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CITY OF PRIOR LAKE BUILDING PERMIT,
TEMPORARY CERTIFICATE OF ZONING COMPLIANCE
AND UTILITY CONNECTION PERMIT
Date Rec' d
Vll(Olp
White
Pink
Yellow
File
City
Applicant
PERMIT NO.
O~.OIIZ-
(Please tylle or ll!'int and Sil:1l at bottom)
ADDRESS
j'!SCf'3
P/~e
ZONING (ollice use)
f-/50
13t tlPf-
LEGAL DESCRIPTION (office lIse only)
LOT
BLOCK
ADDITION
PID Z~. fJ-!O (jog. 0
OWNER
(Name) f? 0 b G c. y" (d y,\ ~ ..("
(Address) I L/ 5" 'I .3
P I '"rt e.
f( 0 a..d
(Phone) '9 5''t..-y~ 5-~'3 57
6 I 7.. -1.7 () -.& 71 5
BUILDER
(Company Name)
(Contact Name)
(Address)
(Phone)
(Phone)
TYPE OF WORK 0 New Construction ODeck OPorch ORe-Roofing
OAddition OAlteration DUtiJity Connection
ORe-Siding DLower Level Finish 0 Fireplace
CODE: ~.R.C. DI.B.C. ~Misc.
Type of onstmction: I II III IV V A B
Occupancy Group: A. B E F H I M R S U
Division: I 2 3 4 5
fl,p/(>..,c--<:- P~..rt ~ F ?ov..-,^de...f,~,)
,
PROJECT COST IV ALUE $
(excluding land)
Zc1410 t!b. .......
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I hcrcby ccrtify that I havc f\lrnished information on this application which is to the bcst of my knowledge true and correct. I also certify Ihat r am the owner or authOrized agent for the
above-mentIOned propnty and that all construction will conform to all existing state and local laws and will proceed in accordance with submilled plans. I am aware that the building
oflieial can revoke this permit for just cause Furthermore, I hereby agree that the city ollieial or a designee may enter upon the propelty to perform needed IIlspections,
x ~-0-1, ~ / -z.. - 2- ~...-o s
Signature Contractor's License No. Date
Permit Valuation c;~Lc) ooal On I Park Support Fee # $
Permit Fee $ 3.~q.ao I SAC # $
Plan Check Fee $ 2-2..0,3S' I Water Meter Size 5/8"; I"; $
State Surcharge $ 10. Do I Pressure Reducer $
Penalty $ I SewerlWater Connection Fee # $ j
Plumbing Permit Fee $ I Water Tower Fee # $
Mechanical Permit Fee $ I Builder's Deposit $ I
Sewer & Water Permit Fee $ I Other $
Gas Fireplace Permit Fee $ I TOTAL DUE uru-e;o ;x."t?,O(P $ ,~9,3S-
This Application Becomes Your Building Permit When Approved
~~
Bl1ildlllg Ollicial
~fi"h"
Date
.5?~q35
,;)./'1. a
p:DLw v.J /S}J61 N~
I Paid
I Date
Receip/No. 5/1/ /
BY~
stlZ; RCa./, i,.J.s
ThIS IS to certify that the requcst in the above application and accompanying documents is in accordance with the City Zoning Ordinance and may proceed as requested, This ducument
when signed by the City Planner constItutes a temporary Certificate of Zoning compliance and allows construction 10 commence. Before occupancy, a Certificale of Occupancy must be
issued /1 // :J -/3 -0.6"
/ ~ Plan Dale
24 hour notice for all inspections (952) 447-911511, fax (952) 447-4245
16200 Eagle Creek Avenue Prior Lake, MN 55372
f,. 4!.
C~Hl~ ~ke~
Special Conditions, if any
ap~
CONIULnNG6
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January 6, 2006
Mr. Robert Gardner
14543 Pine Road NE
Prior Lake, MN. 55372
RE: New Partial Basement Wall
14543 Pine Road NE
Prior Lake, MN.
Dear Mr. Gardner:
I enclose drawing S 1 dated 01-06-06. This drawing details the proposed partial basement wall to
be installed in lieu of the existing frost wall foundation and related framing details. The existing
frost wall foundation does not extend below the required frost depth. The existing support beams
in the crawl space area are not of sufficient size for the floor loading requirements.
This report addresses provisions noted in Section 1104.305 of the City of Prior Lake zoning
ordinance:
Paragraph (1) - The proposed basement wall construction procedure does not require excavation
outside of the existing foundation walls except as follows:
Excavation will be limited to a horizontal 4 inch dimension to the outside of the wall and
a temporary construction ramp into the proposed basement area.
I have reviewed the existing soils and the proposed excavation will not cause any slope to
become unstable, or impose loads that will affect the slopes. There are no proposed elevation
changes or expansion of the existing structure. There are no site revisions proposed.
Paragraph (2) - There are no site grading changes proposed with this project.
Let me know if you have any questions regarding the enclosed drawing or this report.
Sincerely,. A//'}
/fr ~~~~, -
W. E. (Gene) Henderson, P.E.
I hereby certify that this report was prepared by me and that I am a duly
Licensed Professional Engineer under the laws of the State o~ ~i~eso~
License No. 9558 Date:01-06-06 1# f ~~
Construction Consulting & Inspections. Ltd.
P.O. Box 390053
Minneapolis. Minnesota 55439
1952} 944.71]7
FAX (952) 944-7018
February 7, 2006
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By
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<mitCONSTRUCTION
CONSULTING 1&
~ INSPEcrlONS, LTD.
Mr. Robert Gardner
14543 Pine Road NE
Prior Lake, MN. 55372
RE: New Partial Basement Wall
14543 Pine Road NE
Prior Lake, MN.
Dear Mr. Gardner:
I enclose drawing SI, Revision 1, dated 02-07-06. This drawing details the proposed partial
basement wall to be installed in lieu of the existing frost wall foundation and related framing
details. The existing frost wall foundation does not extend below the required frost depth. The
existing support beams in the crawl space area are not of sufficient size for the floor loading
requirements.
This report addresses provisions noted in Section 1104.305 of the City of Prior Lake zoning
ordinance:
Paragraph (1) - The proposed basement wall construction procedure does not require excavation
outside of the existing foundation walls except as follows:
Excavation will be limited to a horizontal 4 inch dimension to the outside of the wall and
a temporary construction ramp into the proposed basement area.
A subsurface geotechnical assessment has been prepared by development Engineering, P A. This
assessment, which I have reviewed, addresses the lateral stability of the soils due to the existing
house being close to the bluff line overlooking Prior Lake. Please note the following
recommendations from Development Engineering, P A:
1. Provide outside perimeter drain tile and granular material backfills with a 1 foot thick
clay cap at the surface to direct surface runoff away from the foundation. Note that I have
noted a 1 ~ inch thick rigid insulation on the outside masonry wall, which will help to
prevent frost heave of the building structure.
2. The bottom of the excavation should be compacted with a mechanical vibrating
compactor prior to placing footings.
3. Soil allowable bearing capacity = 2,000 psf. I have sized the footings accordingly.
Construction Consulting & Inspections. Ltd.
P.O. Box 390053
Minneapolis. Minnesota 55431)
(952) 944-7137
FAX (1)52) 1)44-7018
/
14543 Pine Road NE (02-07-06)
2/2
It is my understanding that there is no proposed elevation changes or expansion of the existing
structure and there is no site revisions proposed.
Let me know if you have any questions regarding the enclosed drawing or this report.
Si~~~ely, / / (l
/lit ~ ~/..-("
W. E. (Gene) Henderson, P.E.
I hereby certify that this report was prepared by me and that I am a duly
Licensed Professional Engineer under the laws of the State of Minnesota.
License No. 9558
/It' ?: ~
Date: 02-07-06
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FEB 0 8 2006 J i
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By
PREPARED BY
DEVELOPMENT ENGINEERING, PA
1296 HUDSON ROAD
ST PAUL, MN 55106
February 1,2006
DEVELOPMENT ENGINEERING, PA
1296 HUDSON ROAD
ST PAUL MN 55106
651.776.6211
February 1,2006
Project 2006.007
14543 Pine Road NE
Prior Lake, Minnesota
OBJECTIVES AND SCOPE OF SERVICES
Development Engineering, P A, 1296 Hudson Rd, St Paul, Minnesota, 55106 was retained by
Mr. Rob Gardner, herein after referred to as the "Client" to perform a subsurface geotechnical
assessment on a parcel of land located at the address in the above title block. The purpose of this
investigation is to identify and evaluate soil properties associated with the site with respect to building
a new foundation under an existing single family house. The Building Inspector, Mr. Bernie Feidt,
is concerned with the lateral stability of the soils due to the existing house being close to the bluffline
overlooking Prior Lake.
One boring was performed to nominal depth of 20:1: feet within the project area. From the
resulting data, conclusions are drawn regarding site suitability for the proposed use and
recommendations are presented regarding site correction procedures and foundation and slab design.
SCOPE OF SERVICES
The client authorized the following scope of services:
Perform One (1) standard penetration test boring to nominal depth of 20:1: feet below grade
or refusal.
Sample soil using a2" G.D. split-barrel sampler driven into the soil by a 140 lb weight falling
30". After an initial set of6", the number of blows required to drive the sampler an additional
12" is known as the penetration resistance or N-value. The N-value is an index of the internal
friction of cohesionless soil, the consistency of cohesive soils, and the density of all soils.
Sampling will conform to the methods set forth in ASTM procedure D1586-84.
Classify recovered soil samples by the Visual-Manual method in accordance with ASTM D-
2488. Representative portions of the samples may be submitted to the laboratory for further
examination and for verification of the field classification in accordance with ASTM D2487-
85. Information indicating depth and identification of the various strata, the N-value, water
level information and pertinent information regarding the drilling method will be documented
on comprehensive soil boring logs.
Prepare an engineering report including a log of each boring, a diagram indicating the boring
location along with our recommendations for foundation types and depths, allowable soil
bearing pressures and estimates of foundation settlement.
The purpose of this report is to present the results of our field and laboratory exploration assessment
and the associated engineering review. Please note that this report is for geotechnical purposes only
and is not intended to document the presence or absence of any environmental contaminants that
could be present at the site.
1
BORING LOCATIONS AND ELEVATION
The number of borings, locations and pattern were determined by the Client and
Development Engineering. Insofar as possible, compromising as necessary due to factors such as
access conditions, terrain, obstacles, etc, borings were placed as directed in an attempt to obtain
geotechnical data representative of the site. Overhead power lines dictated the boring location
attempting to get as close to the house as possible.
FIELD INVESTIGATION
The borings were accomplished using the Standard Penetration Test (SPT) method of
investigation using a Split-Barrel Sampler (SBS).
SOIL BORING RESULTS
Please refer to the individual boring logs for a detailed description of soils and moisture
conditions encountered. Attached to the soil boring logs is a key explaining terms and entries. The
depth of individual layers of soils may vary somewhat from those indicated on the logs due to
unsampled intervals between split-barrel sampler tests and, most importantly, the occurrence of
transition between soil layers. Also, soil profiles not in the vicinity of the borings may vary. Refusal
to auger advancement was not encountered at the boring locations, indicating no bedrock to depths
tested.
Groundwater was not found as indicated in the Boring Logs. Groundwater levels may occur
and vary according to various climatological and meteorological influences undetermined within the
time frame, scope and budget allowed in this investigation. Area development patterns can also
influence groundwater. Indicated results in the Boring Logs are for time and conditions oftesting
only.
CONCLUSIONS AND RECOMMENDATIONS
The following conclusions and recommendations are based upon interpreted results of boring
logs, their relation to the planned work, and other information. Because the borings represent a small
portion of the site in relation to the proposed area of work, ongoing review of construction should
be carried out. If excavations reveal subsurface soils of a different nature than those observed in the
boring, the Geotechnical Engineer should be contacted for possibly revised recommendations (see
the following "Limitations of Investigation").
1. General Site Suitability
The purpose ofthis investigation is to identify and evaluate soil properties associated with the
site with respect to building a new foundation under an existing single family house. Prior Lake
Building Inspector, Mr. Bernie Feidt, is concerned with the lateral stability of the soils due to the
existing house being close to the bluff line overlooking Prior Lake, see enclosed Sketch Plan. The
client has excavated under the existing house and was stopped by the Building Inspector for not
taking out a permit. We inspected the existing basement excavation under the existing house and the
soil profile matches the soil profile in the boring log. The existing footing elevations are
2
approximately I foot below existing ground grade. The proposed bottom of footing elevations will
be 75 inches or 6.25 feet below existing ground grade.
Addressing the concern with the lateral stability of the soils due to the existing house being
close to the bluff line overlooking Prior Lake. Soils of adequate bearing capacity, which we have,
should extend horizontally a distance 2 feet beyond the structure pad or footing limits and then extend
outward and downward on a 1 : 1 slope to competent soil. It is upon this formula that required lateral
stability should be based. Please see the enclosed detail "Normal Excavation Oversize" used in
engineered fill area. The existing bluff line has a slope of 1 : 1.6 which is not as steep as our formula
for lateral support of a 1: 1 slope. Based upon this lateral support formula, slope of the existing bluff
line and the elevations of the proposed footings, the lateral stability of the soils under the proposed
new footings and foundation have adequate lateral stability.
The soils encountered in the upper 2.5 feet of the Boring was frozen and the bearing capacity
could not be determined by N-values. Typically the upper 2.5 feet of the soil profile has a low
bearing capacity. Based upon interpreted results of the boring, it appears that the site has minor
limitations regarding suitability for construction.
2. Recommendation - I) Ordinarv Cut and Fill
I) Ordinary Cut and Fill
A. Initial Site Preparation
For an ordinary cut and fill approach to site correction, the proposed building pad
areas, oversized as necessary, should be cleared of all uncontrolled fill, organic, loose, frozen
or otherwise unsuitable soil, vegetation, debris and boulders (3 "+) prior to structure or fill
placement.
Based upon soil boring results the following estimated minimum depths of excavation
or dropping footings will be necessary.
Boring 1 2.5::1:: feet the base of the excavation to be a light brown sandy lean clay
with a little gravel (eL).
The sandy lean clay soils encountered are frost susceptible. Recommendation for
frost protection 48 inches minimum cover over the footings which are located in heated
building areas and 60 inches minimum cover in unheated areas. All foundations should have
outside perimeter drain tile and granular material backfill next to the foundations with a 1 foot
thick clay cap at the surface to direct surface runoff away from the foundation. This granular
backfill against the foundation is to prevent frost heave of the building structure.
The bottom of the excavations should be compacted with a mechanical vibrating
compactor prior to placing footings.
If site correction occurs during winter, the base of excavation should be adequately
protected from freezing.
3
Excavated organic material, uncontrolled fill, wet unstable soil or other soil
contaminated with topsoil, vegetation, etc, should be disposed of offsite, or in landscaping
areas, where the bearing of weight will not be required.
B. Fill Placement
Fill material, as required, should be mineral soil, free of debris, boulders and organic
material, of such suitable moisture content that it can be readily compacted to specified levels.
Fill should be placed and compacted in a manner that will allow completed compaction ofthe
total fill layer to 95% of standard maximum density according to ASTM D 698.
Frozen material should not be used in fill construction, nor should any part of the
completed fill be allowed to freeze. Due to the presence of organic soil, vegetation, etc, there
appears to be no opportunity to salvage existing fill for re-use as controlled fill.
A soil compaction test should be conducted for every two feet of fill in appropriate
segments of the area.
Top offill should extend horizontally a distance 2 feet beyond the structure pad or
footing limits. The fill surface may then extend outward and downward on a 1: 1 slope to
competent soil. It is upon this formula that required lateral excavation oversizing should be
based. Please see the enclosed detail "Normal Excavation Oversize".
C. Inspection and Testing
The Client should retain a geotechnical engineering firm to inspect excavations, make
field judgments as to subsoil adequacy, and to carry out a program of field and laboratory
testing of engineered fill. This firm shall be responsibility for knowledge of contents of this
report and for proper interpretation and correlation of data.
D. Foundations
F or purposes of proposed construction, foundations and fill to support foundations
must rest upon and over mineral (non-organic) soils of adequate bearing value. For a light
building such as a single family residence, a target bearing capacity of2000 pounds per square
foot (pst) is usually assumed.
If the site is prepared as outlined above, removing unsuitable soil and placing
controlled oversized fill as necessary, then strip or pad footings may be designed allowing
no more than 2000 psffoundation bearing capacity. This capacity is in accordance with
recommended levels of compaction of controlled fill and settlement control requirements.
This should provide a factor of safety against foundation failure of approximately 3. Over-all
settlement may be 1" or less, half of which would be differential.
If any other footing arrangements or alternatives are considered, if foundation loadings
are higher, or if soils of a significantly different nature are discovered during excavations, the
office of Development Engineering should be contacted for re-analysis.
4
E. Slabs
Slabs should rest upon and over mineral soil of adequate density. This density needs
only to be sufficient to control settlement potential. The floor slab can be placed directly
upon 2000 psf allowable bearing capacity soils at elevations at or below 2.5 feet of the
existing ground surface, or upon engineered fill, compacted and tested at elevations higher
than the 2000 psf allowable bearing capacity soils located 2.5 feet below existing ground
surface. The maximum floor loads will not exceed 100 psf.
The floor slab can be supported on compacted fill placed to attained grade. All fill
supporting the floor slab should be compacted to a minimum of 95% of Standard Proctor
density. This 95% compaction requirement includes utility and foundation trench backfill.
If correction of soil below slab levels is not performed, or if quality control is
abandoned once footing levels are achieved then some premature deterioration (cracking,
settlement) over time, with early loss in value, may be anticipated.
Basement Slabs should have clearance from maximum anticipated groundwater level
and should be protected from intrusion by surface waters. This groundwater clearance should
be four feet or more from known groundwater level if the residence are to be approved by the
Department of Housing and Urban Development (DHUD) for FHA or V A financing. This
advisory is obviously met at present when the assumed basement slab elevation is 5.25 feet
below existing grade or less. Site grading should be controlled so that no opportunity is
provided for water to enter subsoils or foundation wall backfill areas.
Please refer to the standard data sheet at the end of this report entitled "Floor Slab
MoistureN apor Protection".
Adequate waterproofing of the foundation walls with drain tiles and sump pump
should be incorporated into the house design along with a moisture barrier. If groundwater
is present, one possible solution is to run an outside drain tile around the perimeter of the
proposed house foundation to the city storm sewer (if city storm sewer is available in the
street and is deep enough).
LIMITATIONS OF INVESTIGATION
The Geotechnical Engineer has prepared this report using an ordinary level of care and in
accordance with generally accepted foundation and geotechnical engineering practices. Because the
borings represent only a small portion of the total site and for other reasons, Development
Engineering, P.A., does not warrant that the borings are necessarily representative ofthe entire site
but only of the boring locations at the time of investigation. No warranty of the site is made or
implied. The boring logs should only be used in preliminary design and estimating work and in
conjunction with corrective procedures.
5
The scope of this report is limited strictly to geotechnical issues which include the
establishment of soil profile and only those conclusions expressly made. Please note that this work
is not intended to document the presence or absence of any environmental contaminants at the site,
nor for identifying applicable local, state or federal laws or regulations of a non-geotechnical nature
which mayor may not be applicable to this site. Further, Development Engineering, P.A., will not
be held responsible for facts not disclosed to the Geotechnical Engineer.
The bore hole voids were backfilled by Development Engineering using native cuttings. Some
continuing settlement may occur if construction does not take place in the near future. If settlement
does occur, the Client should backfill with additional soil.
This report and all supporting information is furnished only to the Client and his assigns for
the designated purpose. No representations to other parties or for other uses are made.
Soil samples retrieved during the investigation process will be retained in the office of
Development Engineering for a period 000 days from the date oftesting. After 30 days, the samples
may be discarded unless a written request is received to retain the samples for a longer period.
ENGINEER'S CERTIFICATE
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.
DEVELOPMENT ENGINEERING, P.A.
~~~
Jonathan L. Faraci, PE
Minnesota Registration No. 16464
6
White - Building
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BUILDING PERMIT APPLICATION DEPARTMENT CHECKLIST
NAME OF APPLICANT
APPLICATION RECEIVED
ROL3 6,q~lVe/C.
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The Building, Engineering, and Planning Departments have reviewed the building permit
application for construction activity which is proposed at:
PINe ~AO /Ie'
_/4543
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Accepted X
Denied
Accepted With Corrections
Reviewed By:
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Date:
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Comments: s., RfI#veg;e SiciI.forAdditionat Inf",~n.ationl
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"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."
White - Building
Canary - Engineering
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BUILDING PERMIT APPLICATION DEPARTMENT CHe..CKLlST
NAME OF APPLICANT
APPLICATION RECEIVED
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The Building, Engineering, and Planning Departments have reviewed the building permit
application for construction activity which is proposed at:
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Accepted
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Denied
Reviewed By: ./2..# ~ Date: ~-L?~06
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"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."
(White . Buildina. )
\,;anary . Engineering
Pink . Planning
BUIL.PING..fERMIT APPI.ICATION DEe,ARTMENT CHECKLIST
NAME OF APPLICANT
APPLICATION RECEIVED
ROf3 Ci/lRON6/C
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The Building, Engineering, and Planning Departments have reviewed the building permit
application for construction activity which is proposed at:
/4543 'pIN6 ~At:) JlC
Accepted Accepted With Corrections /'
Denied r-,_
Reviewed By: ~ .;In.~
Comments: ~ ell o.-LR ~ ~: 1. Ala ~ ~
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liThe 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."
SOIL BORING LOG
PROJECT: 14543 Pine Road NE
LOG OF BORING NO: 1
DEPTH SURFACE ELEVATION: 100.90
IN FEET DESCRIPTION & CLASSIFICATION
1- (0-12.5') Light Brown Sandy lean Clay
2- with a Little Gravel, Dry, (Cl), Very Stiff
3-
4-
5-
6-
7-
8-
9-
10- Stiff@ 10', With Gravel @ 10'
11-
12-
13- (12.5'-20') Light Brown Sand with Gravel,
14- Well Graded, Dry, (SW), loose
15-
16-
17-
18-
19-
20
21- End of Boring at 20', No Refusal.
WATER LEVEL MEASUREMENTS
SAMPLED
DATE TIME (HRS) DEPTH
1/31/06 11:00 20'
1 131 106 11 : 15
1/31/06 11 :30
CAVE-IN
DEPTH
N/A
8.7'
8.6'
CASING
DEPTH
18.5'
DEVELOPMENT ENGINEERING, PA
1296 Hudson Road
St. Paul, Mn 55106
GEOLOGY - N - WB - SAMPLE - LAB & OTHER TESTS
# TYPE R W - DEN - L.L./P.L. -
Glacial Till
Glacial Outwash
U~ILLIN~
MUD
LEVEL
N/A
N/A
N/A
WATER LEVEL
DRY BCR
DRY ACR
DRY
F N 1 FA-
18 N 2 SBS 8
29 N 3 SBS 12
18 N 4 SBS 6
10 N 5 SBS 6
9 N 6 SBS 8
9 N 7 SBS 6
9 N 8 SBS 10
WEATHER: Cloudy
TEMP: 280
DRILLING DATA
CREW CHIEF: ELS
METHOD: 3 1/4" HAS / FA
2" OD SBS
F-350 1 CME 45B
BORING COMPLETED: I 1/31/061
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SOIL BORl~G LOG
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PROJECT:
BORIIiG LOG"~J..
LOG OF aORfNG
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DESC~IPTlaN ..l.NQ CLASSIFIC..\T10N
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~oi~ C:~spificaci0n, using
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=or:f ".me chods.. cu:.~d.ing to the
Uni=ied Soil Classification
Sys~em, or to ot~er system as
appropriate
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Origin
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Inpla.ce
JJensicy~
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Penet=at:ion "y"
Value - ~umber
of bloys to drive
Split-3arrel Sam~
pier one foot:
wat:er Bea.ring
Y - Yes
N - No
T - Yater
Level
Symbol
Moisture '
Cdncent*
%
Length of Sample
Recovered
Sample Number
Indicates Type
of Sample:
SBS - Split-barrel
FA .- .Flight Auger
HA - Hand Auger
ST - Shelby Tube
( th1nwall)
* - Lab test on
recovered sample
f --1--L .
WATER LEVEL MEASUREW.e:p.n~ T DRU_LING DATA
-
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DEVELOP~7 ENGINEERING, PA
UNUl.t..1J SOIL CLASSmCATION
Group
symbob
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sancI1.. litlle or no fines
SMd
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mi.~urcs
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sc Clayey sands~ sand<by mix.
tUfes
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sands. rod: flour. silty or daycy
rme sands or da~'CY Q1{~'widl
slight pbslidlY
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lnorpnic days of 10... 10 me-
dium plasticity, p-a\'dly days.
~y days. siil~' days. lean
days
OL
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da~~ of Jo..,.. pW~iciry
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~H cfwomaa:ous line Wldyor
silty soils. dulic silts
CH II~ic days o( hich plas-
lIell)'. (~ Cays
OH I OrPIlIC clays o( medium ~o
fu&h pWllalY. orpnlC silts
Pt Par and O(hcr hi~y orpt1lC
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GENERAL TERMINOLOGY NOTES FOR
SOIL IDENTIFICATION AND DESCRIPTION
~----,
-, - --- --- -.-
GRAIN SIZE GRA VEL PERCENTAGES
Term
Boulders
Cobbles
Gravel
Sand
Fines (silt and clay)
ASTM
Term
Percent
Over 12"
3" to 12"
#4 sieve to 3"
#200 to #4 sieve
Pass #200 sieve
A little Gravel
With Gravel
Gravelly
~% 10 15%
15% to 30%
30% to 50%
CONSISTENCY OF PLASTIC SOILS
Term
Very Soft
Soft
Medium
Stiff
Very Stiff
Hard
RELA TIVE DENSITY
OF NON-PLASTIC SOILS
N- Value. BPF
less than 2
2-4
5-8
9-15
16-30
Greater than 30
Term
Very Loose
Loose
Medium Dense
Dense
Very Dense
N- Value. BPF
0-4
.~-1O
11-30
31-50
Greater than 50
MOISTUREIFROST CONDITION
Absence of moisture, dusty, dry to
touch.
Damp, although free water not
visible. Soil may still have a high
water content (over 'optimum")
D (Dry):
M (Moist):
W (Wet!
Waterbearing) :
LAYERING NOTES.
Laminations:
Layers less than 'is''thick of
differingrnaterial or color.
Lenses:
Pockets of layers greater than 'is"
thick of differing material or color.
Free water visible. Intended to
describe non-plastic soils.
Soil frozen.
F (Frozen):
FillER CONTENT OF PEAT
Term
Fibric
Hemic
Sapric
ORGANIC DESCRIPTION
Fiber Content (Visual Estimate)
Greater than 67%
33 to 67%
Less than 33%
Non-peat soils are described as organic, if soil is
judged to have sufficient organic content to influence
the soil properties.
NORMAL EXCAVATION OVERSIZE
I" ~. . .'" .:. ~ + . 1
'/ ./.'~/ f/ ./.'~/} /PROPOSED FOOTING
COMPACT FILL SOIL
TO CONCRETE SLAB
, ,'2'.' 0
""," '" ,J.' 'f,',T' ',.,,"-" .' " I "'I~
, I
~
)<
MINIMUM
EXCAVATION
LI M I TS
)<
/ .TOPSOIL
COMPACTED FILL SOIL
o
1
, I 1
-
, I
-
, I
-
UNSUITABLE SOILS
, I
'////////////////////////////////
COMPETENT SOILS
OVERSIZE FOR SWAMP OR EXTREMELY SOFT SOIL CONDITIONS
~
,.. ~ . '. "" .'. ~ +.
'/ ./.'l /4(/ ./.'l/
./.'\. T ./.'\. /.
COMPACT FILL SOIL
TO CONCRETE SLAB
/PROPOSED FOOllNG
~.' 5' " 20
vY/~//Y//Y//Y//Y/ .'/P//~
v<~
//,
o ,"
//,
MINIMUM
EXCAVATION
LI M I TS
2
UNSUITABLE SOilS
SWAMP DEPOSITS
OR
SOFT SOILS
COMPACTED FILL SOIL
,"
//"
'////////////////////////
COMPETENT SOilS
///////
...............
~~~~ -
,7<7<J'-><7<XlO.><X}<}< """""""" ~."". ~"XXXXX:XXXX7<X7<X:X7<
^' '/< "^ "xxXxx
FREEZING WEATHER EFFECTS ON BUILDING CONSTRUCTION
GENERAL
Bccause water expands upon frcezing and soils contain water, soils which arc allowed to freeze will heave and lose
dcnsity. Upon thawing, these soils will not regain their original strcngth and density The extent of heave and
dcnsity/strcngth loss depends on the soil type and moisture condition. Heave is greater is soils with higher
percentage offines (silts/clays) High silt content soils are most susceptible, due to their high capillary rise
potential which can create ice lenses. Fine graincd soils generally heave about ';." to %" for each foot offrost
pcnctration. T!;;~ .-:;u, :.:-:J!."la"c h, l" to 2" of total frost heavc. TI,;c total an,ount can be sigrufoc;:;::.ly 1;J t,dl"li,- ;i'(.
lensing occurs.
DESIGN CONSIDERATIONS
Claycy and silty soils can be used as perimeter backfill, although the effect of their poor drainage and frost
properties should be considcred. Basement areas will have special drainage and lateral load requirements which
arc not discussed here. Frost heave may be critical in doonvay areas. Stoops or sidewalks adjacent to doonvays
could be designed as structural slabs supported on frost footings with void spaces below. With tillS design,
movcments may then occur between tile 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 tile area where movement is critical.
With sand placement over slower draining soils, subsurface drainage would be needed for the sand layer. High
density extruded insulation could be used within the sand to reduce frost penetration, thereby reducing the sand
thickness needed. We caution that insulation placed near tile surface can increase the potential for ice glazing of
tlle 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 Witll 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.
Adfrcezing can occur on ex1erior piers (such as deck, fence, or similar pier footings), even if a smooth surface is
provided This.is more likely in poor drainage situations where backfill soils are poorly compacted and 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 CONSIDERA nONS
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
frcczc during transit, placement or compaction. This should be considered in the pr~ject scheduling, budgeting
and quantity estimating. It is usually beneficial to perform cold weather earthwork operations in small areas where
gradc 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.
BASEMENT/RETAINING WALL BACKFILL AND WATER CONTROL
DRAINAGE
Below grade basements should include a perimeter backfill dI:ainage 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
trcnch. lower than the interior floor grade. The drain pipe should be surrounded by properly graded filter rock.
Thc drain pipe should be connected to a suitable means of disposal, such as a sump pump basket or a gravity
outfall A storm sewer gravity outfall would be preferred over exterior daylightll1g. as the latter may freeze during
mnter For non-building, exterior retaining walls, weep holes at the base of the wall can be substituted for a drain
i'lpC.
BACKFILLING
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 30' or greater angle from vertical. 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 TIllS compaction
should be to the specified levels if slabs or pavements arc placed above. Where slab/pavements arc not above, we
recommend capping the sand backfill with a layer of clayey soil to minimize surface water infiltration. Positive
surface drainage away from the building should also be maintained.
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% ofthe standard Proctor density and a level ground surface.
Equivalent Fluid Density
Soil Type
Active (pet)
At-Rest (pet)
Sands (SP or SP-SM)
30
45
Silty Sands (SM)
40
60
Fine Grained Soils (SC. CL or ML)
70
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.
'.
FLOOR SLAB MOISTUREN APOR PROTECTION
Floor slab design relative to moisture/vapor protection should consider the type and location of two elements, a granular layer
and a vapor membrane (vapor retarder, water resistant barrier or vapor barrier). In the following sections, the pros and cons of
the possible options regarding these elements will be pres~nted, such that you and your specifier can make an engineering
decision based on the benefits and costs of the choices. '
GRANULAR LAYER
In American Concrete Institute (ACI) 302.1-96, a "base material" is recommended, rather than the conventional cleaner "sand
cushion" material. The manual maintains that clean sand (common "cushion" sand) is difticult to compact~d maintain until
concrete placement is complete. ACI recommends a clean, fine graded materin~ . "'; l.h at least ] 0% to 30% of particles passing a
ii 1(,,: ,:ievcj '.vhich is IIOt wntaminated w;:':i day, Silt or organic m,'k.i<.L:. 'he r~ier Yl'" ll~ ACl 30.2.1-96 for additional detaiis
regarding the requirements for the base material.
In cases where potential static water levels or significant perched water sources appear near or above the floor slab, an
underfloor drainage system may be IIeeded whereiII a draintile system is placed within a thicker clean sand or gravel layer.
Such a system should be properly engineered depending on subgrade soil types an rate/head or water inflow.
VAPOR MEMBRANE
The need for a vapor membrane depends on whether the floor slab will have a vapor sensitive coveriIIg; will have vapor
seIIsitive items stored 011 the slab, or if the space above the slab will be a hIIInidity controlled area. If the project does llot have
this vapor sensitivity or moisture control IIeed, placement of a vapor membrane may not be necessary. Your decision will then
relate to whether to use the ACI base material or a conventional sand cushion layer. However, if any of the above sensitivity
issues apply, placement of a vapor membrane is recommended. Some floor covering systems (adhesives and flooring materials)
require a vapor membrane to maintain a specified maximum slab moisture content as a condition of their warranty.
VAPOR MEMBRANE/~RANULAR LAYER PLACEMENT
A munberr of issues should be considered when deciding whether to place the vapor membrane above or below the granular
layer. The benefits of placing the slab on a granular layer, with the vapor membrane placed below the granular layer, include
reduction of the following:
. Slab curling during the curing and drying process.
. Time of bleeding, which allows for quicker finishing.
. Vapor membrane puncturing.
. Surface blistering or delamination caused by an extended bleeding period.
. Cracking caused by plastic or drying shrinkage.
The benefits of placing the vapor membrane over the granular layer include the following:
. The moisture emission rate is achieved faster.
. Eliminates a potential water reservoir within the granular layer above the membrane.
. Provides a "slip surface';, thereby reducing slab restraint and the associated random cracking.
If a membrane is to be used in conjunction with a granular layer, the approach recommended depends 011 slab usage and the
construction schedule. The vapor membrane should be placed above the granular layer when:
. Vapor sensitive floor covering systems are used to vapor sensitive items will be directly placed on the slab.
. The area will be humidity controlled, but the slab will be placed before the building is enclosed and sealed from rain.
. Required by a floor covering manufacturer's system warranty.
The vapor membrane should be placed below the granular layer when:
. Used in humidity controlled area (without vapor sensitive coverings/stored items), with the roof membrane in place,
and the building enclosed to the point where the precipitation will not intrude into the slab area. Considerations
should be given to slight sloping of the membrane to edges where draintile or other disposal methods can alleviate
potential water sources, such as pipe or roof leaks, foundation wall damp proofmg failure, fire sprinkler system
activatioII, etc.
There may be case:, where memurane placement may have a detrimental effect on the subgrade support system {e.g., expansive
soils). In these cases, you decision will need to weigh the cost of subgrade OptiOIIS and the perfonnance risks.
PRIOR LAKE
INSPECTION RECORD
.
SITE ADDRESS 1~$If~ fJ/~tF ~/) *.
NATURE OF WORK IIIEW Fi.. """11""" ~~jw,'NDP sr.IfI('6€
USE OF BUILDING s: P; /) . ;- - .
PERMIT NO. O~. 0/12- . DATE ISSUED ""ll/,/O" .
CONTRACTOR ~4 ~ PHONE"a""-'7~
NOTE: THIS IS NOT A PERMIT FOR ANY OF THE INSPECTIONS BELOW
THE PERMIT IS BY SEPARATE DOCUMENT
.-
DEPARTMENT OF
BlHLDING AND INSPECTION
I FOOTING ~/ f ",~'l-v0
-,;
I FOUNDATION (Prior to Backfill) I l/W / I "'y.-l "'().,
PLACE NO CONCRETE UNTIL ABOVE HAS BEEN SIGNED
UGH - INS
INSPECTOR
...
DATE
: ,
f;
FRAMING
INSULATION
ELECTRICA
~
BUILDING
ELECTRICAL
COVER NO WORK UNTIL ABOVE HAS BEEN SIGNED
I I
FINALS
I
~)
vtt~~
~- ,/
3-101J&
I
DO NOT OCCUpy UNTIL ABOVE HAS BEEN SIGNED
NOTICE
This card must be posted near an electrical service cabinet prior to rough-in inspections
and maintained until all inspections have been approved. On buildings and additions
where no service cabinet is available, card shall be placed near main entrance.
FOR ALL INSPECTIONS (952) 447-9850
CITY OF PRIOR LAKE
INSPECTION NOTICE
SCHEDULED
ADDRESS
fl ~ fLc1
OWNER
CONTR.
PHONE NO.
PERMIT NO.
o FOOTING ~~ I
)TFOUNDATION
o FRAMING
o INSULATION
o FINAL
o SITE INSPECTION
o PLUMBING RI
o MECH RI
o WATER HOOKUP
o SEWER HOOKUP
o PLUMBING FINAL
o MECH FINAL
COMMENTS:
kdci
r'IA.J,...a VI' t ~
DATE TIME
~/o-c:r-
t;-//L
o EXIGRADIFILLlNG
o COMPLAINT
o FIREPLACE RI
o FIREPLACE FINAL
o GASLINE AIR TST
o
~~
h (70."\-+
------=
/' / I,
( {/( ()~
\
~
_.__...~
~L ')
./
-------
- -
pTWORK SATISFACTORY, PROCEED
o CORRECT ACTION AND PROCEED
o CORRECT WO~~L ~EINSPECTION BEFORE COVERING
Inspector: II V Y Owner/Contr:
CALL 44~.9850 FdR THE NEXT INSPECTION 24 HOURS IN ADVANCE.
lNSNOTl
CODE REQUIREMENTS ARE FOR YOUR PERSONAL HEALTH & SAFETYI