F~
In Place
% Muiswrc•• In PFaoe
Dry Deosity
(PCR
Relative %
Compactiua Specirird
Minimum %
Compaction
.
Cummenu
131 9/5/96 P-4 CL-5 7 136 5 136 100 100 A
132 9/5/96 P-4 CL-5 7 136 5 133 98 100 B
133 9!5/96 P-4 CL-5 7 136 6 I39 102 100 A
134 9/5!96 P-4 CL-5 7 136 5 136 100 100 A
135 9/5/9b P-4 CL-5 7 136 5 139 102 100 A
136 9/5/96 P-4 CL-5 7 13b 6 137 101 100 A
137 9/5/96 P-4 CL-5 7 136 6 139 102 100 A
Attn: Mr. Don Jensen
Kenco
Attn: Mr. Ron Guertz
Meyer-Rohl in
Attn: Mr. Pete Carlson
SEH
AME Concrete
* =Optimum Moisture and Max. Lab Dry Density rounded
t0 11CdCeSI i ~2.
** = In Place Y'o Moisture and In Piave Dry Density rounded
to nearest whole number per ASTM procedures.
Braun lntertec Corporation
~~
~. n} s G. Vos
~tSgineering Assistant
i~
n
$M
I NTE RTES
Report of Field Compaction Tests
'Date: September 6, 1996
Client:
I' D~ .lr.-
r
n
n
' X Nuclear Method
' Sand Cone Method
Locations:
ASTM D 2922-81 X Standard Proctur ASTM D 698-91
ASTM D 1556-82 Modified Proctor ASTM D 1557-91
Text
Nu.
'text L-uc~tioo
Elcratioa
138 57th Street NE, Sta. 17+50, on centerline 964
132A
139 Retest of #132
57th Street NE, Sta. 7+50, watermain trench 960
95Th
140 Kalland Avenue North, Sta. 1+00, 15' Lt. of centerline 959'h
140A Retest of #140 959'h
141 Kalland Avenue North, Sta. 2+00, on centerline 95Th
142 Kalland Avenue North, Sta. 3+00, 15 Rt. of centerline 955'h
A. Test Results Comply With Specifications.
B. Test Results Do Not Comply With Specifications.
Remarks:
'c:
~~
~~
Mr. Greg Brown
Brown & Cris Inc.
19740 Kenrick Avenue
Lakeville, MN 55044
Braun Intertec Corporation
1520 24th Avenue Nortfi
P.O. Box 189
St. Cloud, Minnesota 56302-0189
612-253-9940 Fax: 253-3054
engineers end Scientists Serving
!ne Built and Naiuraf c"nvironments
Project : BAXX-96-639
Prujeta llescription:
Parkside 3rd Addition Utility & Pavement
Cunstructiun
Albertville, MN
r
Text
Nu.
Date
Soil
(.U.p
CFaxxiricatiua
Optimum
Muuture' Max. t..b
Dry Deoxiry•
(YCF~
la Y6.ce
% Muixtur~•• In Ykaoe
Dry Deaxity"
(PCF~
ReFative %
Cumpactiw Spec'>fied
Minimum %
Cumprctiua
CummeWx
138 9/5/96 P-4 CL-5 7 136 5 136 100 100 A
132A 9/5/96 P-4 CL-5 7 136 5 136 100 100 A
139 9/5/96 P-2 SC 17 108 22 102 95 95 A
140 9/5/96 P-4 CL-5 7 136 ~ 132 97 100 B
140A 9/5/96 P-4 CL-5 7 136 4 136 100 100 A
141 915/96 P-4 CL-5 7 136 4 i37 101 100 A
142 9/5196 P-4 CL-5 7 136 4 137 101 100 A
Attn: Mr. Don Jensen
Kencu
Attn: Mr. Ron Guertz
Meyer-Ruhlin
Attn: Ivlr. Pete Carlson
SEH
AME Concrete
* =Optimum Moisture and Max. Lab Dry Density rounded
to nearest I/2.
** = In Place % Moisture and In Place Dry Density rounded
to nearest whole numbar per ASTM procedures.
Braun Intertec Corporation
J• e~ G. Vos
gineering Assistant
INTERTEC
f
' T
i
t
i
C
Re ort o
P on
es
s
om act
F
eld
P
Date: September 6, 1996
Client: Mr. Greg Brown
Brown & Cris Inc.
' 19740 Kenrick Avenue
Lakeville,. MN 55044
i Resuits:
' X Nuclear Method
Sand Cone Method
Locutions:
Rr,nr•h Marlr•
ASTM D 2922-81 X Standard Proctor ASTM D 698-91
ASTM D 1556-82 ~ Modified Proctor ASTM D 1557-91
' Teat
No.
Test Iwicttiua
Elevation
143 57th Street NE, Sta. 4+00, watermain trench 950'h
~ A. Test Results Comply With Specifications.
B. Test Results Do Not Comply With Specifications.
Remarks;
' c:
~~i
.:..
Braun Interte< Corporation
1520 24th Avenue North
P.O. Box 189
St. Cloud, Minnesota 56302-0189
612-253-9940 Fox: 253-3054
Engineers and Scientists Serving
the r3uiit and Natural Environments-"
Project : BAXX-96-639
Projeea Description:
Parkside 3rd Addition Utility & Pavement
Construction
Albertville, MN
r
Teat
No.
Date
Suit
I.U.N
CLusificatiun
Optimum
Mowwre• WLx. Lab
Dry Deatity'
(PCh~
iu Place
% Moiswre" N Place
Dry Density'
IPCt~
Relative %
Cum~rac[ioa Specified
M'mimum %
Compactiuo
Cummenta
143 915/96 P-2 SC 17 108 24 103 95 95 A
Attn: Mr. Don Jensen
Kenco
Attn: Mr. Ron Guertz
Meyer-Roblin
Attn: Ivir. Pete Carlson
SEH
AME Concrete
* =Optimum Moisture and Max. Lab Dry Density rounded
to nearest 1/2.
** = In Place °lo Moisture and In Place Dry Density rounded
to nearest whole number per ASTM procedures.
Braun Intertec Corporation
-~ ~~~
es G. Vos
ngineering Assistant
r
>~ ~ ~ ~M
1 NTE RTEC
Report of Field Compaction Tests
' Date: September 9, 1996
Client:
' Retuidti_
Nuclear Method
' Sand Cone Method
Locations:
Bench Mark:
ASTM D 2922-81 X Standard Proctor ASTM D 698-91
ASTM D 1556-82 Modified Proctor ASTM D 1557-91
Test
40.
Trrt Location
Elevatiaa
144 57th Street NE, Sta. 15+65 service trench 955'h
145 .58th Street NE, Sta. 11 +53, service trench 952
146 57th Street NE, Sta. 14+80 service trench 956
147 57th Street NE, Sta. 13+80, service trench 956
A. Test Results Comply With Specifcations.
B. Test Results Do Not Comply With Specifications
r
Remarks;
~~
Mr. Greg Brown
Brown & Cris Inc.
19740 Kenrick Avenue
Lakeville, MN 55044
_ Braun tntertec Corporation
1520 24th Avenue North
P.O. Box 189
St. Cloud, Minnesota 5b302-0189
612-253-9940 Fax: 253-3054
Engineers and Scientists Servinc
the Buiit and Natural Environments
Project : BAXX-96-639
Project Description:
Parkside 3rd Addition Utility & Pavement
Construction
Albertville, MN
f
Trsi
4u.
Data
Suit
l.D..Y
CLuitiwtiun
Optimum
Muicwce• Mu. L+b
Dry Dcority
(PCf•~
to P4ce
9G Muirwro•• Ia PFace
Dry Deo.ity
(YCH)
Ro}ative 9G
Compactiua SpociPed
Minimum !i
Compaction
Cummrots
144 9/6/96 P-3 CL 15'h 112'/z 20 108 96 95 A
145 9!6/96 P-3 CL 15'h 112'h 17 112 100 95 A
146 9/6/96 P-3 CL 15'h 112'h 18 108 96 95 A
147 9/6/96 P-3 CL 15'h 112'h 18 111 99 95 A
c
Attn: Mr. Don Jensen
Kenco
Attn: Mr. Ron Guertz
Meyer-Rohlin
Attn: Mr. Pete Carlson
SEH
* =Optimum Moisture and Max. Lab Dry Density rounded
to nearest I/2.
** = In Place g'o Moisture and In Place Dry Density rounded
to nearest whole number per ASTM procedures.
Braun Intertec Corporation
. G~-~-
es G. Vos
ngineering Assistant
~ sRauN=M
INTERTEC
r
Report of Field Compaction Tests
Date: September 10, 1996
Client: Mr. Greg Brown
' Brown & Cris Tnc.
19740 Kenrick Avenue
Results: Lakeville, MN 55044
X Nuclear Method
Sand Cone Method
~L.ocations:
Bench Mark:
ASTM D 2922-81 X Standard Proctor ASTM D 698-91
ASTM D 1556-82 Moditled Proctor ASTM D 1557-91
Test
No.
Tut Location
Alevatiw
148 57th Street NE, Sta. 9+10, service trench 953
149 57th Street NE Sta. 8+40 service trench 950'h
150 58th Street NE Sta. 11 +54 service trench 954'h
151 57th Street NE, Sta. 8+ 10, service trench 952
152 57th Street NE Sta. 7+45, service trench 951'6
153 58th Street NE Sta. 9+75 service trench 953'6
A. Test Results Comply With Specifications.
B. Test Results Do Not Comply With Specifications.
Remarks:
~: Attn: Mr. Don Jensen
Kenco
Attn: Mr. Ron Guertz
' Meyer-Roblin
Attn: Mr. Pete Carlson
SEH
Braun Intertec Corporation
1520 24th Avenue North
P.O. Box 1$9
St. Cloud, Minnesota 56302-0189
612-253-9940 Fax: 253-3054
ngineers and Scientists Serving
the 2uiit and Narurai Environmenis'
Project : BAXX-96-639
Project Description:
Parkside 3rd Addition Utility & Pavetnent
Construction
Albertville, MN
Test
Nu.
Date
Suit
I. D.N
CLs.irication
Optimum
Moisturcf Max. tab
Ury Oeasity'
(PCF)
In PFux
% Muiswrc" m Pkaoe
Dry Density"
(PCr)
Relative %
Compaction speciried
Minimum %
Compaction
Comments
148 9-9-96 P-2 SC 17 108 18 107 99 95 A
149 9-9-96 P-3 CL 15'h 112'h 18 111 99 95 A
150 9-9-96 P-3 CL 15'h 112'h 19 109 97 95 A
151 9-9-96 P-2 SC 17 108 20 104 96 95 A
152 9-9-96 P-5 CL 20 103 23 103 100 95 A
153 9-9-96 P-3 CL 15'h 112'h 19 109 97 95 A
* =Optimum Moisture and Max. Lab Dry Density rounded
to nearest 1/2.
** = In Place 3o Moisture and In Place Dry Density rounded
to nearest whole number per ASTM procedures.
Braun Intertec Corporation
~~~
s G. Vos
ngineering Assistant
i~
~~
sRau~SM
I NTE RTEC
Report of Field Compaction Tests
' Date: September 11, 1996
Client:
' Rc~ults:
i~
n
n
X Nuclear Method
' Sand Cone Method
Locations:
Bench Mark:
ASTM D 2922-81 X Standard Proctor ASTM D b98-91
ASTM D 1556-82 Modified Proctor ASTM D 1557-91
Tut
No.
Tut l.watio¢
~,yp~
' 154
155 58th Street NE, Sta. 6+85 service trench
58th Street NE, Sta. 5+80 service trench 951'6
950'/z
- A. Test Results Comply With Specifications.
B. Test Results Do Not Comply With Specifications.
Remarks:
c: Attn: Mr. Don Jensen
Kenco
Attn: Mr. Ron Guertz
' Meyer-Rohlin
Attn: Mr. Pete Carlson
SEH
n
Mr. Greg Brown
Brown & Cris Inc.
19740 Kenrick Avenue
Lakeville, MN 55044
- "Braun Intertec Corporation
1520 24th Avenue North
P.O. Box i 89
St. Cloud, Minnesota 56302-0189
612-253-9940 Fax: 253-3054
Engineers crd Scientists Serving
;he Built cnc !Vatura( Environments'
Project : BAXX-96-639
Project Description:
Parkside 3rd Addition Utility & Pavement
Construction
Albertville, MN
P
Tut
No.
Date
Soil
I.D.N
C}aeoifuutioa
Optimum
Mouturc' Maz. [mob
Dry Demiry~
(PCF~
Ia Puce
7C Muutule" In 1'hx
Dry Deasiry~
(PCB
Refativa if
Compactica Spocified
Minimum R
Compacticu
ommco4
154 9/10/96 P-5 CL 20 103 26 98 95 95 A
155 9/10/96 P-5 CL 20 103 26 98 95 95 A
* =Optimum Moisture and Max. Lab Dry Density rounded
to nearest 1/2.
** = In Place % Moisture and In Place Dry Density rounded
to nearest whole number per ASTM procedures.
Braun Intertec Corporation
~~~
es G. Vos
ngineering Assistant
n
n
8 ~ ~ ~ ~ ,M
I NTE RTEC
Report of Field Compaction Tests
.tte: September 11, 1996
Client: Mr. Greg Brown
Brown & Cris Inc.
19740 Kenrick Avenue
Lakeville, MN 55044
~esults:
_ 'Braun Intertec Corporation
1520 24th Avenue North
P.O. Box 189
St. Cloud, Minnesota 56302-0189
612-253-9940 Fax: 253-3054
Engineers and Scientists Serving
the Built and Natural Environments
Project : BAXX-96-639
Project Desuiption:
Parkside 3rd Addition Utility & Pavement
Construction
Albertville, MN
Teut
Nu.
Date
Suit
I.D.X
Clauiftcatian
Optimum
Mowture~ Maz_ llb
Dry Den~iry`
(PCB
In Place
!f MouWre"" to PFace
Ury Geasiry'~
(PCF)
ReYative Y.
Compoctien Specified
Minimum 4i
Compactim
pmmeou
156 9/11/96 P-2 SC 17 108 19 107 99 95 A
157 9/11/96 P-2 SC 17 108 19 109 i01 100 A
158 9/11/96 P-2 SC 17 108 19 108 100 100 A
159 9!11/96 P-2 SC 17 108 19 109 101 95 A
i
~X Nuclear Method ASTM D 2922-81 X Standard Proctor ASTM D 698-91
Sand Cone Method ASTM D 1556-82 Modified Proctor ASTM D 1557-91
cations:
Bench Mark:
Tout
Nu.
Trat lwx:ttiuo
tskvatiuo
156 58th Street NE, Sta. 2+90, service trench 951'6
157 57th Street NE Sta. 11 +50, storm drain trench 956
158 57th Street NE, Sta. 13+20 storm drain trench 956'h
I59 58th Stree*. NE Sta. 1 +60, service trench 952'h
'~. Test Results Comply With Specifications.
B. Test Results Do Not Comply With Specifications.
Remarks:
.~ Attn: Mr. Don Jensen
K
i~
n
enco
Attn: Mr. Ron Guertz
Meyer-Rohlin
Attn: Mr. Pete Carlson
SEH
* =Optimum Moisture and Max. Lab Dry Density rounded
to nearest 1/2.
** = In Place 9b Moisture and In Place Dry Density rounded
to nearest whole number per ASTM procedures.
Braun Intertec Corporation
v~-
es G. Vos
ngineering Assistant
P
i~
i~
~ Rau N=M
I NTE RTES
Report of Field Compaction Tests
' Date: September 13, 1996
Client:
Res Its
n
n
X Nuclear Method
Sand Cone Method
Locations:
Bench Mark•
n
~~
Mr. Greg Brown
Brown & Cris Inc.
19740 Kenrick Avenue
Lakeville, MN 55044
Braun Intertec Corporation
1520 24th Avenue North
P.O. Box 189
St. Cloud, Minnesota 56302.0189
612-253-9940 Fax: 253-3054
Engineers and Scientists Serving
the 3uiit and Naturel Environments'
Project : BAXX-9b-639
Project Description:
Parkside 3rd Addition Utility & Pavement
Construction
Albertville, MN
r
u
Test
No.
ate
Soil
I.D.N
}aaairirrtion
(~timwn
Mouturo+
n.}ax, I.ob
Ury Deoaity+
(PCF~
In Place
% MouWre•'
to Place
Dry Deoaity"
(PCB
Relative %
Comp~actioo
SPccifiel
Minimum %
Compactiw
omments
160 9/12/96 P-1 SC 15 114 21 109 95 95 A
161 9/12/96 P-2 SC 17 108 20 103 95 95 A
162 9/12/96 P-1 SC 15 114 19 111 97 95 A
163 9112/96 P-3 CL 15'f~ 112'h 17 113 100 95 A
ASTM D 2922-81 x ~tanaara rroctor a~ t nn >J oya-y r
ASTM D 1556-82 Modified Proctor ASTM D 1557-91
Teat
No.
Tut lunation
~`d~O°
160 Kalenda Drive Sta. 2+00 Sanitar Sewer Trench 942
161 Kalenda Drive, Sta. 1 +00 Sanitar Sewer Trench 950
162 Kalenda Drive, Sta. 3+00 Sanitar Sewer Trench 943
163 Kalenda Drive, Sta. 2+00, Sanitar Sewer Trench 951
Ira
Tesi Results Comply With Specifications.
Test Results Do Not Comply With Specifications.
Remarks
c:
n
n
Attn: Mr. Don Jensen
Kenco
Attn: Mr._ Ron~Guertz
e>~l~.ohlin~`.
Attn: Mr. Pete Carlson
SEH
* =Optimum Moisture and Max. Lab llry llenstty rounaea
to nearest 1/2.
** = In Place % Moisture and In Place Dry Density rounded
to nearest whole number per ASTM procedures.
Braun Intertec Corporation
es G. Vos
ngineering Assistant
I~
i~
BRau~
I NTE RTEC
Report of Field Compaction Tests
' Date: September 19, 1996
Client: Mr. Greg Brown
' Brown & Cris Inc.
19740 Kenrick Avenue
Lakeville, MN 55044
,Results:
X Nuclear Method
Sand Cone Method
~4..ocations:
Bench Mark:
ASTM D 2922-81 X Standard Proctor ASTM D 698-91
ASTM D 1556-82 Modified Proctor ASTM D 1557-91
Tat
No.
Tat Locatim
Elev+tim
164 58th Street NE Sta. 13+50 l2' Rt. of centerline sub rade 958
165 58th Street NE Sta. 11 +50 on centerline sub rade 957
166 58th Street NE Sta. 9+50 12' Lt. of centerline sub rade 956
167 58th Street NE Sta. 7+50 6' Rt. of centerline sub rade 955
168 58th Street NE Sta. 5+50 6' Lt. of centerline sub rade 954
169 58th Street NE Sta. 3+50 on centerline sub rade 954'h
170 58th Street NE, Sta. 1+50, 10' Rt. of centerline (sub rade) 955'h
~A. Test Results Comply With Specifications.
B. Test Results Do Not Comply With Specifications.
Remarks;
~'
II
II
<.
Braun Intertec Corporation
1520 24th Avenue North
P.O. Box 189
St. Cloud, Minnesota 56302-0189
b 12-253-9940 Fax: 253-3054
Engineers and Scientists Serving
the Built and Natural Environments"'
Project : BAXX-9639
Project Description:
Parkside 3rd Addition Utility & Pavement
Construction
Albertville, MN
Tat
No.
Date
Soli
I.D.tY
Cbesil'u:atim
Optimum
Moismree Mwt. Isb -
Dry Denitye
(PCF)
to Tlaca
% Moietueep ,In Pi+ee
Dry DmaityN
(PCB
Relotive %
Cempxtim Specified
Minimum %
Compoctim
Cemmmts
164 9/18/96 P-3 CL 15'h 112'h 12 115 102 100 A
165 9/18/96 P-3 CL 15'h 112'6 10 113 101 100 A
166 9/18/96 P-3 CL 15'h 112'h 15 114 101 100 A
167 9/18196 P-3 CL 15'h 112'h 10 115 102 100 A
168 9/18/96 P-3 CL 15'h 112'h 10 113 101 100 A
169 9/18/96 P-3 CL 15'h 112'h 12 112 100 100 A
170 9/18/96 P-3 CL 15'h 112'h 9 117 104 100 A
Attn: Mr. Don Jensen
Kenco
Attn~.dvlry,~Ron-Guert
Meyer-Rohlin°
Attn: Mr. Pete Carlson
SEH
* =Optimum Moisture and Max. Lab Dry Density rounded
to nearest 1/2.
** = In Place % Moisture and In Place Dry Density rounded
to nearest whole number per ASTM procedures.
Braun Intertec Corporation
~v ~ ~~~
J ~s G. Vos
ineering Assistant
i~
~~
BRAUN..;
I NTE RTEC
Report of Field Compaction Tests
' Date: September 19, 1996
Client: Mr. Greg Brown
Brown & Cris Inc.
19740 Kenrick Avenue
Lakeville, MN 55044
'Results:
Braun Intertec Corporation
1520 24th Avenue North
P.O. Box 189
St. Cloud, Minnesota 56302-0189
612-253-9940 Fax: 253-3054
Engineers and Scientists Serving
the Built and Natural Environments
Project : BAXX-96-639
Project Description:
Parkside 3rd Addition Utility & Pavement
Construction
Albertville, MN
Ted
No.
Dote
Sod
I.D.!
Cla/sificaticn
Optimum
Mouture~ Mu. [~h
Dry Deo/itye
(PCFj
m Place
R Mouh~re« Io Phce
Dry Den/ity~
(PCFj
Reluive ff
Co
mpacLm Specified
Minimum R
Compact~oe
omments
171 9/18/96 P-1 SC 15 114 20 107 95 95 A
172 9/18/96 P-1 SC 15 114 20 108 96 95 A
173 9/18/96 P-1 SC 15 114 Zl 107 95 95 A
174 9/18/96 P-2 SC 17 108 21 103 95 95 A
' -~ Nuclear Memoa AJ 1 M ll "lyZ"1-251 X Standard Proctor ASTM D 698-91
r,._a ..___ ~ ~_.L _ ~ . ~...,
AV a a., aJ 1JJV-UL iviuuuiru rcucwr HJ 11V1 L 1JJ 1-`/1
Cat10nS:
Bench Mark:
Ted
No.
Ted I.aatiaa
Elevation
171 Kalenda Drive Sta. 5+25 sanit sewer trench 942'6
172 Kalenda Drive Sta. 4+50 sani sewer trench 945'h
173 Kalenda Drive Sta. 4+00 sani sewer trench 948
174 Kalenda Drive Sta. 3+45 sanit sewer trench 955
d, Tact T2am~lfe l~.. .,1. lU:.{. Q.. :~.....: ,tr ~_. ~~_
.a• awe ~ au ~.../WtJl~ •I 1111 J~/G.lll\rAUV11J.
B. Test Results Do Not Comply With Specifications
Remarks.
n
n
Attn: Mr. Don Jensen
Kenco
Attn: Mr. Ron Guertz
Meyer-Rohlin
Attn: Mr. Pete Carlson
SEH
- vYuWaaW aavaoluaa: auu L~IaA. 1..6(J Lir LGl1J1L~ 1VVL4G4
to nearest 1/2.
** = In Place 9b Moisture and In Place Dry Density rounded
to nearest whole number per ASTM procedures.
Braun Intertec Corporation
~~
v '
es G. Vos
ngineering Assistant
~ ~ ~ BRau~r
INTERTEC
Report of Field Compaction Tests
Date: September 20, 1996
Client: Mr. Greg Brown
~, , Brown & Cris Inc.
19740 Kenrick Avenue
Lakeville, MN 55044
Results:
X
Nuclear Method ASTM D 2922-81 X Standard Proctor ASTM D 698-91
/~I~ VfaalY vVLV l~1VY1V~a AJ 11'1 L 1J/V'UL 1YLVti ll.lt~A1 L"1.UVtVI L'1J 11V1 L 1JJ /-y l
Bench Mark:
Test
No.
Tat I.ootian
Elewtiao
175 Kalenda Drive Sta. 5+40 sanit sewer trench 953
176 Kahler Drive Sta. 2+28 rani sewer trench 951
177 Kahler Drive Sta. 1 +75 sanit sewer trench 952
178 Kahler Drive Sta. 1 +04 sanit sewer trench 951
179 Kalenda Drive Sta. 5+00 sanitar sewer trench 956
180 Kalenda Drive Sta. 4+00 sanitar sewer trench 957
181 56th Street NE, Sta. 0+80, sanit sewer trench 950
~r
Test Results Comply With Specifications.
Test Results Do Not Comply With Specifications.
~emarks.
c:
i~
Braun Intertec Corporation
1520 24th Avenue North
P.O. Box 189
St. Cloud, Minnesota Sb302-0189
b 12-253-9940 Fax: 253-3054
Engineers and Scientists Serving
the Built and Natural Environments'
Project : BAXX-96-639
Project Description:
Parkside 3rd Addition Utility & Pavement
Construction
Albertville, MN
Test
No.
I~te
Sob
i.D./
Chssificatim
Optimum
Moisturce Mu. t~
Dry Deairy•
(PCF)
la P6x
A Mououep in Pbce
Dry Deairy"
(PCF]
Relative tf
Comp~ctiaa specified
bfmimum 7f
Compaction
Commenu
175 9/19/96 P-3 CL 15'~ 112'6 19 109 97 95 A
176 9/19/96 P-2 SC 17 108 21 103 95 95 A
177 9/19/96 P-3 CL 15'fs 112'fz 19 108 96 95 A
178 9/18/96 P-2 SC 17 108 22 103 95 95 A
179 9/19/96 P-2 SC 17 108 20 103 95 95 A
180 9/19/96 P-2 SC 17 108 20 105 97 95 A
181 9/19/96 P-2 SC 17 108 21 104 96 95 A
Attn: Mr. Don Jensen
Kenco
Attn: Mr. Ron Guertz
Meyer-Rohlin
Attn: Mr. Pete Carlson
SEH
* =Optimum Moisture and Max. Lab Dry Density rounded
to nearest 112.
** = In Place 9'o Moisture and In Place Dry Density rounded
to nearest whole number per ASTM procedures.
Braun Intertec Corporation
vl~~ ~
es G. Vos
ngineering Assistant
~ seauN
INTERTEC
Report of Field Compaction Tests
'Date: September 20, 1996
Client: Mr. Greg Brown
Brown & Cris Inc.
19740 Kenrick Avenue
Lakeville, MN 55044
Results:
Braun Intertec Corporation
1520 24th Avenue North
P.O. Box 189
St. Cloud, Minnesota 56302-0189
612-253-4940 Fax: 253-3054
Engineers and Scientists Serving
the Built and Natural Environments^
Project : BAXX-96-639
Project Description:
Parkside 3rd Addition Utility & Pavement
Construction
Albertville, MN
r
Test
No.
Date
Sal
I.D.I
Claaaificaticn
Optimum
Maapu~e~ ,~~. r~
Dry Dmaity~
(p<;~ =
Tn Plaoe
~ 1e« ro ~
Dry Demity""
(pCF7
Re6ativc 9f
Compadim ~~
Afioimum 9f
Compaction
ammeau
182 9/20/96 P-2 SC 17 108 19 108 100 100 A
183 9/20/96 P-2 SC 17 108 19 108 100 100 A
184 9/20/96 P-3 CL 15'fz 112'fs 16 114 102 100 A
185 9!20!96 P-3 CL 15'!z 112'6 16 112 100 100 A
186 9/20/96 P-3 CL 15'fi 112'6 18 113 100 100 A
187 9/20/96 P-3 CL 15'fZ 112'6 17 112 100 100 A
188 9!20/96 P-3 CL 15'~ 112'/z 17 115 102 100 A
x tvuctear Method ASTM D 2922-81 X Standard Proctor ASTM D 698-91
J 411LL VVItG 1Y1GLLlVU
cations:
Bench Mark: tiJ 1 rVr L rood-o~ Moatrtea rroctor AJ~1~M ll 1SS7-y t
Teat
No.
Tat l.ocatim
pe~~
182 57th Street NE Sta. 1b+25 on centerline sub ade 961
183 57th Street NE Sta. 14+75 12' Lt. of centerline sub rade 959
184 57th Street NE Sta. 13+25 10' Rt. of centerline sub rade .958
185 57th Street NE Sta. 11 +75 on centerline sub rade 957
186 57th Street NE Sta. 10+25 9' Lt. of centerline sub rade 956'f~
187 57th Street NE Sta. 8+75 9' Rt. of centerline sub rade 955'/z
188 57th Street NE, Sta. 7+25, on centerline (sub rade) 955
A. lest xesutts c:ompty wrth Specifications.
Test Results Do Not Comply With Specifications.
Remarks.
n
n
Attn: Mr. Don Jensen
Kenco
Attn: Mr. Ron Guertz
Meyer-Rohlin
Attn: Mr. Pete Carlson
SEH
* =Optimum Moisture and Max. Lab Dry Density rounded
to nearest 1/2.
** = In Place % Moisture and In Place Dry Density rounded
to nearest whole number per ASTM procedures.
Braun Intertec Corporation
~~~
es G. Vos
ngineering Assistant
F
B R A U N sM _ Braun Intertec Corporation
1520 24th Avenue North
I NTE RTEC P.°. Bax,89
St. Cloud, Minnesota 56302-0189
612-253-9940 Pax: 253-3054
Engineers and Scientists Serving
the Built and Natural Environments"
Report of Field Compaction Tests -
Date: September 24, 1996 Project : BAXX-96-639
t
~ ~
Client: Mr. Greg Brown Project Description: l
1 Brown & Cris Inc. Parkside 3rd Addition Utility & Pavement
19740 Kenrick Avenue Construction
Lakeville,. MN 55044 Albertville, MN
'Results:
P
J
Teat
No.
Date
Soil
I.D./
Clz.sific~tim
Optimum
Moiaoue• Af4:. !mob
Dry Demiry•
(PCF)
In Plxe
% Mouturo•• In P6+ce
Dry Deo•ity
(PCF7
Relative %
Compxtim Specified
Minimum %
Compactim
CommeW
189 9123196 P-5 CL 20 103 26 98 95 95 A
190 9/23/96 P-5 CL 20 103 25 100 97 95 A
191 9/23/96 P-5 CL 20 103 26 98 95 95 A
192 9/23/96 P-5 CL 20 103 33 93 90 95 A
X Nuclear Method ASTM D 2922-81 X Standard Proctor ASTM D 698-91
Sand Cone Method ASTM D 1556-82 Modified Proctor ASTM D 1557-91
~I.ocations:
Bench Mark:
Tut
No.
Tat Lowtim
Blevatian
189 56th Street NE Sta. 5+45 sani sewer trench 951
190 56th Street NE Sta. 5+45 sanit sewer trench 954
191 56th Street NE Sta. 6+95 sani sewer trench 953
192 56th Street NE Sta. 6+95. sanit sewer trench 955'fz
'-A. Test Results Comply With Specifications.
B. Test Results Do Not Comply With Specifications.
Rem arks:
,: Attn: Mr. Don Jensen
Kenco
Attn: Mr. Ron Guertz
' Meyer=Rohlin
Attn: Mr. Pete Carlson
SEH
* =Optimum Moisture and Max. Lab Dry Density rounded
to nearest 1/2.
** = In Place 96 Moisture and In Place Dry Density rounded
to nearest whole number per ASTM procedures.
Braun Intertec Corporation
~i ~~~
J G. Vos
gineering Assistant
i~
~~
BRauNSM
I NTE RTEC
Report of Field Compaction Tests
1Date: September 25, 1996
Client: Mr. Greg Brown
Brown & Cris Inc.
19740 Kenrick Avenue
Lakeville, MN 55044
~Results•
i~
Nucleaz Method ASTM D 2922-81 X Standard Proctor ws rna lu oya-y>i
o.._a n,._,, a.r,..t.,,a A QT11d Tl t cc~_47 IVfnriifiarj Prnrtnr ASTM D 1557-91
Locations: ~.,.-- -•------- . --- -- - - --- - --
Bench Mark:
Test
No.
Tat i.ocatiaa
Elevatiaa
193 Kahler Drive Sta. 3+00 watermain trench 951'k
194 Katiler Drive Sta. 1+50 watermain trench 952
•c-_-.~_._ ~ - n_.:_....., ld..:~.,.-o .,...t A,f.. T oh Tlrv rlancity rnunrlP~
K. a wt 1`wuaw wauyay •~ aau .,~c~.aaawa,vuu.
B. Test Results Do Not Comply With Specifications
Remarks:
~: Attn: Mr. Don Jensen
i~
Braun tntertec Corporation
~+ ~, `1520 24th Avenue North
1" J ~-; ` P.O. Box 189
/~ '-~` ~ St. Cloud, Minnesota 56302-0189
`" € ~%~ ~ 612-253-9940 fax: 253-3054
Engineers and Scientists Serving
the Built and Natural Environments'
Project : BAXX-96-639
Project Description:
Pazkside 3rd Addition Utility 8r. Pavement
Construction
Albertville, MN
C
Tact
No.
Data
Soil
I.D./'
Classirxatian
Optimum
Moisturo~ ~ ~
Dry Dwuy'
(PCB
In Piaca
9i Moisturo'"' In l'Ixe
Dr} Deady"
(PCF]
°ch_tro $
Compactim ~~
S+~i^.i=+ua ;4
Compadiaa
~~
193 9/24/96 P-2 SC 17 108 22 105 97 95 A
194 9/24196 P-2 SC 17 108 20 105 97 95 A
Kenco
Attn: Mr. Ron Guertz
~jvfeyer-Roblin
Attn: Mr. Pete Carlson
SEH
to nearest 1/2.
** = In Place 9b Moisture and In Place Dry Density rounded
to nearest whose number per ASTM procedures.
Braun Intertec Corporation
es G. Vos
ngineering Assistant
i~
~ sRauN°M
INTERTEC
Report of Field Compaction Tests
' Date: September 26, 1996
Client: Mr. Greg Brown
' Brown & Cris Inc.
19740 Kenrick Avenue
Lakeville, MN 55044
'Results:
X Nuclear Method
ASTM D 2922-81 X Standard Proctor ASTM D 698-91
~auu ~.Vll~: ivicutvu AJ t ivt L 1JJV-OG 1V1UU1tIC(1 I"TUGWr AJ 1 M L 1JJ ~-Y!
cations:
Bench Mark:
Teat
No.
Tea I.ocatiaa
Elevatiaa
195 56th Street NE, Sta. 0+50, watermain trench 952
196 56th Street NE Sta. 1 +50, watermain trench 95Th
192A Retest of #192 955'h
197 56th Street NE, Sta. 2+50 watermain trench 952'h
198 56th Street NE, Sta. 3+50, watermain trench 952
n. icu ncsuus ~.omply wun ~peClncactons.
B. Test Results Do Not Comply With Specifications.
Remarks:
,: Attn: Mr. Don Jensen
Kenco
Attn: Mr. Ron Guertz
' Meyer-Roblin
Attn: Mr. Pete Carlson
SEH
n
oti'~
~~i
Project
Braun Intertec Corporation
1520 24th Avenue North
P.O. Box 189
St. Cloud, Minnesota 56302-0189
612-253-9940 fax: 253-3054
Engineers and Scientists Serving
the Built and Natural Environments'
BAXX-96-639
Project Description:
Parkside 3rd Addition Utility & Pavement
Construction
Albertville, MN
P
7
Teat
No.
Date
Soil
I.D.N
Chaaifintim
Optimum
Moisture' Maz I~b
Dry Deaaity'
(PCFj
In Phce
R Moia~ro~' In Phce
Dry Deruity~"
(PCF7
Rek+tive 9f
Compnctim Specified
Minimum Sf
Compactim
ommeata
195 9/25/96 P-2 SC 17 108 21 107 99 95 A
196 9/25/96 P-2 SC 17 108 21 106 98 95 A
192A 9/25!96 P-5 CL 20 103 27 100 97 95 A
197 9/25/96 P-2 SC 17 108 23 103 95 95 A
198 9/25/96 P-3 CL 15'h 112'h 20 109 97 95 A
'" = Optimum Moisture and Max. Lab Dry Density rounded
to nearest 1/2.
** = In Place 9b Moisture and In Place Dry Density rounded
to nearest whole number per ASTM procedures.
Braun Intertec Corporation
Ja s . Vos
gineering Assistant
B~~~~s~s
NTE RTEC
Report of Field Compaction Tests
ate: October 1, 1996
Client: Mr. Greg Brown
Brown & Cris Inc.
19740 Kenrick Avenue
~esults: Lakeville, MN 55044
t
/~
~i~'~
Project
Braun Intertec Corporation
1520 24th Avenue North
P.O. Box 189
St. Cloud, Minnesota 56302-0189
612-253-9940 Fax: 253-3054
Engineers and Scientists Serving
fhe Built and Natural Environments`"
BAXX-96-639
Project Description:
Parkside 3rd Addition Utility & Pavement
Construction
Albertville, MN
Test
No.
Date
Soil
I.D.N
Clauifir~tioa
Optimum
Mouturo~ Max. I~b
Dry Deoeity~
(PCH7
In Place
% Mouture" la Plan
Dry DeasityM
(PCB
Relative %
Compaction Specified
Minimum %
Compaction
Commeola
199 9/90/96 P-2 SC 17 108 18 109 101 95 A
200 9/30/96 P-2 SC 17 108 19 104 96 95 A
201 9/30/96 P-2 SC 17 108 22 106 98 95 A
202 9/30/96 P-3 CL 15'/z 112'fz 21 109 97 95 A
X Nuclear Method ASTM D 2922-81 X Standard Proctor ASTM D 698-91
Cana gone Metnoa AJ 1 M ll IJJb-2SZ Moattted Proctor AJ7~M ll 1SS7-y1
cations:
Bench Mark:
Tut
Na.
Tat [.oration
Ekvttim
199- Kalenda Drive Sta. 1 +00 watermain trench 955
200 Kalenda Drive, Sta. 3+00, watermain trench 956
201 56th Street NE Sta. 7+50 watermain trench 955'fz
202 56th Street NE, Sta. 8+50 watermain trench 956
A. -1-est Kesults Comn)v With Sneciticati~ns.
Test Results Do Not Comply With Spet;itlcations.
Remarks:
Attn: Mr. Don Jensen
Kenco
' ~t~tti: Mr. Ron Guertz
Meyer-Rohlin
Attn: Mr. Pete Carlson
SEH
't' _ (lnti m~lrn T~nectltrP a.il~ T~f~r. ~ p}t nrv Tl?nclty Tr117nr1prl
to nearest 1/2.
** = In Place Yb Moisture and In Place Dry Density rounded
to nearest whole number per ASTM procedures.
Braun Intertec Corporation
// : ~
y
Ja G. Vos
Engineering Assistant
sM i
A
BRAUN on
Braun Intertec Corporat
1520 24th Avenue North -
I N T E RT E ~ ~.o. Bax 189
St. Cloud, Minnesota 56302-0189
612-253-9940 Fax: 253-3054
I
Engineers and Scientists Serving
the Built and Natural Environments"'
'' Report of Field Compaction Tests
' Date: October 2, 199b Project : BAXX-9639
Client: Mr. Greg Brown Project Description:
' Brown & Cris Inc. Parkside 3rd Addition Utility & Pavement
19740 Kenrick Avenue Construction
Lakeville, MN 55044 Albertville, MN
'
Results:
11
' X Nuclear Method
' Sand Cone Method
Locations:
Ra~n~h Marlr-
ASTM D 2922-81 X Standard Proctor ASTM D 698-91
ASTM D 1556-82 Modified Proctor ASTM D 1557-91
' Tat
No.
Tat I.xatiaa
FJevation
203 Kalenda Drive, Sta. 5+ 10 watermain trench 956
~ A. Test Results Comply With Specifications.
B. Test Results Do Not Comply With Specifications.
Remarks:
' c: Attn: Mr. Don Jensen
K
i~
I'
Test
No.
Date
Soil
I.D.fI =
Chssificatim
Optimum
Moisture' Mu. Isb
Dry Deasity'
(PCB
In Plaoe
9G MoisWrc" to Place
Dry Density"
(PCF)
Relative X
Compaction Specified
Ivfinimum X
Compaction
Commea4
.203 10/1/96 P-2 SC 17 108 20 103 95 95 A
enc
n: Mr. Ron Guertz
Meyer-Rohlin
Attn: Mr. Pete Carlson
SEH
* =Optimum Moisture and Max. Lab Dry Density rounded
to nearest 1/2.
** = In Place 9b Moisture and In Place Dry Density rounded
to nearest whole number per ASTM procedures.
Braun Intertec Corporation
~~~~i
mes G. Vos
Engineering Assistant
i~
~ sRauN°-
INTERTEC
Report of Meld Compaction Tests
Date: October 3, 1996
Client: Mr. Greg -Brown
Brown & Cris Inc.
19740 Kenrick Avenue
Lakeville, MN 55044
'Results:
Braun Intertec Corporation
1520 24th Avenue North
P.O. Box 189
St. Cloud, Minnesota 56302-0189
612-253-9940 fax: 2533054
Engineers and Scientists Serving
the Built and Natural Environments
Project : BAXX-9639
Project Description:
Parkside 3rd Addition Utility & Pavement
Construction
Albertville, MN
r
i
Test
No.
ote
Soil
I.D.M
huirxotiao
~'~
Moisoue~ ~. [~
~
~ ~~ ~
(pCF)
to Phca
% Moisuue« ~ rfooe
Dry Dms~
(PCF)
Rehtiva K
ComPoctim s~eea
Arinimum 7f
Compoctim
omments
204 10/2/96 P-1 SC 15 114 18 114 100 95 A
205 10/2/96 P-1 SC 15 114 19 112 98 95 A
v wr.. ,.t,. ~ ~_.L _ ~
Sand Cone Method
~tions:
Bench Mark:
AJ 1 1Y1 V L7LL-O1 x Jtandard Proctor ASTM D 698-91
ASTM D 1556-82 Modified Proctor ASTM D 1557-91
Test
No.
Test Lawtim
Flevatiao
204 Kalenda Drive Sta. 1 +25 service trench 955
205 Kalenda Drive Sta. 2+ 15 service trench 955
.~. 1W~ a~caulw wmpty wi[n specincaaons.
Test Results Do Not Comply With Specifications.
Remarks:
' Attn: Mr. Don Jensen
Kenco
Attn: Mr. Ron Guertz
' Meyer-Rohlin
Attn: Mr. Pete Carlson
SEH
* =Optimum Moisture and Max. Lab Dry Density rounded
to nearest 1/2.
** = In Place 9~ Moisture and In Place Dry Density rounded
to nearest whole number per ASTM procedures.
Braun Intertec Corporation
/~ ~~iti--
es G. Vos /~
ngineering Assistant
~ BRauN°°
INTERTEC
Report of Field Compaction Tests
'Date: October 4, 1996
Client: Mr. Greg Brown
' Brown & Cris Inc.
19740 Kenrick Avenue
~esults: Lakeville, MN 55044
X Nuclear Method
ASTM D 2922-81 X Standard Proctor ASTM D 698-91
Jana Crone Metnoa AJ t M ll 1JJO-tSl MOdtttea YIOCtO[ ASTM ll 1JJ"/-yl
ovations:
Bench Mark:
Tcst
No.
Test Location
Elevation
206 Sbth Street NE, Sta. 6+90, service trench 955'6
207 Kohler Drive, Sta. 4+15, service trench 951
A. Test Results Comply With Specifications.
Test Results Do Not Comply With Specifications.
Remarks;
~~
n
ii
8roun Intertec Corporation
1520 24th Avenue North
f P.O. Box 189
r ' ~f ~ St. Cloud, Minnesota 56302-0189
tr 612-253-9940 Fax: 253-3054
Engineers and Scientists Serving
the Suilt and Natural Environmentsx
Project : BAXX-96-639
Project Description:
Parkside 3rd Addition Utility & Pavement
Construction
Albertville, MN
i
r
Test
No.
Date
Soil
I.D.4t
Classification
Optsn:ur.
Moisture` Max. l.ab
Dr, Density'
(PCF)
Sn Place
~ Moistre" In Place
Dry Iknsity'•
(PCF)
Relative ~
Compution Specified
Minimwn %
Compaction
Comments
206 10/3/96 P-3 CL 15'h 112'6 19 109 97 95 A
207 10/3/96 P-3 CL 15'h 1121h 19 108 96 95 A
I
Attn: Mr. Don Jensen
Kenco
Attn: Mr. Ron Guertz
Meyer-Rohlin
Attn: Mr. Pete Carlson
SEH
* =Optimum Moisture and Max. Lab Dry Density rounded
to neazest 1/2.
** = In Place % Moisture and In Place Dry Density rounded
to nearest whole number per ASTM procedures.
Braun Intertec Corporation
< / v v
es G. Vos
ngineering Assistant
SM
~~~
I NTE RTEC
Report of Field Compaction Tests
' Date: October 7, 1996
Client: Mr. Greg Brown
Brown & Cris Inc.
19740 Kenrick Avenue
Lakeville, MN 55044
' R
l
esu
ts: {
'
X Nuclear Method ASTM D 2922-81
. Sand Cone Method ASTM D 1556-82
x Jtandard Proctor ASTM D 698-91
Modified Proctor ASTM D 1557-91
^ Locations:
Bench Mark:
Tat
No. Test L.ecatioo FJmdoa
208 56th Street NE Sta. 2+35 service trench 952'f~
' 209 56th Street NE Sta. 1 +35 service trench 952
210 56th Street NE Sta. 2+80, service trench 952
n.
B. ira~ lcesuits wmpry wI[I] Speclhcatlons.
Test Results Do Not Comply With Specifications.
Remarks:
'c: Attn: Mr. Don Jensen
Kenco
Attn: Mr. Ron Guertz
Meyer-Roblin
' Attn: Mr. Pete Carlson
SEH
r*:.`a
...lraun Intertec Corporation
1520 24th Avenue North
P.O. Box 189
O ~ St. Cloud, Minnesota 56302-0189
612-253-9940 Fax: 253-3054
Engineers and Scientists Serving
the Built and Notural £nvironmentss
Project : BAXX-96-639
Project Description:
Parkside 3rd Addition Utility & Pavement
Construction
Albertville, MN
P
Tut
No.
Date
Soil
LD.M
CHassir~rim
Optimum
Moucue~ t;~. ~
Dry Demiry~
(PCB
In Place
% MoistumN ~ rye
Dry Density"
{PCFI
Rshrtive %
Compactim s~irba
Minimum %
Compaction
Comments
208 10/4/96 P-3 CL 15'~ 112'6 20 108 96 95 A
209 10/4/96 P-2 SC 17 108 21 106 98 95 A
210 10!4196 P-3 CL 15'h 112'f~ 19 112 100 95 A
* =Optimum Moisture and Max. Lab Dry Density rounded
to nearest 1/2.
** = In Place % Moisture and In Place Dry Density rounded
to nearest whole number per ASTM procedures.
Braun Intertec Corporation
- ~ ~~
es G. Vos
ngineering Assistant
°.T $M
BRAalH
NTE RTEC
Report of Field Compaction Tests
' Date: October 8, 1996
Client: Mr. Greg Brown
' Brown & Cris Inc.
19740 Kenrick Avenue
'
Results. Lakeville, MN 55044
Engineers and Scientists Serving
the Built and Natural Environments ~~
n ~ ~Q
Project : BAXX-96-639 fV i
Project Description:
Parkside 3rd Addition Utility & Pavement
Construction
Albertville, MN
Tec:
No.
-
Date
°..y.!
l.D.I
C}auific~im
Optim.•,.,
Moiaturo• .Mau. [mob
Dry D~ei /'
(PCB
Ia Pty
'K Moiature+' la Pha
Dry Demit~"'
(PCl7
Re~.uiw P5
Compactim Specified
!.lioisev 'K
Compxlion
ommeats
211 1017/96 P-3 CL 15'h 112'h 20 108 96 95 A
212 10/7/96 P-2 SC 17 108 18 101 94 95 B
213 10I7/9b P-2 SC 17 108 15 104 96 95 A
X Nuclear Method ASTM D 2922-81 X Standard Proctor ASTM D 698-91
Sand Cone Method ASTM D 1556-82 Modified Proctor ASTM D 1557-91
~.ocations•
Bench Mark:
Test
~.
TeR l.oc+tian
Ekvatien
211 56th Street NE Sta. 6+ 15 service trench 954'h
212 NE uadrant of 57th Street & 58th Street NE tilit Trench 963
213 SE uadrant of 57th Street & Kalland Avenue South tilit Trench 963
A. Test Results Comply With Specifications.
,B. Test Results Do Not Comply With Specifications.
Remarks:
~
: Attn: Mr. Don Jensen
Kenco
~Mr
Ron Guertz
' .
Meyer-Rohlin
Attn: Mr. Pete Carlson
SEH
~""
~i , roun lafertet Corpo~ntioa
1520 24th Avenue North
P.O. Box 189
St. Cloud, Minnesota 56302-0189
612-253-9940 Fax:253-3054
* =Optimum Moisture and Max. Lab Dry Density rounded
to nearest 1/2.
** = In Place % Moisture and In Place Dry Density rounded
to nearest whole number per ASTM procedures.
Braun Intertec Corporation
`' ~~
J ~ G. Vos
ngineering Assistant
BRAUN'"
INTERTEC
Report of Field Compaction Tests
'Date: October 9, 1996
Client: Mr. Greg Brown
' Brown & Cris Inc.
19740 Kenrick Avenue
Lakeville, MN 55044
'Results:
Braun Intertec Corpowtion
1520 24th Avenue North
P.O. Box 189
St. Cloud, Minnesota 56302-0189
612-253-9940 fax: 253-3054
Engineers and Scientists Serving
the Built and Natural Environments'°
Project : BAXX-96-639
Project Description:
Parkside 3rd Addition Utility & Pavement
Construction
Albertville, MN
1
P
Tat
No.
Dwe
Soil
(.D.M
Cltiairir~tion
Optimum
Moistun• tutu. I~b
Dry Dea~ity•
(PCF]
In Place
R Mouturc•• In Phoe
Dry Dea.ity••
(PCF)
Rehtive 9t
Compaction SPecifwd
Minimum R
Compaction
Comment
214 10!8!96 P-2 SC 17 108 20 108 100 100 A
X
Nuclear Method ASTM D 2922-81 X Standard Proctor ASTM D 698-91
C'.....i /~....s 1Ao+1..~.i A C`Tl.f' Tl 1 GG~ 47 71 ,f,..i:C..,i D......r.... A CST\.f Tl 1 GG'7 A t
Bench Mark:
Tat
No.
Tat L.oAOau
Elevatim
214 Kahler Drive Sta. 2+75 Storm Drain Trench 953'fz
~. iwa l~wuaw wulYly nlw .~Yct:111utuVUJ.
B. Test Results Do Not Comply With Specifications.
Remarks
~'
L
Attn: Mr. Don Jensen
Kenco
Attn: Mr. Ron Guertz
Meyer-Rohlin
Attn: Mr. Pete Carlson
SEH
' ~ VI7t11llLLw 1Y1V/JILLIG iLLlti 1YlilA. 1..UU lllr LGUJIt'' 1VLL11LLGLL
to nearest 1/2.
** = In Place % Moisture and In Place Dry Density rounded
to nearest whole number per ASTM procedures.
Braun Intertec Corporation
J G. Vos
E gineering Assistant
gc~r~s' r
.~:.~
~~2n fZ.~~s '
Independent Testing Technologies, Inc.
337 31st Avenue South, P.o. Box 325 REPORT OF F/ELD COMPACTION TESTS
Waite Park, MN 56387
Phone: {32D) 253-4338 Fax: (320} 253-4547
Report Date: July 18, 1996
Client Busse Construction
cc: Meyer Rohlin
Project: 96-202 Paricside 3rd Addition
Albertville, Minnesota
Testing Specialist: MAL
x Nuclear Method ASTM D~922 Sand Cone Method ASTM D1556
Modified Proctor ASTM D1557 x Standard Proctor RSTM D698
~
Test #
Date
I Soil IDS
j Classitlcaiion Optimum
Moisture Max. Lab
Dry Density In Place
% Moisture In Place j Percent
Dry Density Compaction Specified
Compaction
RESULT
1 7-1-96 P-1 CL 20.6 102.6 18.9 103.7 j '101 95 PASS
2 7-1-96 I P-1 CL 20.6 102.6 16.1 104.0 i 1011/2 95 PASS j
i I i -
1
l l
i i ~ i
BENCH MARK:
Test # Test Location Elevation
1 Lot 2, Block 3, Pad Fil! 965
2 Lot 1, Block 4, Pad !=i!! 962'
.~
~I
b: d62022. wpl
Respectfully Submitted,
~~ ~~
1
Daryl J. D e ,Project Manager
I W ~ C7'7 r` .'T~ CA-0 ~~Gffiv[ ~t 5
Independent Testing Technologies, Inc.
33T 37 st Avenue South, P.o. Box 325 REPORT OF FlELO COMPACTION TESTS
Waite Park, MN 56387
Phone: (320) 233-4338 Fax: {320j 253-4547
Report Date: July 18, 1996
Client: Busse Construction
cc: Meyer Rohlin
Project: 96-202 Parkside 3rd Addition
Albertville, Minnesota
Testing Specialist MAL
x Nuclear Method ASTM D2922 Sand Cone Method ASTM D1556
Modified Proctor ASTM D1557 x Standard Froctor ASTM D69S
Test ~
Date
I Soil IDA'-
Classiflcatlon Optimum
Moisture Max. Lab
Ory Density In Place
% Moisture In Place
Dry Oenstty Percent
Compaction Specified
Compaction
RESULT
3 ~ 7-2-96 P-1 CL 20.6 102.6 18.8 102.5 100 95 ~ PASS ~
~ { ~
I I ~ t I I II
I
i
~ ~
I '
~ i
1
t I 1
BENCH MARK:
Test ~ Test Location Elevation
3 Kalland Avenue (South), STA: 3+50, On the Center Line 960.5
b:d62023.wp1
Respectfully ubmitted,
--~
Dary! in, Project Manager
t
r
Independent Testing Technologies, Inc.
337 31 st Avenue South, P.Q. Box 325
Waite Park, MN 56387
Phone: (320) 253-4338 Fax: (320} 253-4547
Report Date: July 18, 1996
Client: Busse Construction
cc: Meyer Rohlin
q~tvs
REPORT OF FIELD COMPACTION TESTS
Project: 96-202 Parkside 3rd Addition
Albertvi!!e, Minnesota
Testing Specialist: MAL
x Nuclear Method ASTM D2922 Sand Cone Method ASTM D1556
Modi;ied Proctor P,STM D1557 x Standard Proctor ASTM D698
~ 1 j j j Optimum Max. Lab j In Place j In Place j Percent j Specified j
Tesr t # ~_ Date j Soil ID# ~ Classification; Moisture {Dry Densiry~ °k Moisture Dry Density Compaction; Compactio n RESULT '
I 4
i 17-15-961 P-1 ! CL 20.6 ! 102.6 1 19.1 ~ 98.6 96 95 PASS
5
j 7-15-96
P-2 ±
CL-ML
20.0 -r-
I 106.2 i
20.6 ;
103.1
97
100 i
FAIL ',
6 7-15-96 j P-1 ~ CL 20.6 ~ 102.6 j 21.0 99.4 ~ 97 ~ 95 I PASS j
I 7
- 1 7-15-96 {
t-1 P-1 I
i CL 20.6 ~ 102.6 ~ 18.3 ' 100.4 ~ 98 ' 95 ! PASS
8
! 7-15-96I
P-1 1 _
CL !
20.6 ?
102.6 I
16.4 !
100.0 i
971/2 ~
95 ~
PASS
i 9 ~ 17 5-961 P-1 ~ CL 20.6 i 102.6 17.5 i 98.4 96 ~ 95 r-PASS
BENCH MARK:
I Test # j Test Location Elevation
I 4 ~ Lot 10, Block ,Pad Fill ~ 956.5 ,
~ 5 ~ Kahter Drive, STA: 1+00, On the Center Line j 956
i 6 j Lot 9, Biocki ,.Pad Fill I 957
7 Lot 25, B1ock~j~, Pad Fill ~ 955
8 Lots 23. & 24, Block?6; Pad FiU 953 ,
9: ~ Lot 2, Block 2, Pad Fili I 965 ~
b: d62029. wpl
RespectFu y Submitted,
I ~) F
Dary( J. ,Project Manager
INDEPENDENT TESTING TECr,~JOLOGIES INC. 337 31ST AVENUE SOUTH, WAITE PARK, MN 56387
LABORATORY MOISTURE-DENSITY RELATION
' CLIENT: Busse Construciton SAMPLE # P-2
PROJECT: 96-202 Parkside 3rd Addition PROCTOR TYPE. Standard
Albertville, Minneosta ASTM D 698
' TESTOATE: 7-16-96 METHOD: A
UNIFIED SOILS CLASSIFICATION: CL-ML SILTY LEAN CLAY, w/ a trace of GRAVEL,
light brcwn.
MAXIMUM DENSITY: 106.2 OPTIMUM MOISTURE CONTENT: 20.0
10.
l0E
I05
104
19 20 21 22
MOISTURE CONTENT, %
a ~. ~
INDEPENDENT TESTING TECH .,~OLOGIES, INC. 337 31ST AVENUE'S~UTH, WAITE PARK, MN 56387
' LABORATORY MOISTURE-DENSITY RELATION
' CLIENT:
PROJECT: Busse Construction P-1
SAMPLE #
96-202 Parkside Addition PROCTOR TYPE. Standard
A]bertv111e, Minnecsta ASTM D 698
TEST DATE: 7-2-96 METHOD: A
UNIFIED SOILS CLASSlFICATiON: CL SANDY LEAN CLAY, fine to medium grained,
w/ a trace of GRAVEL, brown,
' MAXIMUM DE
NSITY: i o 2.6 OPTIMUM MOISTURE CONTENT: 20.6
103
' 102
~
'
t}
0 101
}
100
t 99
'
1 8 19 20 2 1 22 23
,Imdr.wp! MOISTURE CONTENT, %
P
i
"° Braun Intertec Corporation
1520 24th Avenue North
I N T E RT E C p.o. Bax 189
St. Cloud, Minnesota 56302-0189
612-253-9940 Fax: 253-3054
engineers and Scient+sis Jervir,g
Laboratory Compaction Characteristics of Soil (Proctor)the a~i;t and Narura; cnvironmenrs
Date: August 21, 1996 Project: BAXX-96-639
Ctient: Description:
Mr. Greg Brown Parkside 3rd Addition Utility & Pavement
Brown & Cris Inc. Construction
19740 Kenrick Ave. Albertville, MN
Lakeville, MN 55044
Fietd Data:
Test Number P-3
Date Sampled 8-19-96
Sampled By JV/Braun Intertec
Laboratory Data:
ASTM D: 698-91 Procedure: Std. B Date Tested: 8-20-96
As Received Water Content: -- Prep. Method: Wet Rammer Type: Mechanical
Sieve Data, % on 3/4": -- % 3/4"-3/8": 0.9 % 318" - //4: 1.7
Classification: CL -Sandy Lean Ctay, a trace of Gravel, brown.
Curve Values Corrected ASTM Values
Maximum Dry Unit Weight, pcf
Optimum Water Content,
114
113
~ 112
a.
en
.~
3
.~
a 111
Q
110
109
Water Content.
13 14
112.7 cf 112'h cf
15.4 % 15'h %
15 16 17 1 WO(t3I3~0 COClOf~0.I1CW
B ~ ~ ~ `'" Braun Intertec Corporation
1520 24th Avenue North
N T E RT E C P.O. Box 189
St. Cloud, Minnesota 56302-0189
b 12-253-9940 Fax: 253-3054
`ngineers end Scientisis Serving
Laboratory Compaction Charac teristics of Soil (Praetor) ;ne 8uiit and Noiurci Environments
Date: August 21, 1996 Project: BAXX-96-639
Client: Description:
Mr. Greg Brown Parkside 3rd Addition Utility & Pavement.
Brown & Cris Inc. Construction
19740 Kenrick Ave. Albertville, MN
Lakeville, MN 55044
Field Data:
Test Number P-2
Date Sampled 8-14-96 ; -
Sampled By 1V/Braun Intertec _
,Laboratory Data:
ASTM D: 698-91 Procedure: Sid. B
As Received Water Content: -- Prep. Method: Wet
Sieve Data, % on 3/4": 0.0 % 3/4"-3/8": 1.0
Classification: SC -Clayey Sand, a trace of Gravel, brown.
Curve Values
Maximum Dry Unit Weight, pcf
Optimum Water Content, %
Date Tested: 8-15-96
Ranuner Type: Mechanical
Corrected ASTM Values
107.8 cf 108 cf
16.8 % 17 %
110
109
~ 108
a
oq
• a,,
.a
~ 107
Q
106
105
Water Content. %
14 15 16 17 18 1~Godata\oroctor\o.new
P
sM Braun Interte< Corporation
1520 24th Avenue North
I N T E RT E C P.a. Sax 189
St. Cloud, Minnesota 56302-0189
612-253-9940 Fax: 253-3054
Engineers and Scientists Serving
Laboratory Compaction Characteristics of Soil (Proctor) the ~uiit and Natural Environments
Date: August 21, 1996 Project: BAXX-96-639
Client: Description:
Mr. Greg Brown Parkside 3rd Addition Utility & Pavement
Brown & Cris Inc. Construction
19740 Kenrick Ave. Albertville, MN
Lakeville, MN 55044
Field Data:
Test Number P-1
Date Sampled 8-14-96
Sampled 8y JV/Braun Intertec
Laboratory Data:
ASTM D: 698-91 Procedure: Std. B Date Tested: 8-15-96
As Received Water Content: -- Prep. Method: Wet Rammer Type: Mechanical
Sieve Data, % on 3/4": 0.0 % 3/4"-3/8": 1.2 % 3/8" - /,'`4: 1.9
Classification: SC -Clayey Sand, a trace of Gravel, gray.
Curve Values Corrected ASTM Values
Maximum Dry Unit Weight, pcf 114.2 cf 114 cf
Optimum Water Content, % 15.2 % 15 %
115
114
~ 113
a
av
.~
3
.~
a 112
D
111
110
Water Content. %
13 14 15 16 17 lasodaca\oroctor\n.new
g ~ ~ ~ ~ sm Braun Intertec Corporation
1520 24th Avenue North
I NTE RTEC Po Box 189
St. Cloud, Minnesota 56302.0189
612-253-9940 Fax: 253-3054
~nJClneef5 and .`xient; c;S Servlny^
Laboratory Compaction Characteristics of Soil (Proctor) ~~e 7uilt anC iVc;urai =nviranmenrs
Date: September 10, 1996 Project: BA,YX-96-639
Client: Description:
Mr. Greg Brown Parkside 3rd Addition Utility & Pavement
Brown & Cris Inc. Construction
19740 Kenrick Ave. Albertville, MN
Lakeville, MN 55044
Field Data:
Test Number P-5
Date Sampled 9!5/96
Sampled By 1V/Braun Intertec
Laboratory Data:
ASTM D: 698-91 Procedure: B Date TestCd: 9/6/96
As Received Water Content: -- Prep. Method: Wet Rammer Type: Mechanical
Sieve Data, % on 3/4": 0.0 % 3/4"-3/8": .2 % 3/8" -114: 1.1
Classification: CL -Lean Clay, with a trace of Gravel, brown.
Curve Values Corrected ASTM Values
Maximum Dry Unit Weight, pct 102.8 cf 103 cf
Optimum Water Content, % 19.7 % 20
104
103
~ 102
a
oA
.y
3
C
~, 101
w.
Q
100
99
Water Content,
18 19 20 21 22 23~
pdaW\pro~tor\p.ncw
~"' Braun Intertec Corporation
1520 24th Avenue North
N T E RT E C ~.o. Bax 189
St. Cloud, Minnesota 56302-0189
612-253-9940 Fax: 253-3054
Engineers and Scierrsts Serving
Laboratory Compaction Characteristics of Soil (Proctor}he s~;rt and tJaturor Env;ronmeMs'
Date: September 5, 1996 Project: BAXX-96-639
Client: Description:
Mr. Greg Brown Parkside 3rd Addition Utility & Pavement
Brown & Cris Inc. Construction
19740 Kenrick Ave. Albertville, MN
Lakeville, MN 55044
Fietd Data:
Test Number P-4
Date Sampled 9-3-96 {
Sampled By JVlBraun Intertec
Laboratory Data:
ASTM D: 698-91 Procedure: C Date Tested: 9-4-96
As Received Water Content: -- Prep. Method: Wet Rammer Type: Mechanical
Sieve Data, % on 3/4": -- % 3/4"-3/8": -- % 3/8" - tt4: --
Classification: Class 5
Curve Values Corrected ASTM Values
Maximum Dry Unit Weight, pcf
Optimum Water Content,
138
137
~ 136
a
nq
.~
3
.~
~ 135
a
134
133
Water Content. %
5 6 7 8 9 l~p~atalorocior\o.new
136.2 cf 136 cf
6.9 % 7
C
g ~ ~ ~ ~ sM Braun Intertec Corporation
1520 24th Avenue North
1 N T E RT E C P.o. 8ox 189
St. Cloud, Minnesota 56302-0189
612-253-9940 Fax: 253-3054
Engineers and Scientists Serving
Gradation Testing the Built and Noturo( Environments'
ASTM C 136 & C 117
Date: September 10, 1996 Project No.: BDXX-96-639
Client: Mr. Greg Brown Project Description:
Brown & Cris, Inc. Parkside 3rd Addition U tility and Pavement
19740 Kenrick Avenue Construction
Lakeville, MN 55044 Albertville, MN
Field Data:
Sample No.: G-2
Sampled By: Braun Intertec
Date Sampled: 9-3-96
Date Received: 9-3-96
Date Tested: 9-6-96
Classification: Class 5
Sample Location: Kalland Avenue S at Sta. 1+75
Laboratory Results:
Sieve Size % Passing Specifications
I" 100 100
3/4" 97 90-100
I /2" 90 --
3/8" 85 50-90
#4 73 35-80
# 10 56 20-65
#20 42 --
#40 3 t 10-35
#80 16 --
#200 8.9 3-10
Remarks: This sample meets Mn/DOT specification 3138 Class 5 material.
c: Attn: Mr. Don Jensen
Kenco
Attn: Mr. Ron Guertz
Meyer Rottlin, Inc.
Attn: Mr. Pete Carlson
SEH
~~ ~h~
es G. Vos
Engineering Assistant
-:~, P
Braun Intertec Corporation
1520 24th Avenue North
1 N T E RT E~ p.o_ sox ~ 89
St. Cloud, Minnesota 56302-0189 ~ /
612-253-9940 Fax: 253-3054 ~ / 10
_ncineers ana 5centists Serving (Jf/~
Gradation Testing ~e 3uiit ~~nC Narurci ~nviron,ments
ASTM C 136 & C 117
Date: September lb, 1996 Project No.: BDXX-96-639
Client: Mr. Greg Brown Project Description:
Brown & Cris, Inc. Parkside 3rd Addition Utility and Pavement
19740 Kenrick Avenue Construction
Lakeville, MN 55044 Albertville, MN
Field Data:
Sample No.: G-3
Sampled By: Braun Intertec
Date Sampled: 9-5-96
Date Received: 9-6-96
Date Tested: 9-9-96
Classification: Class ~
Sample Location: Kalland Avenue N at Sta. 2+j0
Laboratory Results:
Sieve Size % Passim Specifications
1" l00 100
3/4" 98 90-100
lit" 89 --
3/8" 84 50-9U
#4 72 35-80
# 10 59 20-65
#20 47 --
#40 3 3 ! 0-3 5
# 80 l 5 --
#200 8.4 3- I 0
Remarks: This sample meets Mn/DOT specification 3138 Class 5 material.
c: Attn: Mr. Don Jensen
Kenco
"~:tfn: Mr:~JZt~n~Guertz
~::~Ivleycr, Rohtn,=~iiic:
Attn: Mr. Pete Carlson
SEH
~-.~-
gmes G. Vos
Engineering Assistant
r
~~~~~5,~
I NTE RTEC
Gradation Testing
ASTM C 136 & C 117
Date: September 10, 1996 Project No.:
Braun Intertec Corporation
1520 24th Avenue North
P.O. Box 189
St. Cloud, Minnesota 56302-0189
612-253-9940 Fax: 253-3054
Engineers and Scientisrs Servino
`he Built cnd ,Natural E^vironments°
B DXX-96-639
Client: Mr. Greg Brown Project Description:
Brown & Cris, Inc. Parkside 3rd Addition Utility and Pavement
19740 Kenrick Avenue Construction
Lakeville, MN SSO44 Albertville, MN
Field Data:
Sample No.: G-1
Sampled By: Braun Intertec
Date Sampled: 9-3-96
Date Received: 9-3-96
Date Tested: 9-6-96
Classification: Class S
Sample Location: S7th Street NE at Sta. 22+00
Laboratory Results:
Sieve Size % Passim Specifications
1" t00 100
3/4" 97 90- 100
1 /2" 89 --
3/8" 84 SO-90
#4 71 35-80
# 10 S9 20-65
#20 4S --
#40 31 I 0-3 S
.#80 16 --
#200 9.2 3-10
Remarks: This sample meets Mn/DOT specification 3138 Class S material.
c: Attn: Mr. Don Jensen
Kenco
Attn: Mr. Ron Guertz
Meyer Roblin, lnc.
Attn: Mr. Pete Carlson
SEH //"
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es G. Vos
Engineering Assistant
SPECIAL PROVISIONS
TABLE OF CONTENTS
96105
Page 1
1 . Project ~ _;
2. Foreman & Preconstruction Meeting_ 4
3. Construction Staking ~ Inspections
4. Utilities
5. Contractor-Engineer-Inspector Relationship
Page 2
6. Subcontractors
7. Incidental Items
8. Responsibility
9. Starting Time
10. Compaction
Page 3
11. Testing
12. Subsurface Exploration
Page 4
13. Protection of Existing Utilities
14. Specifications Which Apply
15. Standard Plates
16. Construction Limits
17. Permit Requirement
18. Lien Waivers
19. Water
Page 5
20. Test Rolling
21. Building/Debris Removal
SPECIAL PROVISIONS
PROJECT NO. 96105
1. PROJECT
' The project consists of the site grading and installation of erosion
control measures in Albertville, Minnesota.
' The Contractor shall complete the grading, utilities and all restoration
by July 10, 1996. The contractor shall be subject to the provisions of
Article 15 of the Supplemental conditions for failure to meet these
completion dates, as a whole or in part.
2.- FOREMAN AND PRECONSTRUCTION MEETING
' Before work is initiated, a preconstruction meeting shall be held between
the Engineer, Contractor, Utility Companies and other involved parties, if
any. The Contractor will present to the Engineer an estimated schedule for
' completion of various portions of the project. The Contractor shall
inform the Engineer who the foreman on the project will be. The foreman
shall be on the job at all times.
' The foreman shall be responsible for all phases of the project, including
work done by the General Contractor and the subcontractor. Engineering
decisions with regard to the work done by subcontractors shall go through
the General Contractor and specifically the foreman for the jab.
' 3. CONSTRUCTION STAKING AND INSPECTIONS
The Contractor shall give the Engineer at least two (21 working days
notice for any grade and line stakes or inspection that ,he requires for
proper execution of any phase of the project. The Contractor shall
' preserve these stakes until the work is completed. Replacement will be at
the Contractor's expense.
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4. UTILITIES
The Contractor shall be in communication with the respective utility
companies to coordinate their schedule with any location work that is
required.
5. CONTRACTOR-ENGINEER-INSPECTOR RELATIONSHIP
The Engineer will not be responsible for the construction means, controls,
techniques, sequences, procedures, or construction safety. All phases of
the project shall proceed in accordance with OSHA safety requirements. The
presence of the Engineer or his agents or employees on the job site shall
not relinquish the Contractor of this responsibility or hold the
Contractor harmless for the quality of workmanship or defects in
materials.
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6. SUBCONTRACTORS
' All subcontractors that the General will use shall be shown on the
proposal form. Any other subcontractor will not be allowed without
explicit written permission by the Engineer.
' The General Contractor shall coordinate all work between his subs and the
Engineer. The Engineer will not correspond directly with any
subcontractor. Any on-site meetings that are held will be conducted only
' if the General Contractor's foreman is present.
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7. INCIDENTAL ITEMS
Any and all additional items of work or other items that must be done to
fully complete this project shall be incidental to the bid items as bid.
8. RESPONSIBILITY
The General Contractor shall be fully responsible for all work that is
performed on this project. It is the General Contractor's responsibility
to see that all specifications and testing requirements are followed.
9. STARTING TIME
The Contractor shall not engage in or permit construction activities
involving the use of any kind of electric, diesel, or gas powered machine
or other power equipment, except between the hours of 7:00 A.M. and 10:00
P.M. on any weekday or between the hours of 9:00 A.M. and 9:00 P.M. on any
weekend or holiday.
10. COMPACTION
The required compaction of all lot grading shall be 95% of the standard
proctor density. The required compaction within roadways shall be 100% of
the Standard Proctor Density from finished subgrade to a point three (3)
feet below finished subgrade and 95% of the Standard Proctor Density from
three (3} feet or greater below finished subgrade.
At the time of the compaction, the moisture content of the backfill soils
shall be not less than 75% nor more than 115% of optimum moisture content.
If moisture content greater than 125% of optimum moisture content is
encountered, the Engineer shall revise the compaction requirements to meet
the best interests of the Owner and the City of Buffalo.
Moisture content versus dry density curves (Proctor Curves) shall be
developed utilizing a minimum of six curve points. The curve points shall
extend to moisture contents of at least 40%. in addition, the Zero Air
Voids curve for the soil shall be developed and shown with the Proctor
Curves.
All areas not conforming with these requirements shall be excavated and
recompacted. The Contractor shall supply the Engineer at the time of the
preconstruction meeting a list of equipment that will be used for
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backfilling and compaction operation. The Engineer reserves the right to
shut down work on the project if this equipment is not utilized during
such backfilling and compaction operations. A maximum 12" lift shall be
used.. Smaller lifts may be required to obtain the specified density.
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11. TESTING
The Contractor shall supply the Engineer with documented test results by
an independent testing laboratory approved by the Engineer on tests
required for the sanitary sewer, storm sewer, watermain and street.
Density tests shall be paid for on a per test basis. The anticipated
number of density tests are shown on the proposal form. The following
procedure shall be followed. No exceptions shall be made.
An independent testing lab shall test the backfill for the required
density as the backfilling compaction progresses. No digging dawn to test
densities will be allowed after the backfilling is completed. Therefore,
the lab must be present during backfilling to test the soil while the
backfilling is proceedins~. Backfilling, compaction, and density testing
on these trenches is extremely important. For this reasons, the trench
testing is shown as a bid item so all contractors are fully aware of this
requirement. Retesting shall not be paid for. All initial tests on the
trenches shall be paid for at the unit bid price. If the tests fail, it
shall be the Contractor's responsibility to pay for retesting those areas
following compaction. All trenches for watermain, sanitary sewer, storm
sewer and services shall be tested for the required compaction density in
conformance with the compaction requirements previously stated. The trench
shall be tested at approximately 100-foot intervals at two to three depth
locations, depending on depth. One test shall be taken next to the pipe,
the second shall be taken at two feet below subgrade and at the midpoint
of the trench. Compaction around every manhole and gate valve shall be the
same as for the trenches. Tests shall be taken at every manhole and gate
valve at the three depth locations as stated above.
It should be noted that the Engineer may change test locations and depths
at his discretion.
It should also be noted that the Engineer may add or delete tests at his
discretion with no change in the unit price.
The contractor shall be responsible for coordinating his schedule with the
testing firm and all test results shall be documented with respect to plan
stationing, depth and location. Copies of all tests shall be liven to the
engineer at a minimum of once every week..
12. SUBSURFACE EXPLORATION
No soil borings have been taken on this project. The Contractor shall
therefore conduct a thorough subsurface exploration to determine the
site's condition.
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13. PROTECTION OF EXISTING UTILITIES
' The Contractor shall use utmost care during his operations and
particularly during manhole adjustments to keep gravel and debris from
entering sewer manholes. In the event of debris or gravel entering the
' sanitary sewer lines, these lines shall be jetted by Roto-Rooter or other
approved company at the expense of the Contractor. Flushing of debris or
gravel down the sanitary sewer or storm sewer lines will not be allowed.
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14. SPECIFICATIONS WHICH APPLY
The Minnesota Department of Transportation "Standard Specifications for
Construction", 1988 Edition, together with all supplements thereto, shall
govern except as superseded by the attached general Conditions or modified
herein ~y the Special Provisions and attached specifications.
15. STANDARD PLATES
All references to standard plates MHD shall mean the "Standard Plates" of
the Minnesota Department of Transportation. All other reference to
standard plates shall mean those details attached to the plans.
16. CONSTRUCTION LIMITS
The Contractor shall confine his activities to the right-of-way or
designated construction area. Equipment and material storage or deposition
of excavated materials on private property must be approved in writing by
the property owners, a copy of which shall be presented to the Engineer
prior to such storage or deposition. Failure to do so will result in
immediate suspension of work until such approval has been obtained or
materials removed, and area restored to its previous condition or better.
17. PERMIT RE62UIREMENT
Permit applications have been submitted to the Minnesota Pollution Control
Agency and the Wright County Highway Department in order to minimize any
potential delays in the project. The Contractor should therefore contact
these agencies to determine if there are any special conditions they may
have which should be included in the bid. The Contractor will be required
to comply with all the requirements that these agencies may have. No
change orders will be considered for complying with these requirements.
18. LIEN WAIVERS
The Contractor shall furnish partial or complete lien waivers along with
each payment request. The lien waivers shall be submitted by the
Contractor, all subcontractors, and all material suppliers on the project.
No payment will be authorized unless the lien waivers are received.
19. WATER
Water for construction purposes may not be taken from any hydrant within
the city limits. Water may be purchased and obtained from the Joint Powers
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Water Board at the hydrant in front of the Board's pumphouse and office,
' located at 11100 50th Street NE in the City of Albertville. The fee for
use of this hydrant is $50.00 per day, plus $2.00 for each thousand
gallons used. A permit per day must be obtained from the clerk of the
Joint Powers Water Board after paying the required fee. Water may be
obtained from this hydrant only after prior arrangements have been made
with the clerk of the Joint Powers Water Board for each day it is to be
used.
20. TEST ROLLING
The contractor shall be required to test roll the street subgrade in
accordance to MnDOT Specification 2111. The subgrade shall pass the test
rolling prior to acceptance of the project.
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21. BUILDING/DEBRIS REMOVAL
Building, farmsite structures, and all miscellaneous debris found on the
project site other than those designated to remain, are to be demolished
and removed from the project site. This is to include all concrete
footings, wiring, plumbing, fencing, miscellaneous concrete and
miscellaneous debris.
All demolition/debris materials are to be disposed of at an approved
demolition landfill facility. Buildings not to be removed are the house,
garage, small shed attached to the garage, and chicken coop. The
Contractor shall be responsible for maintaining electrical power, water,
telephone and any other existing utility service to the remaining
buildings.
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' DIVISION 2
SECTION 02200 - EXCAVATION AND EMBANKMENT
' PART 1 GENERAL
' 1.01 DESCRIPTION OF THE WORK
This work shall consist of constructing all excavations and
embankments for buildings, roadways, drainage and site
grading within the right-of-way, easements and property in
' the project area.
' 1.02 RELATED WORK OF OTHER SECTIONS
The following items of related work are co~rered under other
sections: '
' A. Bidding Requirements, Conditions of the Contract and
pertinent portions of the Special Provisions apply to the
work of this section.
B. Seeding: Section 02930
' 1.03 APPLICABLE PUBLICATIONS
The following publications of the issues listed below, but
referred thereafter by basic designation only, form a part
' of this specification to the extent indicated by the
references thereto:
A, Minnesota Department of Transportation, Standard Speci-
' fications for Construction, 1988 Edition, including Supple-
mental specifications thereto. (MnDOT)
~. MnDOT 2105 - Excavation and Embankment
' 2. MnDOT 1803.5 - Erosion Control
3. MnDOT 2101 - Clearing and Grubbing
4. MnDOT 2573 - Temporary Erosion Control
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B. Minnesota Pollution Control Agency, General Contractor's
Copy, "General Permit, Authorization to Discharge Storm
Water Associated With a Construction Activity Under the
National Pollutant Discharge Elimination System/State
Disposal System Permit Program" (NPDES/SDS permit).
The contractor shall carefully review the~ermit and shall
implement all conditions listed. Special conditions have
been identified under the permit for erosion control
measures, inspection and record keeping.
PART 2 - MATERIALS
2.01 GENERAL
Excavation and Borrow materials shall conform to MnDOT
2105.2
02200-1
' PART 3 - CONSTRUCTION REQUIREMENTS
' 3.01 GENERAL
A. All construction to be done in conformance to MnDOT
2105.3, 2573.3 and 2101.3.
B. Disposal of timber, roots and other debris shall be the
responsibility of the contractor. No disposal on the
' project site shall be allowed.
C. All erosion control barriers shall be installed rior to
initiating grading operations.
D.i Protect X11 existing improvements to remain, including
st~'uctures,,pavements, utilities, trees, shrubs, and lawn
' areas. The~Contractor is liable for damage he causes
outside of the "construction limits" designated on the site
plan.
' E. Construction shall be done in conformance to MnDOT
2105.3 and shall include excavation of unsuitable soils
designated by the Owner's representative. Pumping as
required to maintain dry excavations. Protection of
excavations from freezing. Provisions for surface runoff
and erosion control. The Contractor shall complete grading
' operations in any given area prior to starting another
area.
F. Compaction for embankment materials shall be by the
specified density method specified in MnDOT 2105.3F1.
Density tests shall be taken by an Independent Testing Lab
' retained by the Owner, at the rate of one test per 2 feet
of fill placed for every 100 feet of roadway and 10,400
square feet for building areas.
' G. The Contractor shall locate all existing underground
utilities prior to excavation.
' H. Before commencing excavation or embankment construction,
the Contractor shall remove all topsoil and sod from
building pad and street areas. Sufficient topsoil shall be
' salvaged or provided from an off -site source to restore all
disturbed areas with a minimum of 4 inches. The topsoil
shall be placed prior to commencing the turf restoration.
The stripping, salvaging, stockpiling and placement of the
' topsoil shall be incidental to the common excavation (EV)
bid item.
' I. The Contractor shall grade all roadways to within plus
or minus 0.1 feet.
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3.02 EXCESS MATERIAL
Excess material not used on the
of on-site by the Contractor, at project shall be disposed
a location designated by
the Engineer. The Contractor will deliver and stockpile the
material to the location at no additional cost to the
' Owner. The stockpile shall have slopes no greater than 3:1
upon completion.
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3.03 SOIL CORRECTION AREAS
Removal of unsuitable materials has been included in the
soil correction excavation quantity. Actual soil correction
volumes are to be determined during construction and an
adjustment made to the excavation quantity before final
payment is made.
The Engineer's estimate of unsuitable material to be
removed is 7,355 cubic yards (c.y.), separate from and not
included in the common excavation bid quantity. Soil
correction may include excavation for house pad correction
and street correction.
PART 4 - MEASUREMENT AND PAYMENT
The work of this section shall be measured and paid for pursuant
to MnDOT 2105, 2573 and 2101, except where modified below. It
shall include the following bid items:
1. Common Excavation: Will be measured by the cubic yard in
the original, unexcavated position, using the Prizmoidal
Method as provided in the Eagle Point Computer Program,
using original ground survey data. Final surveys shall be
used for authorized over-depth excavation. Except for
authorized over-depth excavation, no allowance will be made
for materials removed outside of lines and grades shown.
2. Clearing and Grubbing: acre
3. Silt Fence: Linear Feet (LF)
' 4. Soil Correction Excavation: Will be measured by the
cubic yard based upon the void size remaining once the
material has been removed. In-field measurements or survey
will be completed by the Engineer or field representative
' prior to filling and compaction. No payment will be
authorized for any unseen, uninspected, or unapproved-for-
filling soil correction excavations.
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02200-3