HomeMy WebLinkAboutBuilding Permit 04-0674
CITY OF PRIOR LAKE BUILDING PERMIT,
TEMPORARY CERTIFICATE OF ZONING COMPLIANCE
AND UTILITY CONNECTION PERMIT
I. While
2. Pink
J Yellow
Date Rec'd
;;I~4
I PERMIT NO. 01/-.0&14--1
File
City
Applicanl
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S- !/9; r-,Ij
ZONING (office use)
LEGAL DESCRIPTION (olliee use only)
LOT
BLOCK
ADDITION
(Phone) 9..5".2 - 9' C/ 7 _.5.:z 7 ~
OWNER
(Name)
?;C".Z"..ot!
.
/>)tfb0 /J. A
(Address)
BUILDER
(Company Name)
(Contact Name)
(Address)
PID z.s. Z-c, f). 00 I ' 0
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7J1.J~E :Drv()~f/
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(Phone) tA5/J/39- 7.y~a
(Phone) t'e11.61;l-..S73-/Y3s'
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TYPE OF WORK 0 New Construction DDeck DPorch ORe-Roofing ORe-Siding OLower Level Finish 0 Fireplace
DAddition DAlteration DUtility Connection ~Misc.
CODE: OLR.C. OLB.C.
Type of Construction:
Occupancy Group: A B
Division:
I
E
PROJECTCOST/VALUE S /P'h1U;!J
(excluding land)
II
F
I
ill IV V A
HIM R
2 3 4 5
B
S U
1 ht.'teby certifY thai I have furnished information on Ihis application which is to the best of my knowledge true and correct. I also certify that I am the owner or authorized agent for the
above-mentlOntd property and that all construction will conform to all existing state and local laws and will proceed in accordance with submitted plans. I am aware that the building
official can revoke this permit for just cause. Furthermore, I hereby agree that the city official or a designee may enter upon the property to perform needed mspections.
X ~_/~-{)d
Signature Contractor's License No. Date
Permit Valuation
Permit Fee
Plan Check Fee
State Surcharge
Penalty
Plumbing Permit Fee
Mechanical Permit Fee
Sewer & Water Permit Fee
Gas Fireplace Permit Fee
$
$
$
$
$
$
$
$
/LPtPtP '
'2-"1.-1....
( 3."~-
Park Support Fee
SAC
# $
# $
$
$
# $
# $
$
$
.04-' $ 70. ,",s
I~" /</0'11
.
Water Meter Size 5/8"; 1";
Pressure Reducer
Sewer/Water Connection Fee
Water Tower Fee
Builder's Deposit
Other
TOTAL DUE
7.
{~'!f:7~ ~
~pproved
I Paid
Date
ate
ThIS IS to cenify that the request in the above application and accompanying documents is in accordance with the City Zoning Ordinance and may proceed a... requested. This document
when signed by the City Planner constitutcs a temporary Cenificate of Zoning compliance and allows construction to commence. Before occupancy, a Cl'ttificate of Occupancy must be
i.o;sued
4
Panning irector
Date
24 hour notice for all inspections (952) 447-9850. fax (952) 447-4245
16200 Eagle Creek Avenue Prior Lake, MN 55372
Special Conditions, if any
!
Date Received
Date Reviewed
PE,Rl\1IT REQUIREMENT
Date: IP/r4-lof Du t4NC
Request:,L HEeD 4- 5f,& ~/7C
~ / [?/V1-V /~ ,
2-. V'/It-<- 12~ ~//Z$ j{;z;A~t'r.W
{;bi41 A- 5>1 ~5 GuG r 17m.:;
Of- ~rr~ L ~
Date: 0.\ . 'I l, ,
Request:
Date:
Request:
Date:
Request:
BuildingJPlanningJEngineering
J:\8UILDING\FORMSIPERMIT INFO REQUEST. doc
Permit #
REPL Y DATE
Date:
Reply:
Date:
Reply:
Date:
Reply:
Date:
Reply:
Permit Complete D
Accept D
Decline D
Accept D
DeclineD
Accept D
Decline D
Accept D
Decline D
Permit Issued 0
Thr {'rntn of thr I..kr Country
White . Building
Canary - Engineering
Pink - Planning
BUILDING PERMIT APPLICATION DEPARTMENT CHECKLIST
NAME OF APPLICANT A"", "::,,, ,....~. L I'... f-tt ,,^,-,
<... !,.tt /:- f
APPLICATION RECEIVED
The Building, Engineering, and Planning Departments have reviewed the building permit
application for construction activity which is proposed at:
Accepted
/'
Accepted With Corrections
Denied
Reviewed By:
r
Date:
t/l4f~
,
Comments:
\
"The issuance or granting of a permit or approval of plans, specifications and
computations shall not be construed to be a permit for, or an approval of, any violation of
any of the provisions of this code or of any other ordinance of the jurisdiction. Permits
presuming to give authority to violate or cancel the provisions of this co<;le or other
ordinances of the jurisdiction shall not be valid."
~~
White . Building
Canary . Engineering
Pink . Planning
Th~ (-'nl... of Ih.. I..k, <.'oun...,.
APPLICATION RECEIVED
The Building, Engineering, and Planning Departments have reviewed the building permit
application for construction activity which is proposed at:
Accepted
,/
Accepted With Corrections
Denied
/2/J&-
,
Date:
7~i~
, (
Reviewed By:
Comments:
"The issuance or granting of a permit or approval of plans, specifications and
computations shall not be construed to be a permit for, or an approval of, any violation of
any of the provisions of this code or of any other ordinance of the jurisdiction. Permits
presuming to give authority to violate or cancel the provisions of this code or other
ordinances of the jurisdiction shall not be valid."
I
L
6-28-04
AMTECH LIGHTING SERVICES
~:~ I
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8 8.~
Site: Re-Brand Amoco Station; 4805 Dakota Street S.E.; Prior Lake, MN. .~ ii! j;j
Design Windload: (PSF) WL = 30.0 Based on the Minnesota State Building Code ( 2000 IBC ) ~ .~ .1 :i
using Exposure C and 90 mph winds. 11 ~ -
15. E c:
'" .-
:6~ -
_c:c:
a.::J(1.lQ)
tI) .... .~ 10
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-
File: SbrbnLtg06.mcd
Sign Type: Shell 20'-0" OAH twin pole for 6' RVI signage with caisson footings.
Reference :
Manual of Steel Construction, AISC 9th Edition.
Tube: ASTM A-500 Gr. B
Py = 46.0 ksi. ;
Pb = 40.38 ksi. (Compact sections)
Plate :
ASTM A-36
Fy = 36.0 ksi. ;
Fb = 31.60 ksi.
Anchor Bolts :
1;;
,t:;
->,
~.o '" 0
~~~j
~g.-1!
i a.~ ::
-.,
lG""
- ~ f6 5
ASTM A-36
Fu = 58.0 ksi. ;
Fb = 19.10 ksi.
Reference:
American Concrete Institute, Code 318.02.
Rebar: ASTM A-61 5 Grade 60
Fy = 60.0 ksi.
Concrete :
3,000 psi. compressive strength at 28 days.
System Height: (ft.) Ht = 20.0
TotalHeightofSignage: (ft.) SgnHt = 17.62
( ID plus 2X pricer and three ( 3 ) 20" cabinets. )
Summation of Stresses at Grade:
Signs :
[ I SgnHt \ ,
S=(SgnHt-7.08'WL). Ht~ l~ HI2
[ i 6 \ ] r(Ht~ SgnHt) "I
P= 2.(Ht~ SgnHt).,- :.WL., 1.12
\12; l 2 J
in.lbs.
S = 502541.289 in.lbs.
Poles:
P = 1019.592
Moment: (in.lbs.) MtGrd=S+ P MtGrd=503560.881
r (6 \ "I
Shear: (Ibs.) SIuGrd=(SgnHt'7.08.WL)+ l2.(Ht~ SgnHt). 12rWLj
ShrGrd = 3813.888
Desim of Pole Structures at Grade :
Moment per Pole: (in.lbs.)
.~ MtGrd
--
2
ReqdSx = MtPoleGnl
40380
ReqdSx = 6.235
MtPoleGnl
M~oleGrd =251780.44
Required Section Modulus of Tube : (in.3)
( Compact Tube Section)
Section Modulus of Tube : (in.3)
TS8"x6"x.250"waIl -TubeSx=15.0
( x-x axis)
Unity Check - Poles :
UCP = ReqdSx
TubeSx
1.00
UCP =0.4t6
<
Desim of Anchor Bolts :
Number of Anchor Bolts in Tension per Plate: No . = 2
Front to Back Distance Between Anchor Bolts: (in.)
LvrAnn = 11.0
.~. _.~- ~~_.~-.~- .-...
Sht.lof4
...
<::
-;:
'"
u
.,
-
'"
o
OK
6-28-04
AMTECH LIGHTING SERVICES
Sht. 2 of 4
Tension Load per Anchor Bolt: (Ibs.)
TenAncBlt .-
MtPoleGrd
No. LvrArm
TenAncBlt = 11444.57
Anchor Bolt Diameter: (in.)
AnchBltDia = 1.25
Stress Area: (in.2)
( Based on nominal diameter per AISC 4-3 )
AnchBltArea
.. AnchBltDia2
4
AnchBltArea = 1.227
Allowable Tension: (Ibs.) AllwTen = 19140. AnchBltArea
( Based on ASTM A-36 material. )
AllwTen = 23488
Unity Check - Anchor Bolt Tension:
UCABTen =
TenAncBlt
AllwTen
UCABTen = 0.487
<
1.00
OK
Allowable Bond Stress: (Ibs.! in.2 )
~
, I
u=LI 4.8.'lj3000 .
2 \ AnchBltDia j
U = 105.163
Developement Length: (in.) Ld = TenAncBIt
0... AnchBltArea
Ld = 28.228
Embedment Length of39" Anchor Bolt minus 6" of Thread : (in.)
AncBltEmb = 39 - 6
AncBltEmb = 33
Unity Check - Anchor Bolt Embedment:
Ld
UCABEmb-
AncBltEmb
UCABEmb = 0.855 <
1.00 OK
Use: 1-1/4" Diameter x 39" long plus 6" right angle bend anchor bolts.
Desillll of Base Plates :
Plate Width: (in.) PL W = 12.0
Plate Specimen: (in.) PLS : = LvrArm - 8.0
2
R dThk= I[TenAnCBlt.NO'PLS.61
eq ~ (PLW.31600) j
Plate Thickness: (in.)
PltThk = 1.25
PLS = 1.5
Minimum Thickness Required: (in.)
ReqdThk = 0.737
Soil bearing conditions used in the design of these caisson footings are from geotechnical report by:
American Engineering Testing, Inc. Job No. 01-02061 dated June 24,2004.
UCPltThk = 0.59 - < - LOO _ c:: .9K
~ 0 !R
R"iji c
Q)':;: .-
1-1/4" thick x 12" x 14" base plate with four ( 4 ) 1-112" diameter holes on a 9" x II" bolt patterrl;: Q; ~
o o.W
c~~
0_ c::
.~ ~.2 to
u.~ ~ 0
~-o~~
u>,2c:
~Eo...
<F> .
~-O
C Q) OJ
~-g
0.
Ma = 20981.703 1!
-
UCPltThk = ReqdThk
PltThk
Unity Clieclc - IllisePI8te-1bickness :
Use:
o
.....
N
Shear: (Ibs.)
SIuGrd
Va:=-
2
Va = 1906.944
-
co
.z:
- >, co
>,.0
~1:)E~
ii ~ ro ~
uro-
0._ '"
>'Q)ro..c
.g 5.:5 ~
~ '"
<l)lI)"'C""O
.c co l:; c:
_~l'a::J
Desillll of Caisson Footin2S :
Overturning Moment: (tUbs.)
Ma = MtPoleGrd
12
"f,i
u
2
co
Cl
r>- ......_,..~".,"'.<___..
6-28-04
AMTECH LIGHTING SERVICES
Applied Lateral Force: (Ibs.)
P oVa
Allowable Alternate Lateral Soil Pressure: (lbs.ltt.2 per ft. )
( Per AET Soil Report No. 01-02061 )
Diameter of Round Footing: (ft.)
Distance in Feet From Ground Surface
to Point of Application of "P"
h - Ma
Va
Depth of Embedment in Earth: (ft.)
( But not less than 6' per AET project infonnation. )
Allowable Lateral Soil Bearing Pressure Pursuant
to the 2000 International Building Code Section
1805.7.2.
SI =dl.(LP.1.33)
3
P
A = 2.34.-
SI.bl
A i
d2=-"..!1~
2 '
! : h
I - 4.36.~
A
d2 =5.08
"',
Check Tensile Stress in Footinl!:
Overturning Moment About Heel Point: (tUbs.)
Treat as a cantilever at bottom.
Mb=Ma+ (Va.dl)
Compressive Strength of Concrete: (psi.)
Yield Strength of Rebar : (psi.)
Section Modulus of Footing : (in.')
)
..(bl.12)
Sw'=
32
+Ft= 0.65. (5.#,) .
Allowable Concrete Stress: (psi.)
Tensile Stress in Concrete: (psi.) ft= 1.3.[ (~:2) ]
P = 1906.944
LP = 370
bl = 3.0
h = 11.003
dl =6.0
SI =984.2
A = 1.511
< dl =6
Mb = 32423.367
fc= 3000
fY : = 60000
Sw = 4580.442
. +Ft = 178.01
Sht. 3 of 4
OK
+Ft = 178.01 > ft = 110.427
REBAR NOT REQUIRED FOR STRESS
Desim ofTemDerature and Shrinlcaue Steel in Caisson:
Moment for USD Design :
Mu= 1.7.Mb
Mu =55119.725
d .=((bl.12)..80)- 4
d = 24.8
....".", ..~"
_._----~_.
" .._.~._""."c._^,...",., __
-
C\/
<i
-.:: oS
8 ~
6-28-04
AMTECH LIGHTING SERVICES
Sht. 4 of 4
To Plot for" ju " :
coelf= Mu.12
fc.bl.12.d2
coelf = 0.01
ju = .83
Required Area: (in.2)
As= Mu.12
ju.JY.d..9
As = 0.595
Rebar Size: Number . = 5
Rebar Area: (in.2)
..,Number(
Area = . 8 I
4
dl =6
Use four ( 4 ) #5 Rebar x 5'-4" LG. equally spaced on a
28" circle with five ( 5 ) #3 Rebar ties on 15.3/4" centers.
Area =0.31
Number Required :
I As ),2 =3.879
\ Area
Ouantity of Concrete: (yds. 3 )
bl2
cy=.._.dl
4.27
CY = 1.571 Each
I hereby certify that this n, specification. or report
was prepared by me un r my direct supervision
and that I am a dul Licens essional Engineer
under the ~aws of t State Minn ota,
Carl A, Demeter
Date b.Z.
21064
I,
~r~
~-_.,-" ..__._~.~_.. - - -~"-~" -- ". ~.... ..._.",+--~.~-
A AMERICAN
ENGINEERING
TESTING, INC.
CONSULTANTS
. GEOTECHNICAL
. MATERIALS
. ENVIRONMENTAL
REPORT OF SUBSURFACE EXPLORATION
AND GEOTECHNICAL REVIEW
PROJECT:
REPORTED TO:
AMOCO ELEVATED SIGN
4805 DAKOTA STREET SE
PRIOR LAKE, MINNESOTA
AMTECH LIGHTING
6077 LAKE ELMO A VB N
STILLWATER, MN 55082
ATTN: MR. DUANE DOWNEY
DATE: JUNE 24, 2004
AET JOB NO: 01-02061
INTRODUCTION
This report presents the results of the subsurface exploration program and geotechnical review we
recently conducted for the referenced project. The scope of work was outlined in our June 15,2004
proposal, which was authorized by you on the same day. The scope of work includes the following:
. Drill one standard penetration test boring at the site to a depth of 15'.
. Conduct a geotechnical engineering analysis based on the above, and prepare this report.
The scope of work is intended for geotechnical purposes only. This scope is not intended to explore for the
presence or extent of environmental contamination at the site.
This document shall not be reproduced, except in full, without written approval of American Engineering Testing, Inc.
550 Cleveland Avenue North. St. Paul, MN 55114.651-659-9001 . Fax 651-659-1379
Duluth. Mankato . Marshall. Rochester. Wausau . Rapid City. Pierre. Sioux Falls
AN AFFIRMATIVE ACTION AND eQUAL OPPOI=lTUNITY EMPLOYER
AET Job No. 01-02061 Page 2 of9
PROJECT INFORMATION
Understood/assumed project information includes the following:
. The project includes construction of a new overhead sign for the existing Amoco station.
. We understand the sign will be supported on two drilled pier foundations extending at least 6'
below grade.
. We assume that maximum vertical column loads will not exceed 30 kips.
. We assume a minimum factor of safety on with respect to a shear failure of the foundations.
. We assume total foundation settlements should not exceed I".
The presented project information represents our understanding of the proposed construction. This
information is an integral part of our engineering review. It is important that you contact us if there are
changes from that described so that we can evaluate whether modifications to our recommendations are
appropriate.
SITE CONDITIONS
Surface Observations
. The proposed sign will be located just south of an existing sign at the northeast comer of the
site, which is located at 4805 Dakota Street SE in Prior Lake, Minnesota.
· The ground surface elevation measured at the boring location is 97.5, based on our assumed
datum.
Subsurface Soils/Geolol!V
A log of the test boring is attached. The log contains information concerning soil layering, soil
classification, geologic description, and moisture. Relative density or consistency is also noted,
which is based on the standard penetration resistance (N-value).
AET Job No. 01-02061 Page 3 of9
The boring logs only indicate the subsurface conditions at the sampled locations and variations often occur
between and beyond borings.
. A y,' thick layer of fill was encountered at the surface. The fill consists of a mixture of sandy
lean clay and silty sand that is dark brown to brown in color.
. Below the fill, coarse alluvial (water deposited) soils were encountered. The coarse alluvium
consists of sand with gravel, sand with silt and gravel, and sand. Based on the N-values, the
coarse alluvium is medium dense.
Water Level Measurements
The borehole was probed for the presence of ground water, and water level measurements were
taken. The measurements are recorded on the boring logs. A discussion of the water level
measurement method is presented on the sheet entitled "Exploration/Classification Methods."
. Ground water was not encountered during drilling.
. Most of the on-site soils are relatively fast draining; therefore, the lack of measured water
and waterbearing soils suggests the static ground water level is below the depth explored by
our boring.
Ground water levels usually fluctuate. Fluctuations occur due to varying seasonal and yearly rainfall and
snow melt, as well as other factors.
GEOTECHNICAL CONSIDERATIONS
The following geotechnical considerations are the basis for the recommendations presented later in
this report.
AET Job No. 01-02061 Page 4 of9
Review of Soil ProDerties
. The existing fill is judged to be low strength material. The coarse alluvial soils are
considered relatively high strength materials.
. The fill soils are also judged to be compressible under increased loadings due to the proposed
construction. The coarse alluvium is not judged to be significantly compressible under the
anticipated loading conditions.
. In general, the fill at this site is moderately slow draining, while the coarse alluvial soils are
fast draining.
. The coarse alluvial soils have relatively low frost heave potential, provided they do not
become wet. The fill soils are at least moderately frost susceptible.
. The soils encountered at this site generally do not experience significant shrinkage or
swelling due to changes in water contents.
RECOMMENDATIONS
Drilled Pier SUDDort
It should be possible to support the elevated sign on drilled pier foundations bearing in the coarse
alluvial sandy soils.
. Drilled pier foundations extending at least 6'below grade can be designed for a maximum
allowable soil bearing capacity of up to 3,000 pounds per square foot (pst).
. The coarse alluvial soils in the upper portion of the soil profile are not judged to be
significantly frost susceptible. Therefore, we do not anticipate uplift due to frost action on
the piers will be a concern.
. The following table provides estimates of density, cohesion, and angle of internal friction for
use in design of the piers for lateral and moment resistance. In addition, the estimated
AET Job No. 01-02061 Page 5 of9
friction angles provided for the granular soils below a depth of 5' can be used for
consideration of uplift resistance.
ESTIMATED SOIL PARAMETERS FOR DRILLED PIER DESIGN
Depth Wet Density Cohesion Soil Internal Soil/Concrete
Friction Angle Friction Angle
(ft) (pet) (pst) (del!l'ees) (del!I"ees) -
0- Y> 120 500 15 -
Y>-11Y> 115 0 32 27
llY>-14 115 0 34 24
14 - 16 110 0 30 24
Soread Footin2 SUDDort
Alternatively, the sign could be supported on conventional spread footing foundations bearing on the
competent naturally deposited coarse alluvium.
. The spread footings can be designed for a maximum allowable bearing pressure of up to
2,500 pounds per square foot (pst).
. These footings should be placed a minimum of 60" below grade for frost protection.
. We recommend a coefficient of friction of 0.5 be used for the interface of the concrete
footing with the coarse alluvial sand with gravel.
Excavation
. Soil conditions away from the test boring location should be expected to vary; therefore, the
soils exposed in the footing excavations should be observed and evaluated by a geotechnical
engineer/technician prior to new footing construction or fill placement (if necessary).
. If fill is required below footing grades, the excavation bottom should be oversized at a I: 1
ratio from the outside edges of the foundations (Le., 1: 1 oversize).
AET Job No. 01-02061 Page 6 of9
Fill
. The existing fill soils should not be reused as structural fill or backfill. The fill used should
be free of organic material and any miscellaneous rubble. Sand (SP) or sand with silt (SP-
SM) fill soils are recommended.
. Fill placed at the site should be compacted to a minimum of 95% of the Standard Proctor
maximum dry density (ASTM:D698).
. We assume the on-site sands and sands with silt will be used for foundation backfill. These
soils should have a compacted wet density of about 115 pounds per cubic foot (pcf).
Sidewalk/Exterior Bacldlllin2
. Soils placed below exterior sidewalks and slabs should be compacted to a minimum of95%
of Standard Proctor maximum dry density.
. Design of exterior grade-supported elements should take into consideration the frost
properties of the soils present.
. For more specific recommendations, please see the attached sheets entitled "Freezing
Weather Effects on Building Construction" and "BasementlRetaining Wall Backfill and
Water Control." These sheets present information on preferred soil types, frost
considerations, drainage, and lateral pressures.
CONSTRUCTION CONSIDERATIONS
Construction Difficulties
. The granular soils at this site will tend to cave into an open excavation. Therefore, we
recommend temporary casing be used in construction of the drilled piers to prevent caving.
We also recommend that a positive head of concrete be maintained above the bottom of the
casing during extraction.
AET Job No. 01-02061 Page 7 of9
. Care should be taken during placement of concrete for the drilled piers in order to avoid
segregation of the concrete caused by concrete striking the reinforcing steel or the side of the
excavation/casing.
. Oversized particles can be present within the naturally deposited soils at this site. This can
make excavating/drilling operations more difficult. If these materials are encountered at
footing grade, they should be removed and replaced with compacted fill or additional
concrete.
Excavation SidesloDing:
. Excavations should maintain minimum sidesloping in accordance with OSHA Regulations
(Standards 29 CFR, Part 1926, Subpart P, AExcavations@), which can be found at
htto://www.oshae:ov/
. Even with the required OSHA sloping, ground water seepage can induce sideslope raveling
or running which would require maintenance.
Observation and Testing:
. On-site observation by a geotechnical engineer/technician IS recommended during
construction to evaluate potential changes in soil conditions.
. Soil density testing should be performed on fill placed, in order to document that
recommended compaction levels have been satisfied.
SUBSURFACE EXPLORATION
The attached standard sheet entitled "Exploration/Classification Methods" provides details on
sampling, classification, and water level measurement methods. Other pertinent details are as
follows:
AET Job No. 01-02061 Page 8 of9
. The approximate soil boring location is shown on the attached Figure I. The soil boring was
located in the field by AET personnel by taping from the northeast property comer.
. The surface elevation at the boring location was measured in the field by AET personnel
using an engineer's level. The benchmark reference was the top nut of the hydrant located at
the northwest comer of Dakota Street and Highway 13 (see Figure 1). This elevation was
taken as 100.0, an assumed elevation.
LIMITATIONS
The data derived through this sampling and observation program have been used to develop our opinions
about the subsurface conditions at your site. However, because no exploration program can reveal totally
what is in the subsurface, conditions beyond borings and between samples and at other times, may differ
from conditions described in this report. The exploration we conducted identified subsurface conditions
only at those points where we took samples or observed groundwater conditions. Depending on the
sampling methods and sampling frequency, every soil layer may not be observed, and some materials or
layers which are present in the ground may not be noted on the boring log.
If conditions encountered during constnJction differ from those indicated by our borings, it may be
necessary to alter our conclusions and recommendations, or to modify constnJction procedures, and the
cost of construction may be affected.
The extent and detail of information about the subsurface condition is directly related to the scope of the
exploration. It should be understood, therefore, that information can be obtained by means of additional
exploration.
STANDARD OF CARE
Our services for your project have been conducted to those standards considered normal for services
of this type at this time and location. Other than this, no warranty, either express or implied, is
intended.
AET Job No. 01-02061 Page 9 of9
CLOSURE
To protect you, AET, and the public, we authorize use of opinions and recommendations in this
report only by you and your project team for this specific project. Contact us if other uses are
intended. Even though this report is not intended to provide sufficient information to accurately
determine quantities and locations of particular materials, we recommend that your potential
contractors be advised of the report availability.
If you have any questions regarding the work reported herein, or if we can be of further service,
please feel free to contact me at 651-603-6604.
Report Prepared by:
Report Reviewed by:
American Engineering Testing, Inc.
American Engineering Testing, Inc.
JCfl ~
Steven D. Koenes, PE
Principal Engineer
MN Reg. No. 13180
Attachments:
Freezing Weather Effects on Building Construction
Basement/Retaining Wall Backfill and Water Control
Figure I - Approximate Boring Locations
Subsurface Boring Log
Exploration/Classification Methods
Boring Log Notes
Unified Soil Classification System
FREEZING WEATHER EFFECTS ON BUILDING CONSTRUCTION
GENERAL
Because water expands upon freezing and soils contain water, soils which are allowed to freeze will heave and
lose density. Upon thawing, these soils will not regain their original strength and density. The extent of heave
and density/strength loss depends on the soil type and moisture condition. Heave is greater in soils with higher
percentages of fines (silts/clays). High silt content soils are most susceptible. due to their high capil1ary rise
potential which can create ice lenses. Fine grained soils generally heave about 1/4" to 3/8" for each foot of
frost penetration. This can translate to 1" to 2" of total frost heave. This total amount can be significantly
greater if ice lensing occurs.
DESIGN CONSIDERATIONS
Clayey and silty soils can be used as perimeter backfill. although the effect of their poor drainage and frost
properties should be considered. Basement areas will have special drainage and lateral load requirements which
are not discussed here. Frost heave may be critical in doorway areas. Stoops or sidewalks adjacent to doorways
could be designed as structural slabs supported on frost footings with void spaces below. With this design,
movements may then occur between the structural slab and the adjacent on-grade slabs. Non-frost susceptible
sands (with less than 12 % passing a #200 sieve) can be used below such areas. Depending on the function of
surrounding areas, the sand layer may need a thickness transition away from the area where movement is
critical. With sand placement over slower draining soils, subsurface drainage would be needed for the sand
layer. High density extruded inaulation could be used within the sand to reduce frost penetration. thereby
reducing the sand thickness needed. We caution that insulation placed near the surface can increase the potential
for ice glazing of the surface.
The possible effects of adfreezing should be considered if clayey or silty soils are used as backfill. Adfreezing
occurs when backfill adheres to rough surfaced foundation walls and lifts the wall as it freezes and heaves. This
occurrence is most common with masonry block walls. unheated or poorly heated building situations and clay
backfill. The potential is also increased where backfill soils are poorly compacted and become saturated. The
risk of adfreezing can be decreased by placing a low friction separating layer between the wall and backfill.
Adfreezing can occur on exterior piers (such as deck, fence or other similar pier footings), even if a smooth
surface is provided. This is more likely in poor drainage situations where soils become saturated. Additional
footing embedment and/or widened footings below the frost zones (which includes tensile reinforcement) can
be used to resist uplift forces. Specific designs would require individual analysis.
CONSTRUCTION CONSIDERATIONS
Foundations, slabs and other improvements which may be affected by frost movements should be insulated from
frost penetration during freezing weather. If filling takes place during freezing weather, all frozen soils, snow
and ice should be stripped from areas to be filled prior to new fill placement. The new fill should not be allowed
to freeze during transit. placement or compaction. This should be considered in the project scheduling,
budgeting and quantity estimating. It is usually beneficial to perform cold weather earthwork operations in small
areas where grade can be attained quickly rather than working larger areas where a greater amount of frost
stripping may be needed. If slab subgrade areas freeze, we recommend the subgrade be thawed prior to floor
slab placement. The frost action may also require reworking and recompaction of the thawed subgrade.
OIREPOI5(2/01)
AMERICAN ENGINEERING TESTING, INC.
BASEMENTIRETAlNING WALL BACKFILL AND WATER CONTROL
DRAINAGE
Below grade basements should include a perimeter backfill drainage system on the exterior side of the wall. The
exception may be where basements lie within free draining sands where water will not perch in the backfill. Drainage
systems should consist of perforated or slotted PVC drainage pipes located at the bottom of the backfill trench, lower
than the interior floor grade. The drain pipe should be surrounded by properly graded filter rock. A filter fabric should
then envelope the filter rock. The drain pipe should be connected to a suitable means of disposal, such as a sump basket
or a gravity outfall. A storm sewer gravity outfall would be preferred over exterior daylighting, as the latter may freeze
during winter. For non-building, exterior retaining walls, weep holes at the base of the wall can be substituted for a
drain pipe. .
BACKFlLLING
Prior to backfilling, damp/water proofing should be applied on perimeter basement walls. The backfill materials placed
against basement walls will exert lateral loadings. To reduce this loading by allowing for drainage, we recommend using
free draining sands for backfill. The zone of sand backfill should extend outward from the wall at least 2', and then
upward and outward from the wall at a 300 or greater angle from vertical. As a minimum, the sands should contain no
greater than 12 % by weight passing the #200 sieve, which would include (SP) and (SP-SM) soils. The sand backfill
should be placed in lifts and compacted with portable compaction equipment. This compaction should be to the specified
levels if slabs or pavements are placed above. Where slab/pavements are not above, we recommend capping the sand
backfill with a layer of clayey soil to minimi7e surface water infiltration. Positive surface drainage away from the
building should also be maintained. If surface capping or positive surface drainage cannot be maintained, then the trench
should be filled with more permeable soils, such as the Fine Filter or Coarse Filter Aggregates defined in MnDOT
Specification 3149. You should recognize that if the backfill soils are not properly compacted, settlements may occur
which may affect surface drainage away from the building.
Backfilling with silty or clayey soil is possible but not preferred. These soils can build-up water which increases lateral
pressures and results in wet wall conditions and possible water infiltration into the basement. If you elect to place silty
or clayey soils as backfill, we recommend you place a prefabricated drainage composite against the wall which is
hydraulically connected to a drainage pipe at the base of the backfill trench. High plasticity clays should be avoided as
backfill due to their swelling potential.
LATERAL PRESSURES
Lateral earth pressures on below grade walls vary, depending on backfill soil classification, backfill compaction and
slope of the backfill surface. Static or dynamic surcharge loads near the wall will also increase lateral wall pressure.
For design, we recommend the following ultimate lateral earth pressure values (given in equivalent fluid pressure values)
for a drained soil compacted to 95 % of the Standard Proctor density and a level ground surface.
Equivalent Fluid Density
Soil Type
Active (pef)
At-Rest (pef)
Sands (SP or SP-SM)
Silty Sands (SM)
Fine Grained Soils (SC, CL or ML)
35
45
70
50
65
90
Basement walls are normally restrained at the top which restricts movement. In this case, the design lateral pressures
should be the "at-rest" pressure situation. Retaining walls which are free to rotate or deflect should be designed using
the active case. Lateral earth pressures will be significantly higher than that shown if the backfIll soils are not drained
and become saturated.
o lREPO 14(7/0 1)
AMERICAN ENGINEERING TESTING, INC.
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Bearings shown ore on on assumed datum
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PROJECT Amoco Elevated Sign
4805 Dakota Street SE, Prior Lake, Minnesota
AMERICAN
ENGINEERING
TESTING, INC.
SUBJECT
A roximate Soil Borin Locations
SCALE
DRAWN BY
MJL
None
CHECKED BY
SDK
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AET JOB NO.
01-02061
DATE
June 24, 2004
Figure 1
IJ AMERICAN
ENGINEERING SUBSURFACE BORING LOG
TESTING, INC.
AET JOB NO: 01-02061 LOG OF BORING NO. 1 (P. 1 ofl)
PROJECT: Amoco Elevated Sien. 4805 Dakota St. SE; Prior Lake. MN
DEPTIl SURFACE ELEVATION: 97.5 GEOLOGY SAMPLE REC FIELD & LABORATORY TESTS
IN N MC
FEET MATERIAL DESCRIPTtON TYPE IN. WC DEN LL PL 0-#20
FILL, mixture of sandy lean clay and silty sand, Fll..L
_ la little '"""vel trace roots dark brown and brown I: 13 M SS 18
1 .......
....:....
2- ...:.... C-
.. X
3 - .... 14 M SS 16
.........
......... J;;
4- ........
......... .L.O
5 - II M X SS 12
....:..:
6- SAND WITH GRAVEL, fine to coarse grained, ...: J:l
brown, moist, medium dense, possible cobbles i
(SP) > .L.O
7 - ... .
< X
8 - ......... COARSE 12 M SS 12
9- :....:.... ALLUVIUM ;.J
.......: .L.O
10- ....:..: 12 M X SS 12
..........
11- ........ J:l
12 - SAND WITH SILT AND GRAVEL, fine to .L.O
13 - medium grained, brown, moist, medium dense, 19 M SS 6
possible cobbles (SP-SM/SM)
J:l
14
SAND, a little gravel, fine to medium grained, Ii .L.O
15 - brown, moist, medium dense (SP) 15 M SS 12
.
16 END OF BORING
DEPTH:
DRILLING METIlOD
0-14\1,'
3.25" HSA
DATE
TIME
WATER LEVEL MEASUREMENTS
SAMPLED CASING CAVE-IN DRILLING WATER
DEPTIl DEPTIl DEPTH FLUID LEVEL LEVEL
NOTE: REFER TO
THE ATTACHED
6/18/04 10:05
16.0
14.5
15.3
None SHEETS FOR AN
EXPLANATION OF
TERMINOLOGY ON
THIS LOG
COMPLETED: 6/18/04
DR: MC LG: GL Ria: lC
06/04
EXPLORATION/CLASSIFICATION METHODS
SAMPLING METHODS
Split-Spoon Samples (SS) - Calibrated to N60 Values
Standard penetration (split-spoon) samples were collected in general accordance with ASTM:DI586 with one primary modification.
The ASTM test method consists of driving a 2" O.D. split-barrel sampler into the in-situ soil with a 140-pound hammer dropped
from a height of 30". The sampler is driven a total of 18" into the soil. After an initial set of 6", the number of hammer blows
to drive the sampler the final 12 " is known as the standard penetration resistance or N-value. Our method uses a modified hammer
weight, which is determined by measuring the system energy using a Pile Driving Analyzer (PDA) and an instrumented rod.
In the past, standard penetration N-value tests were performed using a rope and cathead for the lift and drop system. The energy
transferred to the split-spoon sampler was typically limited to about 60 % of it's potential energy due to the friction inherent in this
system. This converted energy then provides what is known as an N60 blow count.
Most of todays drill rigs incorporate an automatic hammer lift and drop system, which has higher energy efficiency and
subsequently results in lower N-values than the traditional N60 values. By using the PDA energy measurement equipment, we are
able to determine actual energy generated by the drop hammer. With the various hammer systems avallable, we have found highly
variable energies ranging from 55% to over 100%. Therefore, the intent of AET's hammer calibrations is to vary the hammer
weight such that hammer energies lie within about 60% to 65% of the theoretical energy of a l40-pound weight falling 30". The
current ASTM procedure acknowledges the wide variation in N-values, stating that N-values of 100% or more have been observed.
Although we have not yet determined the statistical measurement uncertainty of our calibrated method to date, we can state that
the accuracy deviation of the N-values using this method are significantly better than the standard ASTM Method.
Disturbed Samples (DS)/Spin-up Samples (SU)
Sample types described as "DS" or "SU" on the boring logs are disturbed samples, which are taken from the flights of the auger.
Because the auger disturbs the samples, possible soil layering and contact depths should be considered approximate.
Sampling Limitations
Uuless actually observed in a sample, contacts between soil layers are estimated based on the spacing of samples and the action of
drilling tools. Cobbles, boulders, and other large objects generally cannot be recovered from test borings, and they may be present
in the ground even if they are not noted on the boring logs.
CLASSIFICATION METHODS
Soil classifications shown on the boring logs are based on the Unified Soil Classification (USC) system. The USC system is
described in ASTM:D2487 and D2488. Where laboratory classification tests (sieve analysis or Atterberg Limits) have been
performed, accurate claSsifications per ASTM:D2487 are possible. Otherwise, soil classifications shown on the boring logs are
visual-manual judgments. Charts are attached which provide information on the USC system, the descriptive terminology, and the
symbols used on the boring logs.
The boring logs include descriptions ofi apparent geology. The geologic depositional origin of each soil layer is interpreted primarily
by observation of the soil samples, which can be limited. Observations of the surrounding topography, vegetation, and development
can sometimes aid this judgment.
WATER LEVEL MEASUREMENTS
The ground water level measurements are shown at the bottom of the boring logs. The following information appears under "Water
Level Measurements" on the logs:
. Date and Time of measurement
. Sampled Depth: low..t depth of soil sampling at the time of measurement
. Casing Depth: depth to bottom of casing or hollow-atem auger at time of measurement
. Cave-in Depth: depth at which mellS1ll'ing tape slOpS in the borehole
. Water Level: depth in the borehole where flee water is encountered
. Drilling Fluld Level: same as Water Level, except that the liqIi;d in the borehole is drilling fluid
The true location of the water table at the boring locations may be different than the water levels measured in the boreholes. This
is possible because there are several factors that can affect the water level measurements in the borehole. Some of these factors
include: permeability of each soil layer in profile, presence of perched water, amount of time between water level readings,
presence of drilling fluid, weather conditions, and use of borehole casing.
SAMPLE STORAGE
Unless notified to do otherwise, we routinely retain representative samples of the soils recovered from the borings for a period of
30 days.
OIREPOSIC(9/03)
AMERICAN ENGINEERING TESTING, INC.
BORING LOG NOTES
Symbol
B,H,N:
CA:
CAS:
CC:
COT:
DC:
DM:
DR:
DS:
FA:
HA:
HSA:
LG:
MC:
N (BPF):
NQ:
PQ:
RD:
REC:
REV:
SS:
SU
TW:
WASH:
WH:
WR:
94=:
....
\1.
mHr.T.lNG AND SAMPLlNG SYMBOLS
Definition
Size of flush-joint casing
Crew Assistant (initials)
Pipe casing, number indicates nominal diameter in
inches
Crew Chief (initials)
Clean-out tube
Drive casing; number indicates diameter in inches
Drilling mud or bentonite slurry
Driller (initials)
Disturbed sample from auger flights
Flight auger; number indicates outside diameter in
inches
Hand auger; number indicates outside diameter
Hollow stem auger; number indicates imide
diameter in inches
Field logger (initials)
Column used to describe moisture condition of
samples and for the ground water level symbols
Standard penetration resistance (N-value) in
blows per foot (see notes)
NQ wireline core barrel
PQ wir~ core barrel
Rotary drilling with fluid and roller or drag bit
In split-spoon (see notes) and thin-walled tube
sampling, the recovered length (in inches) of
sample. In rock coring, the length of core recovered
(expressed as percent of the total core run). Zero
indicates no sample recovered. .
Revert drilling fluid
Standard split-spoon sampler (steel; 1%" is imide
diameter; 2" outside diameter); unless indicated
otherwise
Spin-up sample from hollow stem auger
Thin-walled tube; number indicates imide diameter
in inches
Sample of material obtained by screening returning
rotary drilling fluid or by which has collected imide
the borehole after "falling" through drilling fluid
Sampler advanced by static weight of drill rod and
hammer
Sampler advanced by static weigh~ of drill rod
94 millimeter wireline core barrel
Water level directly measured in boring
Estimated water level based solely on ssrnple
appearance
TEST SYMBOLS
Symbol Definition
CONS:
DEN:
DST:
E:
HYD:
LL:
LP:
OC:
PERM:
PL:
q,:
q,,:
q,,:
R:
'RQD:
SA:
TRX:
VSR:
VSU:
WC:
%-200:
One-dimensional consolidation test
Dry density, pcf
Direct shear test
Pressuremeter Modulus, !sf
Hydrometer analysis
Liquid Limit, %
Pressuremeter Limit Pressure, tsf
Organic Content, %
Coefficient of permeability (K) test; F - Field;
L - Laboratory
Plastic Limit, %
Pocket Penetrometer strength, tsf (aDDroximate)
Static cone bearing pressure, tsf
Unconfined compressive strength, pst
Electrical Resistivity, obm-cms
Rock Quality Designator in percent (aggregate
length of core pieces 4" or more in length as a
percent of total core run)
Sieve analysis
Triaxial compression test
Vane shear strength, remoulded (field), psf
Vane shear strength, undisturbed (field), psf
Water content, as percent of dry weight
Percent of material finer than #200 sieve
STANDARD PENETRATION TEST NOTES
(Calibrated R.mmer Weight)
The standard penetration test consists of driving a split-spoon
ssmpler with a drop hammer (calibrated weight varies to
provide NOD values) and counting the number of blows applied
in each of three 6" increments of penetration. If the sampler is
driven less than 18" (usually in highly resistant material),
permitted in ASTM:D1586, the blows for each complete 6"
increment and for each partial increment is on the boring log.
For partial increments, the number of blows is shown to the
nearest 0.1' below the slash.
The length of ssrnple recovered:, as shown on the "REC"
column, may be greater than the distance indicated in the N
column. The disparity is because the N-value is recorded below
the initial 6" set (unless partial penetration defined in
ASTM:D 1586 ls encountered) whereas the lepgth of sample
recovered is for the entire sampler drive (which may even
extend more than 18 ").
01FLDOI2C(09/03)
AMERICAN ENGINEERING TESTING, INC.
UNIFIED SOIL CLASSIFICATION SYSTEM AMERICAN IJ
ASTM Designations: D 2487, D2488 ENGINEERING
TESTING, INC. -
Soil Classification ~
Criteria for Assigning Group Symbols and Group Names Using Laboratory TestsA Group Group Name ABased on the material passing the 3-in
SYmbol ~75.mm) sieve.
Coarse-Grained Gravels Mon: Clean Gravels Cu~ and l:5C~~ GW Well graded gravel Iffield sample contained cobbles or
Soils More than SO% coarse Less than 5% boulders, or both. add "with cobbles or
than 50% fraction retained finesc Cu<4 andlor I>Cc>3 GP Poorly graded gravel boulders, or both" to group name.
retained on on No.4 sieve cGnvels with 5 to 12% fmes require dual
No. 200 sieve Gravels with Fines classify as ML or:MH GM Silty gravel . symbols:
Fines more OW-GM well-graded gravel with silt
than 12%fmes c Fines classifY as CL or CH GC Clayey gravel' GW-GC well-gnded gJlIV~ with clay
GP..QM poorly graded gravel with silt
Sands 50% or Clean Sands Cu~ and l:5:Cc$3 SW Well.gnded sand GP-GC poorly graded gravel with clay
more of coarse Less than 50/0 DSands with 5 to 12% fines require dual
fraction passes finesD Cu<6 and I>Cc>3 SP Poorly-graded sand symbols:
No, 4 sieve SW-SM well-gnded sand with silt
Sands with Fines classify as ML or MH SM Silty sand"...... SW.SC well.graded sand with clay
Fines more Sp.SM poorly graded sand with silt
than 12% fines D Fines classifV as CL or CH SC Clavev sand"''''' SP-SC poorly gnded sand with clay
Fine-Grained Silts and Clays inorganic PI>7 and plots on or above CL Leancl.y"'-
Soils 50% or Liquid limit less "A"1ineJ (D,,)'
more passes than 50 PI<4 or flats below ML Silt""'".M Ecu = DI50 1010. Cc=
the No. 200 "A" line DloxD60
sieve organic Liouid limit-oven dried <0.75 OL Organic clay"-~"
FIf soil contains 2:15% sand, add "with
(see Plasticity Liquid limit - not dried Organic silrL.MO sand" to group name.
Chart below) c;ffines classify as CL.ML, use dual
Silts and Clays inorganic PI plots on or above "A" line CH Fat clay"'- ~bol GC-GM, or SC-SM.
Liquid limit 50 lffines are organic, add "with organic
or more PI plots below"A" line ME EJasticsilf' fmes" to group name.
Ilf soil contains 2:15% gravel, add "with
organic Liauid limit-oven dried <0.75 OH Organic clay"'" flvel" to group name.
Liquid limit - not dried Organic silrL.M.Q If Atterberg limits plot is hatched area,
soils is a CL-ML silty clay.
Highly organic Primarily organic matter. dark PT Peat"' KIf soil contains 15 to 29% plus No. 200
soil in color, and organic in odor add "with sand" or "with gravel",
whichever is predominant
Llf soil contains 2:30% plus No. 200,
SIEVE ANAlYSIS '" / -- predominantly sand, add .'sandy" to
~""'QlonrcIlh+-----l ~rl_lI'IrI""""""'"1II'Id /'
~,..jtr.clill'l<ll.........m.-t"" -- , group name.
, '" . . " . MIfsoil contains 2:30% plus No. 200,
~ . .. / -- V
[ EcJIIIIkIn..,"..."..g,. "I" ..,;.. predominantly gravel, add "gravelly"
HilIIzalIIIIlPl_41llU."z.s. .'~
. z ~ " o.,Pt-o.73(1J..Z) to group name.
I. .1 ~rI"U",*", / / v~ ./ NpJ~ and plots on or above "A" line.
~ V-*-IIlLL-'lllle>Pl-7.
o..l5rm1 tt.n1'l-O.8{U..8) / "p1<4 or plots below "A" line.
~ " PPI plots on or above "A" line.
/ / /'
1 . .1 -- Nv Qpl plots below "A'" line.
"
o._2.5nm " / -- (y'" ,/ RFiber Content description shown below.
'- .- --
z . '/
o...D.lI7Smm "
, -
. ~ . - ,
. . , 1~ U " D. " "" " " ., . '" '" , .110
.
PARllCLE SIZE IN M1LUMElCRS UQLRDUMIT(Ll)
c..~.~.3ID C"..~.o.o::ll.u PlasticityCbart
.. ..... .. ADDITIONAL TERMlNOLOGY'NOTES.USED.BYAEr'FORSOIVIDENTIFICAT!OI,rANDDESClUI'TION . ..................i.......... .
Grain Size Gravel Percent811es Consistencv of Plastic Soils Relative Density ofNon~PI8StiC Soils
Imn Particle Size :wm. Percent Imn N-Value BPF I= N-Value BPF
Boulders Over 12" A Little Gravel 3%-14% Very Soft less than 2 Very Loose 0.4
Cobbles 3"to 12" With Gravel 15%.29% Soft 2-4 Loose 5-10
Gravel #4 sieve to 3" Gravelly 300/0.50% Firm 5-8 Medium Dense 11-30
Sand #200 to #4 sieve Stiff 9.15 Dense 31-50
Fines (silt & clay) Pass #200 sieve Very Stiff 16-30 Very Dense Greater than 50
Hard Greeter than 30
MoisturelFrost Condition Laverin!! Notes Fiber Content ofpeat Dranic/Roots Descrintion (if no lab tests)
(MC Column) Laminations: Layers less than Fiber Content Soils are described as mvanic if soil is not peat
D(Dry). Absense of moisture, dusty, dry to V:" thick of Imn Nisual Estimate) and is judged to have sufficient organic fines
touch. differing material content to influence the soil properties. ~
M(Moist): Damp, although free water not areolar. Fibric Peat: Greater than 67% orvanic used for borderline cases.
visible. Soil may still have a high Hemic Peat: 33-67%
water content (over "optimum"). Lenses: Pockets or layers Sapric Peat: Less than 33% With roots: Judged to have sufficient quantity
WCV/etI Free water visible intended to greater than W' ohoots to influence the soil
Waterbearing): describe non-plastic soils. thick of differing properties.
Waterbearing usually relates to material or color. Trace roots: Small roots present, but not judged
sands and sand with silt to be in sufficient quantity to
F (Frozen). Soil frozen significantly affect soil properties.
o lCLS021(2l04)
AMERICAN ENGINEERING TESTING,INC.
..
PRIOR LAKE DEPARTMENT OF
BUILDING AND INSPECTION
INSPECTION
RECORD
SITE ADDRESS "fB~S- ~ ,,"0 ~ Av&
TYPE OF WORK S\ oN
USE OF BUILDING \ It:- AlrL- , I
PERMIT NO. '" ~DATE1SSUED '1/(,(<:>+
BUILDER ~~~ PHONE #
NOTE: THIS IS NOT A PERMIT FOR ANY OF THE INSPECTIONS BELOW
THE PERMIT IS BY SEPARATE DOCUMENT
INSPECTOR I ' D~TE / /
I FOOTING I tJlJ I 7/ f"f . I
PLACE NO CONCRETE UNTIL ABOVE HAS BEEN SIGNED
'. I FRAMING I I I
Pv1-t I I /
I FINAL I L!.14L I 1.2//1;01 I
FOR ALL INSPECTIONS (952) 447-9850
I
-"
~~E
~rCJs- d.~~ ~-'2-.
CITY OF PRIOR LAKE
INSPECTION NOTICE
ADDRESS
OWNER
SCHEDULED
CONTR.
PHONE NO.
PERMIT NO.
o FOOTING
o FOUNDATION
o FRAMING
o INSULATION
.,...a1'IAAL
o SITE INSPECTION
COMMENTS:
a PLUMBING RI
Cl MECH RI
a WATER HOOKUP
a SEWER HOOKUP
Cl PLUMBING FINAL
Cl MECH FINAL
c':)~~7/
a EXlGRADlFILLING
Cl COMPLAINT
a FIREPLACE RI
Cl FIREPLACE FINAL
Cl GASLINE AIR TST
Cl
S1'~
a//~/~
,
~RK SATISFACTORY, PROCEED
a CORRECT ACTION AND PROCEED
o CORRECT WO~.' C SPECTlON BEFORE COVERING
Inspector: Owner/Contr:
CALL 447.9850 FOR THE NEXT INSPECTION 24 HOURS IN ADVANCE.
CODE REQUIREMENTS ARE FOR YOUR PERSONAL HEALTH & SAFETY/
J1<$1WJTl
DATE
CITY OF PRIOR LAKE .&. ~L/'
INSPECTION NOTICE SCHEDULED ~
7"f'as- d.~(J ~ $~
ADDRESS
OWNER
CONTR.
PHONE NO.
~ooTING
a ~~UNDATION
o FRAMING
o INSULATION
o FINAL
o SITE INSPECTION
PERMIT NO.
o PLUMBING RI
o MECH RI
o WATER HOOKUP
o SEWER HOOKUP
o PLUMBING FINAL
o MECH FINAL
COMMENTS:
nilE
07'- 67Y'
o EXlGRADlFILUNG
o COMPLAINT
o FIREPLACE RI
o FIREPLACE FINAL
o GAS LINE AIR TST
o
..2'
~6r
/.tf c y
/'
A:~
tO~
...,
4 WORK SATISFACTORY, PROCEED
16 CORRECT ACTION AND PROCEED
:.::o:ECT WORK~EINS::::/::n::FORE COVERING
CALL 447-9850 FOR THE NEXT INSPECTION 24 HOURS IN ADVANCE.
UGNOn
CODE REQUIREMENTS ARE FOR YOUR PERSONAL HEALTH & SAFETYI
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