Soil TestingSOIL ENG/NEER/NG SERVICES, INC.
6800 S. COUNTY RD 18 V MINNEAPOLIS, MINN, • PHONE_ 941-5600
October 11, 1971
MAILING ADDRESS
P.O. BOX 35108
MPLS, MINN. 55435
Five Sands, Inc.
Apt. 302, 7845 East River Road
Fridley, Minnesota 55432
Attn: Mr. Richard Fidele
Re: 69-253 INSPECTION
Buildings 3 and 4
Meadow Run Apartments
7845 East River Road
Fridley, Minnesota
Gentlemen:
As requested, an inspection to evaluate natural and fill soils in
Building 3 in accordance with FHA requirements for 79G projects
was conducted at 9:30 A.M., Friday, October 8.
The footing trench for the outside northwest wall of Building
3 had been dug. Forms were being placed. The exposed natural
soil was a -dark brown fine loamy sand similar to the fine sand
encountered in boring ST -7 of our report of September 15, 1969.
It appeared firm and capable of supporting the anticipated loads.
The rest of the building area was approximately level and
about 6 inches above the bottom of exterior footing grade. The
southeast half of the building area was sandy fill with a maximum
depth of about 30 inches. Compaction other than that due to
scrapers running over the area had not been performed. The wheels
of the scrapers had compacted the sandy fill in the area of the
outside southeast wall footing and this area will be tested on
Monday, October 11, for adequate density.
Natural soils located on the inside southeast wall footing line had
not been cut down to footing grade at the time of the inspection.
Some topsoils were still in place, but they appear to lie above
bottom of footing grade and subcutting under the footing does
not appear necessary at this time. This area, however, will
be subsequently reinspected.
OUR LETTERS AND REPORTS ARE FOR THE EXCLUSIVE USE OF THE CLIENT TO WHOM THEY ARE ADDRESSED, AND THEIR COMMUNICATION TO ANY OTHERS,
OR PUBLICATION OF STATEMENTS, CONCLUSIONS, OR EXTRACTS FROM OR REGARDING OUR REPORTS IS RESERVED, PENDING OUR WRITTEN APPROVAL.
BORINGS • TESTS • INSPECTION • ANALYSIS • REPORTS • RECOMMENDATIONS
69-253
Five Sands, Inc. -2- 10/11/71
It is recommended that when a vibratory roller is brought to the
site, the loose fill in the floor slab area of the southeast half
of Building 3 be compacted. As the sandy fill is not thick,
adequate compaction should be possible without removing any fill
already in place.
At the time of the inspection, a dragline was excavating organic
soils in the north wing of Building 4. Soil borings ST -9 and
ST -10 in our report of September 15, 1969, had not detected a
stratum of organic soils extending to a depth of at least 10 feet
at the east corner. Most of this material has reportedly been
excavated, starting from the south corner and working northeast.
The eastern third of the excavation was under water. The excavation
of the organic soils was expected to be complete by Friday afternoon,
October 8.
The location of the building had been marked in the following manner.
Two stakes were set on the initially proposed southeast line of the
building. It was indicated by Allan (Field Supervisor of Imperial
Developers, last name not obtained) that the building location had
subsequently been moved 20 feet northwest. The stakes are therefore
20 feet southeast of the currently proposed southeast line of
Building 4. Excavation of organic soils was done southeast of the
line between the stakes, hence oversizing in the excavation on the
southeast side of the building was more than adequate.
The northeast line of the building was marked by 2 stakes offset 12
feet northeast. The top of the stake at the east corner was
reportedly the approximate footing grade. Standing water level
in the eastern third of the excavation was then approximately
6 feet below footing grade. The excavation was probed along
the northeast side and found to extend to at least 7 feet below
standing water level. As the proposed footings are 24 inches
wide, the bottom of the excavation should then be oversized at
least 14 feet. It is now oversized less than 7 feet. Also,
a form board thrust to the bottom brought up chunks of muck with
shells.
The insufficient oversizing and unexcavated muck were brought
to the attention of Allan in the field. Spoil piles along the
northeast side of the excavation would hinder further work from
outside the excavation, therefore Allan proposed that fill be
placed in the excavation starting from the west and working east.
This would aid in pushing loose soils at the bottom towards the
east corner. When the fill reaches the east corner, the dragline
could work on the fill and complete the necessary oversizing
outside the northeast building line.
SOIL ENG/NEER/NG SERV/CES, INC-
W
6�-253
Five Sands, Inc.
-3-
10/11/71
It is regrettable that additional borings were not taken to
determine the depth of excavation and probe for "false bottom"
conditions or soft cohesive soils along the northeast and
southeast building lines. It is our opinion that after fill
has been placed to above ground water level, S borings should
be taken to explore for trapped organic soils and evaluate soils
beneath the fill. If more than a few inches of organic soils
exist below the fill, it will be necessary to remove portions
of the fill and excavate the trapped organic soils. This would
be very costly in terms of both time and money.
Backfill placed below water should be clean sand and/or gravel
with less than 10 percent passing the #200 sieve. It appeared
that the fine sand at the site contained more than 10 percent
passing a #200 sieve, therefore, off-site sand will be necessary.
BMT/JSB:mp
cc: Reese-Rova Architects
Attn: Mr. Frank Reese
Imperial Developers
Very truly yours,
SOIL ENGINEERING SERVICES, INC.
7: � -_ lAr2
Bruce Thorson
Ziyi1 QiAeer
Braun, P.E.
Engineer
SOIL ENG/NEER/NG SERVICES, INC.
October 21, 1971
Five Sands, Inc.
Apartment #302
7845 East River Road
Fridley, Minnesota
Attn: Mr. Richard Fudali
Gentlemen:
SOIL ENGINEERING SERVICES, INC.
6800 S. COUNTY RD 18 MINNEAPOLIS, MINN. • PHONE 941-5600
MAILING ADDRESS
P.O. BOX 35108
MPLS, MINN. 55435
Re: 69-253 EXCAVATION INSPECTIONS and
COMPACTION TESTS
Meadow Run Apartments
Fridley, Minnesota
At your request, we have recently provided inspection and compaction
testing services on the referenced project. The purpose of the
inspections was to evaluate the adequacy of the soil conditions
encountered in the building excavation, while the compaction tests
were taken to indicate the density of the fill materials placed for
support of the proposed structure.
The results of a soil boring investigation conducted by us and reported
to Dolan Engineering Company on September 15, 1969 was available to
aid in our inspections. This report is subsequent to our previous
inspection report of Building #3 dated October 11, 1971. Additional
inspections subsequent to that report were conducted on October
12 and 19, 1971.
Our previous inspection and additional inspection on October 12 in
Building #3 indicated adequate natural soils of fine sand. A limited
amount of fill was placed at the south end. Density tests #1 thru
3 were taken in this area and indicated adequate compaction.
OUR LETTERS AND REPORTS ARE FORTH E EXCLUSIVE USE OF THE CLIENT TO WHOM THEY ARE ADDRESSED, AND THEIR COMMUNICATION TO ANY OTHERS,
OR PUBLICATION OF STATEMENTS. CONCLUSIONS, OR EXTRACTS FROM OR REGARDING OUR REPORTS IS RESERVED, PENDING OUR WRITTEN APPROVAL.
BORINGS • TESTS • INSPECTION • ANALYSIS • REPORTS • RECOMMENDATIONS
�G'�s
69-2S3
Five Sands, Inc. -2- 10/21/71
The excavation for Building #4 was approximately 195 by 22S feet in
plan. The excavation sloped uniformly from 6 feet to 11 feet from
north to south. A 100 by 100 -foot area in the southeast corner had
ponded a limited amount of ground water. A ditch was excavated to the
adjacent creek on the south to aid in draining the water. A clean
medium sand from McCrossan's Pit was approved for fill below water.
During the period of October 15 to 19, 1971, 11 soil compaction
tests were taken in Building #4. The tests were taken in accordance
with ASTM D1SS6 (sand -cone method). Representative samples of each
different type of fill material were returned to the laboratory
for determination of maximum density and optimum moisture content
in accordance with ASTM D1SS7-70 (modified Proctor). All test areas
meet the specified minimum compaction of 90 percent of modified
Proctor density.
Based on the previous soil borings, our inspections of the excavations,
and the compaction tests, it is our opinion that the areas tested and
inspected to date will adequately support the anticipated building
loads without detrimental settlement and with a factor of safety of
three with respect to an actual shear failure.
If we may be of further assistance in evaluating these data, kindly
contact us at your convenience.
DRM/JSB:mlk
Enclosures
cc: Reese/Rova Architects
Imperial Developers
y
Very truly yours,
SOIL ENGINEERING SERVICES, INC.
;bn�a;1dVR. Monahan
Civil YmQin9eer
�is
Braun, P.E.
Engineer
SOIL ENG/NEER/NG SERV/CES, INC.
SOIL ENG/NEER/NG SERVICES, INC.
6800 S. COUNTY RD 18 1f MINNEAPOLIS, MINN. • PHONE 941-5600
COMPACTION TEST RESULTS V
Project: 69-253 Medow Run Apartments Date: 10-12-71
Fridley, Minnesota
Reported to: Five Sands, Inc. cc: Reese-Rova Architects
Apartment 302 Imperial Developers
7845 East River Road
Fridley, Minnesota
Attentions Mr Richard Fidele
Test 0: 1 2 3
Date: 10-11-71 10-11-71 10-11-71
Location: Building #3 10' N of 50'W of SW Corner
S E W i ng SE Corner SE Corner
Elevation:
Soil Classification: ------------ Fine Sand, -------------
brown,
(P-1)
Field Density Determination: Sand - Cone Method ASTM: D1556-64 (J4 Sieve Basis)
Dry Density (pcf)
116.3
116.3
114.7
Moisture Content (%)
5.5
6.0
5.6
+#4 Sieve Material (%)
negligible
negligible
negligible
Laboratory Moisture - Density Determination: Modified Proctor ASTM: D 1557 -70 (Method "A"
Maximum Dry Density (pcf) 116.0 116.0 116.0
Optimum Moisture Content (%) 11 .7 11.7 11.7
RESULTS
Relative Compaction
(% of Proctor) 100 100 99
Specified Minimum (%) 90 90 90
R EMA RK S: Teabove test areas meet the specified minimum compaction.
0
SOIL ENGINEERING SERVICES, INC.
DRM:fj
SOIL ENG/NEER/NG SERVICES, INC.
6800 S. COUNTY RD 18 MINNEAPOLIS, MINN. • PHONE 941-5600
CO MPARCTION TEST RESULTS
Project: 69-253 Meadow Avenue Apartments Date: 10-19-71
Fridley, Minnesota
Reported to: Five Sands, Inc. cc: Reese-Rova Architects
Apartment 302 Imperial Developers
7845 East River Road
Fridley, Minnesota
Attention: Mr. Richard Fidele
Test # : 4 5 6 7
Date:
Location: Building #4
Elevation:
10-15-71 10-15-71 10-15-71 10-15-71
-------- West Wing -------------
241N of 45'E, 211N 38'E, 881N
SW Cor. of SW Cor. of SW Cor.
grade -1'
Soil Classification: Fine Sand
brown,
(P-1)
-1'
East Wing
27'W, 30'S
of NE Cor.
-2'
Field Density Determination: Sand - Cone Method ASTM: D1556-64 (- 4 Sieve Basis)
'Dry Density (pcf) 110.8 110.3 111.7 106.6
Moisture Content (%) 7.5 6.4 7.7 7.1
+04 Sieve Material (%) 0 0 0 0
Laboratory Moisture -
DensityDetermination:
Modified
Procto -ASTM: D
1557 -70 (Method "A''
Maximum Dry Density
(pcf)
116-,
116
116
116
Optimum Moisture Content (%) 11.7 11.7 11.7 11.7
RESULTS
Relative Compaction
(% of Proctor) 95. 5 95 96.5 9 2
Specified Minimum (°lo) 90 90 90 90
REMARKS: The above test areas meet the specified minimum compaction.
SOIL ENGINEERING SERVICES, INC.
DRM:fj
SOIL ENG/NEER/NG SERVICES, INC.
6800 S. COUNTY RD 18 Iff MINNEAPOLIS, MINN. • PHONE 941-5600
COMMON TEST RESULTS
Project:
69-253 Medow Avenue Apartments
Date:
10-19-71
Moisture Content (°lo)
Fridley, Minnesota
8.9
3.8
+#4 Sieve Material (%)
Reported to: Five Sands, Inc.
cc:
Reese-Rova
Architects
Apartment 302
Imperial Developers
7845 East River Toad
Fridley, Minnesota
Attention: Mr. Richard
Fidele
Test #:
8
9
10
Date:
10-18-71
10-18-71
10-18-71
Location:
Building #4 SW Building
1331E of
1201S,
251W
Corner
SW Building
of NE
Corner
Corner
Elevation:
857
853
853
Soil Classification: Fine Sand
Medium
Sand
(p- )
(P-2)
Field Density Determination: Sand - Cone Method ASTM: D1556-64 J4 Sieve Basis)
Dry Density (pcf)
106.6
105.4
122. 4
Moisture Content (°lo)
8.9
8.9
3.8
+#4 Sieve Material (%)
0
0
25
Laboratory Moisture - DensityDetermination: Modified Proctor ASTM: D 1557 -70 (Method "A'
Maximum Dry Density (pcf) 116 116 120
Optimum Moisture Content (%) 11.1 11.1 11
RESULTS
Relative Compaction
(% of Proctor) 92 91 102
Specified Minimum (%) 90 90 90
REMARKS: The above test areas meet the specified minimum compaction.
SOIL ENGINEERING SERVICES, INC.
DRM:fj
SOIL ENG/NEER/NG SERVICES, INC.
6800 S. COUNTY RD 18 MINNEAPOLIS, MINN. • PHONE 941-5600
COMPACTION TEST RESULTS
Project: 69-253 Meadow Avenue Apartments Date: 10-20-71
Fridley, Minnesota
Reported to: Five Sands, Inc. cc: Reese-Rova Architects
Apartment 302 Imperial Developers
7845 East River Road
Fridley, Minnesota
Attention: Mr. Richard Fidele
Test #: 11 12 13 14
Date: 10-19-71
10-19-71
10-19-71
10-19-71
Location: Block #4 21'W of
25'N, 20'W
371W of
57'tiV, 12'N
SE Bldg.
of SE Bldg.
SE Bldg.
of SE Bldg.
Corner
Corner
Corner
Corner
Elevation: 852 852 853 853
Soil Classification: -------------- Medium Sand ------------------
(P-2)
Field Density Determination:
Sand -
Cone Method
ASTM: D1556-64 (J4 Sieve Basis)
16
Dry Density (pcf)
112.7
106.8
10 � . 0 109.4
Moisture Content (%)
5.6 5.3
4.7
9.3
+44 Sieve Material (%)
3
2
12
16
Laboratory Moisture - Density
etermi-nation:
Modified
Proctor ASTM: D
1557 -70 (Method "A"
Maximum Dry Density (pcf)
120. 1
120. 1
120. 1
120. 1
Optimum Moisture Content (°lo) 11.0 11.0 11.0 11.0
RESULTS
Relative Compaction
(% of Proctor) 94 89 90 91
Specified Minimum (%) 90 90 90 90
REMARKS: Test area #12 does not meet the specified minimum compaction.
SOIL ENGINEERING SERVICES, INC.
DRM:fj
LABORATORY MOISTURE- DENSITY RELATICN
METHCD: ASTM: D Modified 1557
SAMPLE NUMBER: (P-1)
U.S. BUREAU OF SOILS CLASSIFICATION:
MAXIMUM DENSITY: 116.0
PRCJFCT NC.: 69-253
DATE TESTED: 10-11-71
Fine Sand
OPTIMUM MCISTURE CCNTENT: 11.7
-'-�'" -I _i--'--, • -r �-� �-!� � - I 11}—�--}_}--1_-i •., �-. II _� _ �� I J r� ' ,,-.+- i ._ r--, - i—; -r I -• -t -•-,-1 _. _y -i-.
4 i 1 is �— (_, ; 1
7 ,-�
+-
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SOIL ENGINEERING SERVICES, INC.
6800 S. COUNTY RD 18 MINNEAPOLIS, MINN. PHONE 941-5600
October 28, 19 71 MAILING ADDRESS
P.O. BOX 35108
MPLS, MINN. 55435
Five Sands, Inc.
Apartment #302
7845 East River Road
Fridley, Minnesota 55432
Attn: Mr. Richard Fidele
Re: 69-253 POWER AUGER BORINGS
Fill Investigation,
Building #4
Meadow Run Apartments
Fridley, Minnesota
Gentlemen:
As recommended in our report of October 11, 1971, test borings have
been taken thru the fill placed below water for Building #4,
Meadow Run Apartments, located at 7845 East River Road in Fridley.
The borings were generally located along the proposed exterior walls
as marked by stakes set in the field. The elevation of the fill
varied, but was approximately 6 feet below the proposed footing
elevation. Accurate elevations of the surface were not considered
important for the purpose of these borings, and hence were not
determined.
The borings were taken on the morning of October 22, 1971, by a
truck -mounted power auger. The soils classifications and strata
depths were inferred from the disturbed samples brought to the
surface by the auger. Classifications were made by visual observation
in the field in accordance with the U.S. Bureau of Chemistry and Soils
Classification System. A chart of that classification system is
attached.
OUR LETTERS AND REPORTS ARE FOR THE EXCLUSIVE USE OF THE CLIENT TO WHOM THEY ARE ADDRESSED. AND THEIR COMMUNICATION TO ANY OTHERS,
OR PUBLICATION OF STATEMENTS, CONCLUSIONS, OR EXTRACTS FROM OR REGARDING OUR REPORTS IS RESERVED, PENDING OUR WRITTEN APPROVAL.
BORINGS • TESTS • INSPECTION • ANALYSIS • REPORTS • RECOMMENDATIONS
• 69-253
Five Sands, Inc. -2- 10/28/71
Each boring was probed immediately after completion to check the
ground water level.
RESULTS
Logs of soils encountered and water level observations are shown on
the attached LOG OF BORINGS sheets.
The borings encountered only sand fill or underlying natural sand with
the exception of sandy clay loam encountered at the 17 -foot depth in
boring B-2. No trapped organic or cohesive soils were encountered in
the borings. Hence, the borings indicate that these unsuitable soils
were removed.
Of necessity, the area of the borings in relation to the area of
the site, and the depth of the borings, are limited. Suggestions
and/or recommendations of this report are opinions based upon the
data obtained from the borings.
Compaction tests to evaluate the placement of the fill are currently
being conducted and will be reported in subsequent reports.
If we can be of further assistance in evaluating these data, kindly
contact us at your convenience.
BMT/CGK:mlk
Enclosures
cc: Imperial Developers
Very truly yours,
SOIL ENGINEERING SERVICES, INC.
Bruce M. Thorson
Soils Engineer
C. G. Kruse, E.
Soils Engineer
SOIL ENGINEERING SERVICES, INC.
Li _
June 18, 1973
-Five Sands, Incorporated
Apartment #302
7845 East River Road
Fridley, Minnesota 55432
Attn: Mr. Richard Fudali
Gentlemen:
SOIL ENG/NEER/NG SERVICES, INC.
6800 S. COUNTY RD 18 j MINNEAPOLIS, MINN. • PHONE 941-5600
MAILING ADDRESS
P.O. BOX 35108
MPLS, MINN. 55435
Re: 69-253 EXCAVATION INSPECTION
and COMPACTION TESTS
Meadow Run Apartments
Building #5
Fridley, Minnesota
At your request, we have recently provided inspection and compaction
testing services in Building #5 on the above referenced project.
The purpose of the inspection was to evaluate the adequacy of
the soil conditions encountered in the building excavation,
while compaction tests were taken to indicate the density of the
fill materials placed for support of the proposed structure.
Prior to our inspection, this firm has conducted a'series of soil
boring investigations on this lot. The most recent investigation,
the results of which were reported to you on January 24, 1973,
was performed in the area of Building #5. The results of that
investigation were available to aid in our inspection.
The inspection was performed on May 1, 1973. At the time of the
inspection, topsoils had been stripped in the northern portion of
the building and in the western wing of the building. Several
shallow hand probings were put down in these two areas. These
BORINGS • TESTS • INSPECTION • ANALYSIS • REPORTS • RECOMMENDATIONS
Five Sands, Inc. -2- 6/18/73
probings encountered brown fine to medium sand, fine sand and
loamy sand. It is our opinion that the topsoils were properly
stripped and that the granular soils encountered are capable of
supporting a design bearing pressure of 2000 pounds per square foot
(psf). It appeared that approximately 1 foot of topsoil had been
stripped in these portions of the building.
In the southern wing of the proposed building, the excavation
extended to the 6 -foot depth or an approximate elevation of 845.
In the southwestern corner of this wing, approximately one foot of
water was present in the bottom of the excavation. Several shallow
hand probings were put down around this pool of water. These
probings encountered fine to medium sand. Due to the amount and
depth of the water, no hand probings were put down in a 20 -foot
square area in the southwest corner of the building. Boring ST -28,
taken in this area, encountered fibrous peat to the 9 -foot depth
as opposed to the 6 -foot excavation depth. Therefore, we could not
ascertain whether all deleterious materials were excavated in this
small section of the building. It was indicated to us by Mr.
Fudali that this area of the building had been properly excavated
although no equipment was present on the site to dig a test pit
in this area. It is our opinion that the remainder of the building,
excluding this 20 -foot square area in the southwest corner of the
south wing of Building#5, was properly excavated and that adequate
bearing soils were encountered throughout the excavation.
Seven compaction tests were taken on the fill placed and compacted
to bring the bottom of the excavation up to the proposed footing
grade. Compaction test results are attached. All seven compaction
tests met the specified minimum compaction of 900 of modified
Proctor density (ASTM D1557-70).
If we can be of further assistance in analysing these data, kindly
contact us at your convenience.
Very truly yours,
SOIL ENGINEERING SERVICES, INC.
James P. Oswald
Project Engineer
JPO/DRM:llc Donald R. Monahan, P.F.
Enclosure Director of Testing & Inspection Services
cc: Reese-Rova Associates
Imperial Developers, Inc.
Village of Fridley SO/L ENO/NEER/NG SERV/CES, INC.
Attn: Building Inspector
CO
SOIL ENGINEERING SERVICES, INC.
6800 S. COUNTY RD 18
TEST RESULTS
Project: 69-253 Meadow Run Apartments
Fridley, MN
Reported to: Five Sands, Inc.
Spt. 302 7845 East River Road
-Fridley, MN 55433
--Attn: Mr. Richard Fudali
MINNEAPOLIS, MINN. • PHONE 941-5600
Date: June 18, 1973
cc: Reese - Rova Associates
Imperial Developers, Inc.
Village of Fridley - Bldg. Inspector
Test #: 31 32 33 34
Laboratory Moisture - DensityDetermination: Modified Proctor - ASTM: D 155740 (Method "A"
Maximum Dry Density (pcf) 114.9 114.9 114.9 114.9
Optimum Moisture Content (%) 14.7 14.7 14.7 14.7
RESULTS
Relative Compaction -97.0 100.5 96.0 100.0
(% of Proctor)
Specified Minimum (%) 90 90 90 90
REMARKS:
The above test areas meet the specified minimum compaction.
DRM:jl
SOWINGINEERING SERVICES, INC.
I
-6eo I - -
Tnctino k Tn chartinnS?l'VIV -S
6-12-73
6-12-73
6-13-73
6-13-73
Date:
Bldg. #5
Bldg. #5
Location:
20' E of SW
60' N of SW
20' E of SW
25' N of SW
Bldg. Corner
Bldg. Corner
Corner
Corner
Footing Trench
Footing Trench
Elevation: (Floor grade)
852.7
852.7
849.0
849.0
Soil Classification:
-Fine to Medium
Fine to Medium
Fine to Medium
Fine to Medium
Sand
Sand
Sand
Sand
(P-3)
(P-3)
(P-3)
(P-3)
Field Density Determination:
Sand - Cone Method ASTM: D1556-64
(-#4 Sieve Basis)
Dry Density (pcf)
111.2
115.2
110.3
115.0
Moisture Content (°lo)
6.3
6.7
5.2
3.8
+04 Sieve Material (%)
6
11
6
19
Laboratory Moisture - DensityDetermination: Modified Proctor - ASTM: D 155740 (Method "A"
Maximum Dry Density (pcf) 114.9 114.9 114.9 114.9
Optimum Moisture Content (%) 14.7 14.7 14.7 14.7
RESULTS
Relative Compaction -97.0 100.5 96.0 100.0
(% of Proctor)
Specified Minimum (%) 90 90 90 90
REMARKS:
The above test areas meet the specified minimum compaction.
DRM:jl
SOWINGINEERING SERVICES, INC.
I
-6eo I - -
Tnctino k Tn chartinnS?l'VIV -S