1977-SOIL REPORT GEOTECHNICAL ENGINEERING CORPORATION
1925 Oakcrest Avenue Roseville, Minnesota 55113 (612) 636-7744
220 - 20th Avenue North St. Cloud, Minnesota 56301 (612) 253-3451
V� RESULTS OF EXCAVATION INSPECTIONS AND DENSITY TEST
�
OL RESULTS
V AT INNSBRUCK VILLAGE
a �� ROJECT: REPORTED TO:
v
UNv INNSBRUCK VILLAGE SUBDIVISION DARRELL FARR DEVELOPMENT CORP.
FRIDLEY, MINNESOTA 7286 NORTH 72ND LANE
MINNEAPOLIS, MINNESOTA 55428
cc: DeWAYNE C. OLSON
7101 NE HIGHWAY 65
MINNEAPOLIS, MIINTNESOTA 55432
GEC JOB NO: 1247 DATE: JULY 7, 1977
F.H.A. SUBDIVISION NO: 3415
SUMMARY AND REMARKS
BUILDING AREA
1. Organic swamp deposits were satisfactorily removed from
below building areas. Anadequate oversize was achieved in these
excavations.
2. Subcut areas were refilled with suitable material: Density
tests taken as fill was placed indicate the fill was compacted
adequately to meet our recommendations (90% of standard Proctor
for fill less than 5 ' thick, 95% of standard Proctor for fill
between 5 ° and 10 ' in thickness, and 100% of standard Proctor
for fills, greater than 101 ) .
3. Because of low "N" values, which are an indication of the
strength and compressibility of the soil material 'underlying
the swamp deposits, a surcharge shorld be placed above the final
grade of building pads in the areas of Lot 17 - garages 3 and 4,
Lot 18 - house 3 and garages 2 and 3, and Lot 21, all houses and
garages. The actual amount of surcharge has not yet been determined.
HYDROLOGY•SOIL AND FOUNDATION ENGINEERING•TEST BORINGS
MATERIALS TESTING• PERCOLATION TESTING• ENGINEERING GEOLOGY 9 CONSTRUCTION INSPECTION
GEC #1247 - Page 2
4. Because of lack of fill material_, Lots 18, 21, and 22
have not been brought to their final grades. Density tests
should be done as fill is placed in these areas and final
grades are achieved. A surcharge should then be placed c
ed in
the areas listed above.
STREETS AND DRIVEWAYS
1. Swamp deposits were satisfactorily removed. In the majority
of cases, we were present to witness adequate oversize of the
roadway excavation; therefore, we assume adequate oversize has
been attained throughout the street areas.
2. The surcharge placed on West Bavarian Pass in the area of
the swamp deposits subcut was placed during the second week of
February, 1977. The surcharge r.eamined in place until at least
April 26, 1977, at which time we concluded future settlement of
the street would be within tolerable limits. Settlement pins
placed over the surcharge area were monitored while the surcharge
was in place.
INTRODUCTION
The referenced project site is located in southeastern Fridley
north of North Innsbruck Drive. The proposed road, West Bavarian
Pass will connect North . Innsbruck' Drive and Arthur Street. A
total of 23 multifamily units are proposed in the subdivision.
SOIL BORINGS
Sixteen soil borings had previously been done at the project
site. The results of the borings were reported in GEC Report
#1.165. (Ten initial borings were reported in GEC Report #1117 ;
six additional borings were drilled in October, 1976 and were
reported witlthe initial 10 borings in GEC Report #1165 dated
November 1, 1976. ) Borings done in low lying areas generally
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GEC #1247 - Page 3
encountered, from the top down, swamp deposit, slope wash and/or
fine alluvium, and glacial till. Borings done in upland areas
indicated a layer of topsoil underlain by coarse alluvium and/or
glacial till.
SITE CONDITIONS
The project site was quite heavily wooded prior to the start of
earthmoving operations. Two definite swamp areas were present
and a small low lying depression existed in the southern area of
Lot 6. Multi-unit townhouses and single family houses surround
much of the subdivision.
RESULTS OF TESTING DONE IN
WEST BAVARIAN PASS AND TRAPP COURT
Excavation was begun in early February, 1977. At a meeting held
'on February 4, 1977, representatives of Farr Development Corp. ,
peWayne C. Olson, Alexander Construction, and Geotechnical Engineering
were present to determine the course of action to be taken with
regard to earthwork at the site. Our recommendations, previously
reported in GEC Report No. 1165, listed three alternative methods
of dealing with the earthwork situation in the area of the road-
ways. These three alternatives included: (1) removing all
compressible soils and replacing them with compacted fill; (2 )
removing swamp deposits, placing fill to grade, place a 3 ' sur?.-
charge
ur-charge 6n roadway and leave there for a period of two to four
months (3) place fill directly on swamp deposits and apply a
surcharge. The third alternative would have required the sur-
charge to remain on for a longer period of time or to place a
larger surcharge. The plan adopted was to remove the swamp deposits,
place fill. to grade, and apply a surcharge. After the surcharge
was placed, we installed settlement pins and monitored the
settlement. We used the settlement information in determining
when the surcharge could be removed.
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GEC #1247 - Page 4
Density tests were taken in the fill placed in the roadways.
71he excavation and filling was done in February, 1977. The
material, as placed, appeared quite dry. Cold. temperatures
prevailed through much of the time excavation and filling was
in progress. Also, no effort was made to place the fill in
thin. lifts and compact it as the lifts were placed-, rather, the
material was placed in four to five foot lifts and then traveled
over with a front end loader and bulldozer. The density tests
were done using the Density of Soil in Place by the Sand-Cone
Method procedure outlined by ASTM D 1556-64 ( -#4 sieve basis) .
The results of the density tests were compared to the Standard
Proctor Density (Moisture-Density Relationship of Soils using
a 5.5 lb RanLriier and 12 inch Drop) ASTM D 698-70 ( - #4 sieve
basis) . The results of the density tests are as follows:
TEST. ELEVATION PROC. No. * .
NO., DATE LOCATION OR DEPTH (MIN/MIN) M,C. DENSITY
1. 2/4 West Bavarian 6 + 15 954 1 14.0 752
2 2/4 West Bavarian 6 + 15 9551j, 1 13.1 77
3 2/4 West Bavarian 5 + 50 956 1 9.9 85;2-
4 2/9 West Bavarian 2 + 80 950 1 11.6 7612-
5 2/9 West Bavarian 2 + 80 952 1 10.3 85�
6 2/9 West Bavarian 3 4- 25 9511-Z 1 11.3 7V2-
7 2/10 West Bavarian 4 + 90 956-3/4 1 10.0 87
8 2/10 West Bavarian 2 + 90 954-1-2 1, 13.1 762
9 2/10 WesL Bavarian 2 + 90 957 .1. 13.4 86
NOTE: The results of the Proctor are reported later in the report .
FIELD SETTLEMENT READINGS
AND ANALYSIS OF STREET EXCAVATION
Settlement pins 'were installed in the surcharged area of West
Bavarian Pass. The approximate locations of the pins are listed
below. Originally, pins 1-11 were placed. A number of these
pins were buried by the earthwork contractor and, therefore,
additonal pins, A-F, were placed at a later date. However, after
the ground had thawed, all the pins were found with the aid of a
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GEC #1247 - Page 5
metal detector. Settlement pins consist of metal pins driven
into the ground to a depth of about two feet. Readings were
taken with a surveyors level and referenced to temporary bench
marks established on two trees at the site. To cross check against
possible error, readings of stations 5, 6, and A were cross
checked using two bench marks.
PIN STATION'
1 1 + 39.5
2 2 + 22
3 2 + 10-2.5
4 2 + 91
5 3 + 14
A 4 + 35
6 4 + 39
7 4 + 63
B 4 + 78
8 4 + 87
C 5 + 16
9 5 + 36
D 5 + 57
10 5 + 84
E 5 + 90
6 + 18
6 + 30
Plots of settlement versus t;he logarithm of time at various
stations are attached.
Pins were not placed in the street subcut of Trapp Court. This
material was excavated at a later date and adequate compaction of
refill material was achieved.
Pins 1., 2, and 3 were placed on or near natural under-lying material
(clacia- 1 till) . Very little settlement was witnessed at pins
I-$
2 and 3. Pin 1 appeared bent and driven over; therefore, it was
not used in the settlement analysis. Pins 4 and 5 appeared to be
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GEC #1247 - Page 6
located in the deeper area of the excavation, with the deepest
subcut and therefore, the largest fill in the immediate area.
Of these two pins, pin 4 appeared to exhibit the maximum settle-
merit. This pin was therefore used to determine the maximum
amount of settlement. Pin 7 was placed approximately over the
center of the northern swamp, the settlement in this area did
not appear to be of the same magnitude as that near pin 4.
Our interpretation of the results indicate a maximum total
settlement of 5" over a period of 20 years in the area of pin
4. A maximum differential settlement of less than 111 vertically
to 10 feet laterally is anticipated. The above is based on data
gathered with the surcharge in place. Removal of the surcharge
wiil substantially decrease the amount of settlement.
It is our conclusion that the surcharge served its purpose and the
roadway area will satisfactorily support the proposed West Bavarian
Pass and Trapp Court. However, as previously recommended in a
telephone conversation with Mr. Jim London, adjustable screw-down
gate valves and adjust-able rings beneath manhole covers should be
installed to accommodate any settlement.
RESULTS OF TESTING DONE IN HOUSI}, GARAGE,
AND DRIVEWAY AREAS
Initial earthwork in the areas of structures in Lots 17 , and 21
was done in February, 1977, at the same time as the excavation
of West Bavarian Pass. At that time, we were riot called on to
inspect excavations or do density tests of fill placed in building
areas. Construction work was halted in late February because of
inclement weather.
Work was resumed in mid April, 1977. At this time, material
underlying structures, garages, and driveways were to be excavated.
We again were called on to inspect excavations to conduct density
tests .on fill placed in su]cK--ut areas; this time on a full time
basis.
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GEC #1.247 - Page 7
Because we had previously not observed the excavation and
refilling process in Lot 17 and 21, it was decided to do
consolidation tests on representative samples of the material
placed in these areas. In the laboratory, representative soil
samples of material used at the site were compacted to different
degrees of compaction and varying moisture contents. Consol-
idation tests were done on these four samples. The results of
one of the consolidation tests, the worst case condition, are
given on an attached page. The results of the .load applied
versus % strain are plotted. Based on the results of the
consolidation tests, we, recormiended the removal and recompaction
of fill placed previously in February, 1977. In addition to
the results of the consolidation tests, inadequate oversize was
was found in the excavated areas. Excavation and refilling
proceeded from mid April through June 1977 at which time on-site
borrow sources, needed to bring up the grades of lots 18, 21, and
22, were depleted.
EXCAVATION INSPECTION
Excavated areas were inspected by us. Based on the results of
the excavation inspections, we feel all unsuitable material was
removed prior to the placement of refill.
DENSITY TESTS
Density tests were taken in fill placed below structures and
driveways. The results of the tests are attached.
The field density tests were done using the Denszi.ty of Soil in
Place by t -ie Sand - Cone Method procedure outlined by ASTM D
155E - 64 (- #4 sieve basis) .
The results of the :field density tests were can pared to the
Standard Proctor Density (Moisture Density Relations of Soils
using a 5. 5 1b Rammer and 12 inch Drop) ASTM D 698-70 (- #4 sieve
basis) .
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GEC #1247 - Page 3
Based on the re,�ults of the tests, it is our opinion that
suitable compaction was achieved. Areas that initially failed
were recompacted and retested.
REMARKS
As previously mentioned, lots 18, 21, and 22 have not been filled
to final. grade. Density tests should be taken while the remainder
of fill to be placed is placed. As previously recommended, a
surcharge should be placed in the area of lots 17, 18, and 21.
Presently,we are doing density tests in backfill material placed
in utility trenches. The results of these tests will be reported
when the installation of utilities are completed.
CLOSURE
Report Prepared By: Under the Supervision Of:
Charles W. Bisek Ifobert E. endergast, P.E.
Minn. Reg. No. 8450
GEC
l
TIME (in days)
1 10 100 1000
0.1 '�
W�
w Pin 1*
a
H
H
w Pin 2
ul
Pin 3
SETTLEMENT VERSUS TIME
* Driven over and bent
G J'T ALOWMEEMM CONMRATION
TIME (in days)
1 10 100 1000
0.1 '
NNI
Pin 4
Pin 5
F::::rt
Fin 6
z
w
E-1 Pin 7
w Pin 8
Pin 9
Pin 10
in 11
SETTLEMENT VERSUS TIME
TECHNICAL ENGWJEERNUO CORPORATUM
TIME (in days)
1 10 100
1000
Pin A
0.1 '
Pin B
Pin C
Pin D
Pin E
Pin F
w
a
SETTLEMENT VERSUS TIME
ECHRWAL NG CO ATIM
0 .25 LOAD5 (tons per.square foot)
55 1
0 1*4
LOAD
2
4
.SAT
URATE
6
�St.�rain 8
(, H
10
12
14
16
18
CONSOLIDATION TEST RESULTS
Sample: Sandy clay, brown (CL)
Atterburg Limits : LL = 30; PL = 16; PI = 14
DRY DENSITY MOISTURE CONTENT RELATIVE DENSITY
INITIAL _'_"R 1.Zp'c F- 10.5%. 80%
109.8 Upc 0 26 /
GEC #1247
DENSITY TEST SUMMARY -SHEET
TEST APPROXIMATE PROCTOR MOISTURE RELATIVE
NO. DATE LOCATION ELEVATION SAMPLE NO. CONTENT DENSITY REMARKS
1 4/19/77 Blk 6 850 1 / 4 8.1/18. 3 922
2 4/20/77 6 850 4 / 5 6/16 98 Retest #1
3 4/20/77 6 852 1 7 .8 1002
4 4/2j/77 6 854 1 9.1 912
5 4/22/77 6 8532 1 13. 3 10012 Retest #4
6 4/22/77 5 853 1 12.1 101
7 4/25/77 6 855 4 15.2 1002
8 4/25/77 8 964 4 17 . 3 95
9 4/25/77 5 56 4 8.8 992
10 4/26/77 8 66 3 13.6 102
11 4/26/77 6 57 4 14.2 96
12 4/26/77 5 and 6 57 4 12 .4 1002 Retest #11
.13 4/27/77 5 592 4 9.8 1001-2
14 4/27/7/ 6 58 1 10.9 100
15 4/27/77 5 612 1 8.2 102
16 4/27/77 6 61 A 11 .1 88
17 4/28/77 6 602 1 13.9 942 Retest #16
18 4/28/77 6 602 4 12 .1 85 Retest #16 & 17
19 4/28/77 6 60 4 10.4 95 Retest #16-18
20 4/28/77 6 60 1 8.7 100 Retest #16-19
21 4/28/77 6 6111 1 9.8 100
22 4/29/77 6 63 1 10.7 93
23 4/29/77 6 63 1 6.6 100 Retest #22
24 4/29/77 5 63 4 11.6 89
25 4/29/77 5 63 4 14.4 992 Retest #24
26 4/29/77 6 65 1 8.2 9812-
27
82-27 4/29/77 5 642 4 10. 5 95
28 4/29/77 6 66 4 10.9 94
29 5/2/77 14 54 5 7 .6 992
30 5/2/77 14 56 5 5.1 952
31 5/4/77 if3 67 1 20 912
32 5/4/77 " 14 58 3/4 4 8.5 77
33 5/4/77 If
17 59 1 13.6 103
34 5/4/77 if17 61 4 18. 5 94
35 5/5/77 6 66 1 9.4 1002
36 5/5/77 5 64 3/4 5 9.3 101 Retest #32
37 5/5/77 14 582 5 6.3 92
38 5/5/77 6 672 1 13.1 1042
39 5/6/77 if 6 682 1 14.3 101
40 5/6/77 11 17 55 4 13.6 96
41 5/6/77 if17' 5612 4 8.8 911-2
42 5/9/77 it17 52 5 13 .5 103
43 5/9/77 it 17 5311 1 11.7 99
44 5/9/77 It17 55 4 15.7 1002 Retest #40
45 5/9/77 17 57 4 14.9 1012 Retest #41
46 5/10/77 17 55 1 14.2 992
47 5/10/77 (B) 15 51 4 10 .8 782
48 5/11/77 15 52 5 7 .9 902
49 5/11/77 17 542 1 12 . 9 103
DENSITY TEST SUMMARY SHEET
TEST APPROXIMATE PROCTOR MOISTURE RELATIVE
NO. DATE LOCATION ELEVATION SAMPLE NO. CONTENTE DENSITY' REMARKS
50 5/11/77 Blk 15 52 1 12 .4 1012 Retest 47 & 48
51 5/11/77 17 552- 1 9.6 98
52 5/11/77- " 15 55 1 8.6 1012
53 5/11/77 15 572 5 8.7 104
54 5/12/77 17 57 4 16.4 992
55 5/12/77 15 60 1 6 .8 962
56 5/12/77 17 582 4 11.6 1012
57 5/12/77 21 and 22 53 1 13.1 1022
58 51/3177 17 59 4 11.0 932
59 5/13/77 17 59 4 10.1 92
60 5/13/77 17 59 1 8.3 98 Retest 58 & 59
61 5/16/77 17 and 18 602 4 16.3 100
62 5/17/77 17 and 18 62 5 10.4 101
63 5/17/77 8 53 4 13 .5 100
64 5/18/77 8 552 4 12 .0 96
65 5/18/77 3 and 4 522 4 13.0 1002
66 5/18/77 14 622 4 10.1 97
67 5/18/77 14 632 1 9.5 95
68 5/18/77 8 58 4 15.2 1032
69 5/19/77 3 and 4 54 3/4 4 11 .8 10012
70 5/19/77 16-18, 24 64 1 12 .4 100
71 5/19/77 " 18 62 4 12.1 95
72 5/19/77 " 2 662 5 11 98
73 5/19/77 " 3 and 4 57 4 11 .5 962
74 5/20/77 ' 3 and 4 57 4 14.1 10012 Retest #73
75 5/20/77 " 3 and 4 58 4 13.9 90
76 5/20/77 " 3 and 4 58 4 12 .7 90
77 5/20/77 " 3 and 4 58 4 13.4 982 Retest #75 & 7E
78 5/23/77 ' 17 652- 4 10.7 83
79 5/23/77 3 and 4 59 4 16.3 75
80 5/23/77 11 742 4 15.5 97
81 5/23/77 17 652 4 16 .8 882 Retest #78
82 5/24/77 " 11 77 4 12 .6 95
83 5/24/77 " 3 and 4 59 4 13.3 982 Retest #79
84 5/24/77 " 11 79 4 12.6 98
85 5/24/77 17 652 4 14.8 972- Retest #78 & 81
86 5/25/77 11 802- 4 12 .9 98
87 5/25/77 If
3 and 4 59 4 13.6 982 Retest #79 & 8-�
88 5/25/77 3 and 4 59 4 13.9 95 Retest #79, 83, 81
89 5/25/77 17, 16, 24 652- 4 12 .2 1022 Retest #78, 81, 8E
90 5/25/77 If 4 59 4 12.9 98 Retest #79, 83, 81
91 5/25/77 If 11 812 4 11.4 982 and 88
92 5/25/77 " 4 59 4 13.0 992
93 5/27/77 4 612 1 12 .1 102
94 5/27/77 17 69 1 11.1 1032
95 6/3/77 18 and 21 50 1 12. 3 102
96 6/6/77 18,21 (N.side) 52 1 11 103
97 If21, 24(S.side)52
98 1117 and 18 592 1 13.4 101
99 6/7/77 " 18, 21, 22 54 1 13.1 101
100 6/7/77 It
4 63 1 89 1022
r t
DENSITY TEST SUMMARY SHEET
TEST APPROXIMATE PROCTOR MOISTURE RELATIVE
NO. DATE LOCATION ELEVATION SAMPLE NO. CONTENT DENSITY REMARKS
101 6/7/77 Blk 21 52 1 11.4 104.5 Retest #97
102 6/7/77 If21 54 4 17 .1 98 *
*very moist, therefore leave dry until contractor returns to finish filling
STANDARD PROCTOR
ASTM D 698
PROCTOR SOIL OPTIMUM MOISTURE MAXMIUM
NUMBER TYPE CONTENT, PER CENT DRY DENSITY
1 Sandy Clay, brown (CL) 13.0 118.4
3 Sandy Clay, brown (CL) 14.2 116.5
2 Clayey Sand, brown (CL) 14.6 114.2
4 Sandy Clay, brown (CL) 16 .0 114
5 Silty Sand, fine strained, 10.2 129.2
brown (slightly plastic to
plastic-SM)