HomeMy WebLinkAboutPacket, Pre PLANNER 6/10/2011
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PRE-SUBMITTAL
DISTRIBUTION LIST:
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Date Distributed: to -I 3 -( !
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v Jackie Murdoch - Building I' ~)
./ Gilbert GordonlMelissa Fechtel-.J . PoMt-} rll ~
/ Michael J"iebler - Traffic ~ 0 - eM- i
/MattStouder-Public Works/Engi~ vrt~SLLJl-?~ pi1
Chris Moorhead, Surveying I ~ b.-u _
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JUN 1 0 2011
By: Ptt~StJ?~ PnAd-
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City of Springfield
Development Services Department
225 Fifth Street
Springfield, OR 97477
541-725-3753 Phone
541-726-3689 Fax
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OREGON
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Pre-Submittal Meeting
Case Number Assigned:
PREll-000l3
Date Submitted:
06/10/2011
Project Name:
Project Description:
Fred Meyer Fuel Facility
Pre-submittal meeting to install a 10-station fuel facility at the Fred Meyer
store at 650 Q Street
Application Type:
Job Address:
Pre-Submittal Site Plan Tentative
Assessor's & Tax Lot #:
650 Q ST
1703262405500
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DISCLAIMER: Applications will not be exempt from Development Code or procedural amendments that may occur between the
time of the Pre-Submittal Meeting and Submittal of the Application for Development Review. Please contact our office at
541-726-3753 with any questions or concerns.
A Planner will be assigned the following business day and will contacfyou to confirm tbe meeting date and time.
PRt.~UBMITTAl REC'O
JUN 1 0 2011
C:\temp\Pl]RM_PRESUB {8E827F76-12BA435B-A461-4D65A 15E8D3D}.rpt
6/13/2011
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Pre-Submittal Meeting
Development Services Department
Room 615/616
PRE-SUBMITTAL tvlEETING DATE: Friday, June 17,2011
1. PRE-SUBMITTAL MTG #PREll-00013 (SitePIanTentative) - FRED MEYER $346
Assessor's Map: 17-03-26-24 TL 5500 Project # PRJ2010-00001
Address: 650 "Q" Street
Existing Use: Fred Meyer Store
The applicant submitted plans to construct a retail fueling facility with five (5) multi-product dispensers
for a total of 10 fueling positions.
Meeting DatefTime: Friday, June 17, 2011 11:00 - noon DSD 616
Planner: Andy Limbird
PRE-SUBMIlTAL REC'O
JUN 1 0 2011
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ICity of Springfield
Development Services Department
225 Fifth Street
Springfield, OR 97477
Site Plan Review
Required Project Information (Applicant: complete this section)
A Iicant Name: Jim Coombes
Phone: 503 797-5617
Com an :
Address:
Fred Me er Stores Inc.
Fax:
503 797-3539
3800 SE 22nd A venue., Portland, OR 97242
A licant's Re .. Chris Ferko
Phone: 425 251-6222
Com an :
Bar hausen Consultin En ineers Inc.
Fax:
425 251-8782
Address:
18215 72nd Avenue South, Kent W A 98032
Owner:
Phone: 415.536-1061
Fax: 415.536-1097
Com an Metro oliran Life Insurance Com an
Address:
425 Market Street, Suite 1050, San Francisco CA 94105
ASSESSOR'S MAP NO: 17032624
TAX LOT NO S : 05500
650
7.76 AC
Acres
uare Feet
Pro osed Name of Pro'ect: Fred Me erFuelCenter
Description of
Pro osal:
If you are filling in this form by hand, please attach your proposal description to this application.
Construction of a retail fuelin fadli with five multi- roduct dis ensers.
Existin Use:
Si natures: Please si
. -.
Associated A Iications: ILi P 1/1 - 0 00/3
Case No.: P t2--E
-0001
Date: i, 10 ;;l..o" Reviewed b
cL
A Iication Fee:
o
Posta
TOTAL FEES:
PROJECT NUMBER: P 1\5 'z..o 10- 000
PRE.SUBMITTAl REeD
JUN 1 0 2011
Revised 1/1/08 Molly Markarian
1 of 10
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Signatures
The undersigned acknowledges that the information in this application is correct and accurate.
Applicant:
S e.G A 1:--t-o.. c..hd
Signature
Date:
Print.
If the applicant is not the owner, the owner hereby grants permission for the applicant to act in his/her behalf.
Owner:
6 €- t. A- -H- C1 C)'1 eoC
Signature,
Date:
Print
PRE.SUBMITTAl REC'D
JUN 1 0 2011
Revised 1/1/08 MoHy Markarian
2 of 10
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ATTACHMENT TO SITE PLAN REVIEW MINOR MODIFICATION
BY "PROPERTY OWNER" (RECORD OWNER OF UNDERLYING LAND)
For Fred Meyer Stores, Inc. Site at Springfield, OR
Assessor's Map No. 17032624 - Tax Lot No 05500
Metropolitan Life Insurance Company, a New York corporation ("Met"), has executed the
referenced application or document (the "Application") solely because Met is record owner of
the subject property and solely in its capacity as record owner. Fred Meyer Stores, Inc. ("Fred
Meyer") is the tenant and operator of the subject property. This Application is filed by Fred
Meyer in furtheral1ce of Fred Meyer's plan to install, operate and maintain the proposed
improvements which are the subject of this Application. All statements, representations and/or
certifications by Met as to information set forth in the Application are made on information and
belief, in reliance on information provided by Fred Meyer. Fred Meyer shall be responsible for all
matters, costs and expenses in connection with the Application, including, without limitation, the
design, installation, operation and maintenance of the proposed improvements which are the
subject of this Application.
METROPOLITAN LIFE INSURANCE COMPANY,
a New York corporation
By: />.
Printed ~e:
Title:
6iI-
Date:
ID
,2010
Address:
425 Market Street, Suite 1050
San Francisco, California 94105
PRE-SUBMITIAl REC'O
JUN 1 () 1.0"
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JOINDER BY FRED MEYER STORES, INe.
TO
SITE PLAN REVIEW MINOR MODIFICATION
For Fred Meyer Stores, Inc. Site at Springfield, OR
Assessor's Map No. 17032624 - Tax Lot No 05500
Fred Meyer Stores, Inc., an Ohio corporation, as tenant, and Metropolitan Life Insurance
Company, a New York corporation ("Met"), as landlord, are parties to a Lease Agreement
originally dated October 22, 1986, as assigned and amended (as assigned and amended, the
"Lease "). The undersigned has prepared, reviewed and approved the terms of the referenced
application or document (the "Application") and hereby consents to and joins in the foregoing
Application. The undersigned has prepared the Application, is responsible for the information set
forth in it, and is responsible financially and in all respects for the Application and for the design,
installation, operation and maintenance of the proposed improvements which are the subject of the
Application. Further, the undersigned agrees that its right, title and interest as tenant in and to the
Met property shall be subject to such Application, and that such Application shall be for all
purposes treated as if it was one of the existing encumbrances affecting the Met property as of the
original date of such Lease, with respect to which the undersigned is obligated by the terms of the
Lease to comply with, observe and perform the terms and all obligations imposed on the fee
owner under such Application.
. th
Dated this 015 day of M r:J...j
FRED MEYER STORES, INC., an Ohio corporation
By: 72;!el1JL.
Robert Currey-Wilson
Vice President
,2010
PRE-SUBMITTAL REC'O .
JUN 1 0 2011
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SITE PLAN REVIEW APPLICATION
NARRATIVE AND FINDINGS
FRED MEYER FUEL CENTER
650 Q STREET, SPRINGFIELD, OR
JUNE 2011
I. FRED MEYER FUEL CENTER OVERVIEW
Fred Meyer proposes to add a fuel center to its existing store located at 650 Q Street, Springfield, Oregon. Following
is an overview of the proposal.
. The Facility: The proposal is to construct an accessory Fred Meyer fuel center consisting of a 29- by 145-
foot (4,205-square-foot) canopy with an 8- by 14-foot (112-square-foot) cashier's kiosk. The facility will
provide five (5) multi-product dispensers for a total of 10 fueling positions. The project will operate for 24
,hours/7 days a week and will be fully attended pursuant to Oregon State law.
Fuel will be stored in one 20,OOO-gallon dual tank and one 18,000-gallon regular tank. Both underground
tanks are double-walled fibergiass. The tanks and associated piping will be continually monitored by a
sensitive leak detection system that will provide positive shutdown in the event a leak is detected. The
tanks will be registered with the State, as required for all new underground storage tank installations.
. Safety: The Fred Meyer Gasoline facility will be staffed by full-time attendant(s) during all business hours in
accordance with Oregon State law. Fred Meyer Gasoline facility employees are professionally trained in all
aspects of emergency response and facility maintenance. In addition, the Fred Meyer Gasoline facility is
equipped with closed circuit television cameras, highly visible emergency pump shutoff switches, a spill
cleanup kit and fire extinguishers. Dispensers and fill ports are equipped with overfill protection and vapor
recovery systems. The alarm system is tied directly to the main store. Please refer to the DWP Overlay
Permit narrative for more information on the environmental safeguards integrated into the design.
. Parking: The project will bring parking below the required amount by approximately 127 stalls. Fred Meyer
is therefore seeking an administrative parking reduction pursuant to Section 4-6.110 of the Springfield
Development Code. A parking demand study has been prepared for this project that demonstrates that the
future parking occupancy rate will be 55% after the fuel center is constructed. Please note that the parking
study does not account for the proposed restriping of 32 parking stalls along the north property line, and
therefore reaches the 55% conclusion based on fewer available stalls (378 instead of 410).
II. SITE PLAN REVIEW CRITERIA
The Director shall approve or approve with conditions: a Type II Site Plan Review application upon determining that
approval criteria A. through E., below have been satisfied. If conditions cannot be attached to satisfy the approval
criteria, the Directorshall deny the application.
A. The zoning is consistent with the Metro Plan diagram, and/or the applicable Refinement Plan diagram,
Plan District map, and Conceptual Development Plan.
PRE.SUBMITIAl REC'D
JUN 1 0 lOn
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The fuel center is a permitted use in the underlying zoning district and is consistent with the above
plans.
B. Capacity requirements of public and private facilities, including but not limited to, water and
electricity; sanitary sewer and stormwater management facilities; and streets and traffic safety
controls shall not be exceeded and the public improvements shall be available to serve the site at the
time of development, unless otherwise provided for by this Code and other applicable regulations.
The Public Works Director or a utility provider shall determine capacity issues.
The project will tie into existing utilities with adequate capacity for water, power, and sanitary sewer
service. The project will provide additional stormwater pretreatment and infiltration, which will lessen
the impact on the City storm system. The project will mitigate impacts as needed to meet City standards
for the street and transportation system - see the transportation impact analysis for more detail.
C. The proposed development shall comply with all applicable public and private design and construction
standards contained in this Code and other applicable regulations.
The project will meet all bulk development standards as described in the development code, including
setbacks and height. Fred Meyer is requesting an administrative parking exception supported by a
parking demand analysis. The project is subject to a Drinking Water Protection Overlay District.
Development approval for wellhead protection, and all conditions of approval required therein for
wellhead protection.
D. Parking areas and ingress-egress points have been designed to: facilitate vehicular traffic, bicycle and
pedestrian safety to avoid congestion; provide connectivity within the development area and to
adjacent residential areas, transit stops, neighborhood activity centers, and commercial, industrial
and public areas; minimize driveways on arterial and collector streets as specified in this Code or
other applicable regulations and comply with the ODOT access management standards for State
highways.
The project will utilize existing driveways to facilitate traffic. As an accessory use, the majority of trips to
the site will be from pass-by and internally captured trips, which will result in a nominal impact on the
roadway level of service. The fuel center will be one-way in circulation to facilitate tne efficient queuing
and travel of vehicles through the facility. The existing transit stop will remain. NoODOT approval is
required for access to State highways.
E. Physical features, including, but not limited to: steep slopes with unstable soil or geologic conditions;
areas with susceptibility of flooding; significant clusters of trees and shrubs; watercourses shown on
the WQLW Map and their associated riparian areas; other riparian areas and wetlands specified in
Section 4.3-117; rock outcroppings; open spaces; and areas of historic and/or archaeological
significance, as may be specified in Section 3.3-900 or ORS 97.740-760, 3S8.90S-9S5 and 390.235-240,
shall be protected as specified in this Code or in State or Federal law.
The project to our knowledge does not fall into any of the categories described above.
PRE-SUBMITIAL REC'D
JUN 1 0 2011
2
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A C K...E..bJLl..E
C.E tE BRA Tl NG 50 YEAR 5
May 13, 2010
Fred Meyer
Attention: Iames'Coombes
3800 SE 22'd Avenue
Portland, Oregon 97202-2999
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Re: Fred Meyer Springfield Fuel Facility
Parking Study
Project Number 2100036.00
Dear Mr. Coombes:
Group Mackenzie has prepared this parking study for the existing Fred Meyer Springfield
store, located at 650 Q Street, Springfield, Oregon, in response to the City of Springfield
parking study request. Existing parking demand and availability are compared to anticipated
demand and availability with the proposed fuel facility. The following addresses existing
conditions, the proposed development, and future parking conditions.
EXISTING CONDITIONS
For study purposes, the Fred Meyer parking lot was divided into five areas and the number of
spaces in each area was counted. A figure depicting the parking areas ~nd the spaces in each
is attached. It should be noted, shopping cart corrals, overstock merchandise, and equipment
render a portion of the existing parking spaces unusable or inaccessible. The proposed fuel
facility will be located in Area 4. .
Group
Mackenzie,
Incorporated
To determine parking demand, a survey was conducted between I I :00 AM and I :00 PM on a .
Saturday. Based on transaction data, this period typically represents the busiest time for the
store and also likely parking demand. The survey was conducted on Saturday April 3, 2010,
the Easter holiday weekend, which has a higher-than-average parking demand. Occupied
parking spaces in each area were counted approximately every 15 minutes during the study
period. Table I presents peak parking occupancy rates for individual areas and for the total
site for this holiday weekend.
Architecture
Interiors
Struclural
Engineering
i i
. ;
TABLE 1 - EXISTING PEAK PARKING DEMAND
Area (Location) Usable Peak Time Occupied Occupancy
. Parking Spaces' Period Spaces Rate
Area 1 East) 28 12:00-12:15 27 96.4%
Area 2 South) 170 12:15-12:30 149 87.6%
Area 3 Southwest) 43 12:45-1:00 32 74.4%
Area 4 (West) 97 12:30-12:45 47 48.5%
Area 5 (Northwest) 137 12:45-1 :00 43 31.3%
'__'N_~' ..........u........,_.., ...._,~.. ....., .-.'_.... -"."" ,,-".. -,.,. .-,..- '."...-.,-.... .,.., "',-- ~ - '"--0' . "-'--'
Total Site (All Areas)' I 475 112:15-12:301 275 57.9%'
Civil Engineering
land Use Planning
Transportation
Planning
landscape
A,,:hileC!Ure
Locations;
Portland, Oregon
Seattle,Washington I
VMcouver:Washington I
i
i
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, Peak parking lot occupancy is measured during the peak 15-minute time period.
PRE-SUBMITTAL REC'D
H:\PROJECTS\210oo36001 WPIL TRIJ 005 J 3-PacJ,\J;llld':LoP 2011
p
.
.
Fred Meyer
Fred Meyer Springfield Fuel Facility
Project Number 2100036.00
May 13,2010
Page 2
As presented in the previous table, the site currently has 475 usable parking spaces. Peak
parking occupancy of 57.9% occurred from 12: 15 to 12:30 PM on the holiday weekend.
Overall, a large amount of parking capacity remains available even during peak periods.
As also presented in the table, parking areas near the store entrances ~Areas 1,2, and 3) have
higher occupancy rates than those further from the entrances (Areas 4 and 5). Within Area 4
(the proposed fuel facility location), which is not adjacent to a store entrance, parking
utilization was lower than the total site average.
Typical Parking
Because the parking survey was conducted on a holiday weekend, the data needs to be
adjusted to reflect typical parking demand for non-holiday periods. Using 5 weeks of store
transaction data, a rate was established between transactions and occupied parking spaces,
based on the number of transactions occurring during the peak parking demand time period.
Using this rate, the peak parking demand for each day of the week was calculated. The
following table presents the calculated peak parking demand and occupancy rates for each day
during the five week period.
TABLE 2 - CALCULATED PARKING DEMAND AND OCCUPANCY RATES
Day of the Week Occupied Spaces Occupancy Rate
Holiday (surveyed) 275 57,9%
Sunday 206 43.4%
Mondav 217 45.7%
Tuesday 204 42.9%
Wednesday 201 42.3%
Thursday 193 40.6%
Friday 206 43.4%
Saturday 217 45.7%
As presented in the previous table parking demand for a typical day 'is anticipated to be less
than holiday parking demand.
FUTURE PARKING CONDITIONS
With the proposed fuel facility, all 97 spaces in Area 4 will be removed, resulting in a total of
378 available parking spaces at the store. Within Area 4, a peakof47 vehicles was observed
during the holiday survey. Because this parking is further from the main store entrances, it is
expected the parking demand during a typical day is much less. These vehicles will likely
parkin lot 5 immediately to the north, and near the garden center entrance.
With the resulting parking reduction, 378 spaces will remain (475'97). Future occupancy
rates with the proposed fuel facility were calculated, and are presented in the following table
for both typical and holiday days.
PRE.SUBMITTAL REC'D
JUN 1 0 2011
H,IPROJECTSI21000J600\WPIL TR\ I 00513-Packing Study.do<:
.
.
Fred Meyer
Fred Meyer Springfield Fuel Facility
Project Number 2100036.00
May 13,2010
Page 3
r
TABLE 3 - FUTURE CALCULATED OCCUPANCY
Dayol the Week Occupied Spaces Occupancy Rate
Holiday 275 72.8%
Sunday 206 54.5%
Monday 217 57.4%
Tuesday 204 54.0%
Wednesday 201 53.2%
Thursday 193 51.1%
Friday . 206 54.5%
Saturday 217 57.4%
As presented in the previous table, the future occupancy rate with the proposed fuel facility is
approximately 55% for a typical day. Based on Fred Meyer supplied information, this is an
acceptable occupancy rate.
In the proposed fuel facility area, parking spaces, drive aisles and circulation patterns will be
modified. The high-use parking areas (Areas. 1-3) will remain unaltered. Because the parking
spaces being eliminated have low utilization, most customers will experience little, if any,
change in their current shopping or parking patterns.
CONCLUSIONS
Overall, existing parking availability is currently adequate, with a peak occupancy rate of
approximately 58% on a holiday weekend, and 46% on a non-holiday day. With the proposed
fuel facility, the parking occupancy rates will increase to 73% and 57%, respectively.
Parking utilization in the proposed fuel facility location is much lower than the site average.
Further, because the parking spaces being eliminated are further from store entrances in the
less utilized area, parking redistribution is anticipated to be negligible.
If you have any further questions or concerns, please feel free to contact us.
Sincerely,
~r&-s-
Christopher Clemow P.E., P.T.O.E
,
Enclosures:
Parking Areas Exhibit
Overall and Detailed Site Plans
Parking Survey Data Sheet
c:
Chris Ferko - Barghausen Consulting Engineers
Brent Ahrend - Group Mackenzie
PRE-SUBMIlTAl REC'D
JUN 1 0 2011
H,IPROJECTS\21 00036001 WPIL TRI 1 00513-Parking Study.doc
Pa~kjng Lot Surve.rea Locations - Fred ~er Springfield, Oregon
PRE.SUBMlTIAL REC'D
JUN 1 0 2011
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PRE-SUBMITTAL REC'O
JUN 1 0 2011
/.
. ..
Branch Engineering, Inc.
Corporate Headquarters
(541) 746-0637
3105" Street
Springfield, OR 97477
Salem Engineering Office
(503) 779-2577
147 Commercial Street NE, Suite 10
Salem, OR 97301
Principals
M. Lane Branch, PE
Damien Gilbert, PE
Renee D. Clough, PE, PLS
Rene' Fabricant, PE;SE
Ronald J. Derrick. PE. GE
www.BranchEngineering.com
May 5,2010
Fred Meyer Stor~s lnc.fKroger Company
3800 SE 22nd Avenue
Portland, Oregon 97202
Attn: Mr. James Coombes
RE: GEOTECHNICAL INVESTIGATION
PROPOSED FUELDING FACILITY ADDITION
650 Q STREET - FRED MEYER STORE #328
SPRINGFIELD, OREGON .
Branch Engineering IDe. Project No. lO-06SA
In accordance with our March 12,2010 proposal, Branch Engineering Inc. (BEl) has performed a
geotechnical engineering investigation for the proposed construction of a fueling facility in the parking lot
of the existing Fred Meyer store in Sprinifield, Oregon. The approximately l50'x200' proposed fueling
site is to be located on the west side of the store fronting Fifth Street and will consist of underground
storage tanks and a canopy structure above the fuel islands. Two exploratory borings were advanced on
the subject site at the approximate locations shown on the attached Figure 1. The accompanying report
presents the results of our site research, field exploration and testing, data analyses, and our conclusions
and the recommended geotechnical design parameters for the project. Based on the results of our study,
no geologic hazards were identified at the site. The site is suitable for the planned development, provided
that the recommendations of this report are implemented in the design and construction of the project.
Please contact the undersigned if you have any questions regarding this report.
Sincerely
Branch Engineering Inc.
.- r-----'--.
\ \ tl~El-""I\'; I
\ ~ \. ~.l" _. _"....'" ~ ./ ~ ./
\" ~ ',,!,-!. I 5._~~~-..-~ G/,
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-'-
Expires: December 31, 2011
PRE-SUBMI1TAl REC'D
JUN 1 0 2011
~onald 1. Derrick, P.E., G.E.
Principal Geotechnical Engineer
.'
CIVIL
STRUCTURES
TRANSPORTATION
GEOTECHNICAL
SURVEYING
.
Fred Meyer Store #328
Springfield, Oregon
.
TABLE OF CONTENTS
1.0
INTRODUCTION.................................................................................................................................3
1.1
1.2
1.3
Project and Site Description.................................................................................................................3
Scope of W ork...............;................................._...........................................................................................3
Site Information Resources ................................................................................................................4
2.0
SITE SUBSURFACE CONDITIONS ..............................................................................................4
2.1
Ground Water ...........................................................................................................................................4
3.0
3.1
3.2
GEOLOGIC SETTING......................................................................................................................4
Regional Geolog)" .....'.......................................................................................................................................5
Site G~ology ............................................................................................................~.................................5
4.0
CONCLUSIONS.............................................................................................................................................5
5.0
5.1
5.2
5.3
RECO~ENDATIONS........................................................................................................................5
Site Preparation, Earthwork, and Foundation Subgrade Requirements........................................6
Utility Excavations ..............................................................................................................................6
Soil Bearing Capacity .........................................................................................~.....................................{j
5.4
FoundatioDs.........................................................................................................................................................'i
5.5 SlabslBeams-On-Grade ....................................................................................................................../
5.6 Soil Shrink/Swell Potential............................................................................................,....................,
5.7 Friction Coefficient and Earth Pressures...................................................:........................:..............
5.8 Wet WeatherIDry Weather Construction Practices .........................................................................1
5..9 Settlement....................................................................................................................................................~
5.10 Seismic Site Classification...................................................................................................................................~
5..11 Pavement Design .....................................................................................................................................~.....1
6.0 REPORT LIMIT A TIONS..................................................................................................................1
PRE-SUBMITTAL REC'O
JUN 1 0 2011
Branch Engineering, Inc.
PaQe 2 of 9
.
.
Fred Meyer Store #328
Springfield, Oregon
1.0 INTRODUCTION
This report presents the results and findings of Branch Engineering, Inc. (BED field observations, testing,
and research for the subject site. The site is located within an existing asphalt concrete paved parking
area on the west side of the existing Fred Meyer retail store. The address of the existing store is 650 Q
Street in Springfield, Oregon, see the Vicinity Map on Figure I. The site is in Section 26 of Township
17 South, Range 3 West of the Willamette Meridian (Latitude 44.06417N; Longitude -123.01873W).
The purpose of our investigation was to evaluate the subsurface soil conditions at the site and provide
geotechnical recommendations for the design and construction of the proposed automobile fuel
dispensing facility.
1.1 Project and Site Description
The proposed project will encompass an approximately l50'x200' area of the existing parking lot with
five fuel islands, undergro,und fuel storage tanks, and a canopy structure over the fuel islands. The
existing surface of the site is paved with about 2-inches of asphalt concrete and it appears that two light
standards are within the footprint of the proposed fueling facility. The site is relatively flat and is at an
approximate elevation of 452 feet above mean sea level. The immediate vicinity of the site is developed
residential and commercial.
1.2 Scope of Work
Our scope of work included a site visit and subsurface investigation on April 23, 20 I O. Two exploratory
borings were advanced using a trailer moun!ed flight auger drill rig equipped with a 140 pound slide
hammer for Standard Penetration Test sampling. Portable dynamic probe field testing was used to
correlate to the in-situ California Bearing Ratio of the near surface site soiL The approximate locations oj
the borings are shown on Figure I. Representative samples were collected for laboratory in-situ moisture,
shrink/swell potential, and Atterberg limit testing. Field log summaries of the site borings are presented
in Appendix A, along with copies of nearby well logs from the Oregon Department of Water Resources
on-line database and the NRCS Soil Survey for the area.
All borings were backfilled with the bentonite pellets native material immediately after completion of
logging and capped with cold patch asphalt. Below the pavement section, the site stratiliaphy generally
consists of 1- to 2-feet of soft to medium stiff silty clay with gravel that was likely imported or on-site
derived fill material at the time of store construction before transitioning to moist brown native silty clay.
Dense sand and gravels were encountered between 6- and 7-feet below surface grade. Well logs in the
area indicate similar conditions to those encountered in our site borings.
The soil was visually classified in accordance with the American Society of Testing and Materials
(ASTM) Method D-2488. In-situ field testing consisted of vane shear testing, and dry strength, and
dilatency testing when samples were retrieved. Representative samples were collected from the borings
for further visual inspection and laboratory testing. . The results of field and laboratory tests are presentee
on the boring logs in Appendix A.
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Fred Meyer Store #328
Springfield, Oregon
1.3 Site Information Resources
The following site investigation activities were performed and literature resources were reviewed for
pertinent site information:
. Review of the United States Department of the Interior Geological Survey (USGS) on-line
Quadrangle Map, 7/1/1975.
. Review of on-line aerial photograph of site area on 7/30/2000.
o Two exploratory probe borings were advanced on site at the approximate locations shown on
Figure 1.
o Review of the Lane County area Web Soil Survey, United States Department of Agricultural
(USDA) Natural Resources Conservation Service (NRCS)
. Review of the USGS Geologic Map of Oregon, USGS 1991
. Review of Oregon Department of Water Resources Well Logs
2.0 SITE SUBSURFACE CONDITIONS
The near surface soils within the project area consist of Pleistocene age, semi-consolidated alluvial terraCl
deposits of clay, silt, sand and gravel from the flood-plain influence of the Middle Fork of the Willamette
River and the McKenzie River. The NRCS Web Soil Survey maps the site as part ofthe Salem-Urban
land complex, which is described as a well drained, mixed alluvial terrace deposit. This soil description
and those of nearby well logs are consistent with the observed field conditions.
2.1 Ground Water
A static ground water level was measured in the two site borings at depths of 10- and I O.S-feet below
surface grade. Well logs in the area indicate ground water levels as high as 8-feet and as low as II-feet.
The water levels are expected to fluctuate with season and river levels, as well as the operation of a
nearby ground water extraction well used for domestic water supply purposes in the summer season.
Ground water may impact the installation of the underground tanks depending on the time of
construction. It is recommended that the tanks be designed for buoyant forces and some dewatering may
be required for installation.
3.0 GEOLOGIC SETTING
The following sections described the regional and local site geology. Our field findings are consistent
with the geologic mapping ofthe site area by the Oregon Department of Geology and Mineral Industries
(Walker & MacLeod, \99\).
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Fred Meyer Store #328
Sprini:field, Oregon
3.1 Regional Geology
The subject site lies within the mid-valley portion of the WiIlamette Valley Geomorphic Province
(WVGP), east of the Coast Range and west of the Cascade Mountains Provinces. The wvGP is a
.regionallowland that extends from just south of Eugene, Oregon to Vancouver, British Columbia. In
Oregon, this alluvial plain is approximately 130 miles long and 20- to 40-miles wide (Orr and Orr, 1996).
The WVGP is drained by the north flowing WiIlamette River.
The Willamette River Valley in the area ofthe subject site is believed to be underlain by undifferentiated
sedimentary rock, tuffs and basalt from the Miocene and Oligocene epochs (approximately 15 to 35
million years ago). Deposits of silt and clay from fluvial and lacustrine environments covered the
bedrock to various depths during the presence oflow energy streams and lakes in the mid WiIlamette
Valley. Subsequent compression forces and uplifting of the Cascade and Coast Range Mountains
depressed the Willamette River Valley. The rapid uplift ofthe Cascade and Coast Range mountains
steepened stream gradients causing increased erosion of the mountains and resulting deposition of gravel
layers incised within the fluvial and lacustrine deposits.
Approximately 13,500 years ago the Willamette Valley was cyclically flooded by catastrophic breaks in
the ice dams of Lake Missoula. These flood events filled the valley to a depth of about 350 feet before
retreating, causing sequences of upward fining deposits of silt and clay that mayor may not still be
present in areas depending on erosion by subsequent creek and river actions.
3.2 Site Geology
The observed site conditions are consistent with the mapped geology of the site and that of the general
geologic setting described above. The subject site is underlain by varying mixtures of clay, silt, with
sand/gravel deposits at about 6 feet below the surface. The site is mapped as Pleistocene age semi-
consolidated lacustrine deposits of clay, silt, sand, and gravels. The nearest mapped faults are located in
the foothills east of the site. These faults are not known to be active; however, seismic activity is not
uncommon in the Willamette Valley as evidenced by the ]993 Scotts Mills Earthquake east of Salem that.'
registered a 5.6 Richter magnitude.
4.0 CONCLUSIONS
Based on our field observations, subsurface explorations, and data analyses, we conclude that the site is
geotechnically suitable for the proposed development provided that the recommendations of the report are
incorporated into the design and construction of the project. There are no specific site features or
subsurface conditions observed that will impede the proposed building design or construction; however,
design provisions are recommended for encountering ground water extraction due to the underground
tank installation.
S.O RECOMMENDATIONS
The following sections present general recommendations for site preparation and grading, drainage,
foundations, and utility excavations.
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Fred Meyer Store #32:
Springfield, Oregol
5.1 Site Preparation, Earthwork, and Foundation Subgrade Requirements
The following recommendations are for earthwork in the building foundation areas. Earthwork shall be
performed in general accordance with the standard of practice as generally described in Appendix J of the
2007 International Building Code.
All areas intended to directly or laterally support structures or accessway/parking areas shall be stripped
of vegetation, organic soil, fill, and/or other deleterious material. These strippings shall either be
removed from the site or used in landscape areas. The Geotechnical Engineer shall observe and approve
sub grade soils prior to placement of construction materials. The placement of fill on site is not
anticipated.
The shallow foundation areas will require approximately 2-feet of ex caval ion to remove pavement, base
rock and soft soil. Foundation excavations shall extend at least 6-inches beyond the outer edge of the
designed concrete footings and grade beams. The subsurface conditions observed in our site investigation
borings are consistent; however, the two site borings on Iv represent a verv small portion of the site and
should soft or unsuitable soils extend to a depth greater than that described herein, or areas of distinct soil
variation be discovered, this office shall be notified to perform site observation and additional excavation
mav be required.
BEl recommends that a geotextile separation fabric, meeting the specifications in Appendix B, be placed
atop the foundation subgrade approved by a BEl representative and covered with at least 8-inches of
nonexpansive,-granular material approved for use by the Geotechnical Engineer prior to delivery to the
site. Imported granular material shall be compacted to at least 95% of the material's maximum dry
density as determined by ASTM Method D- I 557 or 98% of ASTM Method D-698. All fill materials
shall be tested to measure compliance with project specifications. Foundation excavation and
construction shall either be performed during the dri season or positive drainage shall be provided so that
footing subgrades are not subjected to standing water. Due to the flatness of the site, berming and
covering of excavations may be required during the wet season to reduce water flow into footing
excavations. .
The tank excavation is anticipated to at leaSt 10 feet deep: commonly the excavation sidewalls will be
sloped at I: I (horizontal:vertical); however, based on the observed soil conditions, and provided that
excavation is done during the dry season and in a timely manner, the upper 5 feet of the excavation may
be sloped at 1: 1 and the lower 5 feet cut near vertical. Some sidewall caving or raveling of the gravels
may occur within the "Bar-Run" material that may require widening ofthe excavation or shoring.
Sidewall caving can be mitigated and worker protection enhanced by not allowing equipment or material
stockpiles near the top of excavation slopes.
5.2 Utility Excavations
Utility excavations in the site soils should stand near vertical to at least 5 feet in depth; some surface
sloughing and sidewall caving may occur due to perched ground water lenses or areas of non-cohesive
soil. Heavy equipment should not be placed within 10 feet of an open trench. The fine-grain soils are
classified as OSHA Type A. Utility excavations below the water table are not expected.
5.3 Soil Bearing Capacity
Based on the site observations, conventional spread footings are suitable for the proposed building. After
conformance with the aforementioned footing subgradc preparation recommendations, the allowable
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Fred Meyer Store #328
Springfield, Oregon
bearing capacity of native soil from 2- to 6-feet below ground surface is 1,500 psf and may be increased
by 500 psffor short term loading, such as wind and seismic events. The allowable soil bearing capacity
.ofthe Bar-Run material at about 6-feet below grade is 3,000 psf.
Periodic site observations by a geotechnical representative of BEl are recommended during the
construction of the project; the specific phases of construction that should be observed are:
Table I:
Recommended Construction Phases to be Observed by the Geotechnical Engineer
At completion of building foundation excavation Subgrade observation by the geotechnical
engineer before fabric and aggregate placement
Imported fill material Observation of material or inforination on
material type and source
Placement or Compaction offill material Observation by geotechnical engineer or test
results by qualified testing agency
5.4 Foundations
Continuous and/or isolated spread footings are suitable for the proposed site structure provided that the
above subgrade recommendations are implemented. The site soils are typical for the area and do not
require special concrete mixtures due to soil pH or resistivity conditions.
Although construction adjacent to existing structures is not expected, excavations within a 450 plane from
the base of an existing building or pole footing should always proceed with cautio~ and may require
shoring of the excavation sidewalls or underpinning of the existing footing.
5.5 SlabslBeams-On-Grade
After preparation of the subgrade as described in Section 5.1, those areas to be overlain by load bearing
concrete slabs or beam shall be underlain by a geotextile separation fabric and a minimum of 8-inches of
compacted granular material. A clean, free draining aggregate is recommended beneath structural slabs.
The modulus of subgrade reaction (k) of the soil at 2-feet below existing grade is ISO Ib/in3.
5.6 Soil Shrink/Swell Potential
A representative sample of the soil from 3-feet below existing ground suTface was tested for its free swell
potential by air drying a pulverized sample, hydrating, and measuring the pei-cent expansion of the .soil
column. The tested sample had a swell of 15%, which is considered to be a low potential for soil volume
changes due to moisture content variations. The shrink/swell potential ofthe site soils will not adversely
impact the proposed site development; however, it is recommended that the soils not be exposed to
extreme dry conditions. The site soils are also moisture sensitive and will soften with prolonged exposure
to precipitation.
5.7 Friction Coefficient and Earth Pressures
Provided that the proposed subgrade soils are relatively consistent across the site, lhecoefficient of
friction of these soils is 0.35, which may be increased to 0.45 for concrete poured atop at least a 8-inch
Branch Engineering, Inc.
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Fred Meyer Store #328
Springfield, Oregon
layer of crushed aggregate compacted to at least 95% of the materials maxinlUm dry density as
determined by ASTM Method D-1557 or 98% of ASTM Method D7~98.
The passive earth pressure of the soil within 6-feet ofthe existing ground surface are 250 pcf and the
upper 2-feet of the site soils should be neglected for design purposes. Below 6-feet into the Bar-Run the
passive pressure is 400 pcf
The active earth pressure for below grade walls or shoring is 35 pef provided there is no hydrostatic
pressure or surcharge loads.
5.8 Wet WeatherlDry Weather Construction Practices
Due to the moisture sensitivity of the fine-grain site soils, it is recommended that foundation sub grade
preparation be performed during the dry season, generally May through October. Construction during
the wet season will likely require special drainage considerations, covering of excavations, or additional
excavation and aggregate placement..
5.9 Settlement
The estimated total settlement of the canopy structure is not expected to exceed 0.75-inch and provided
that foundation loads are evenly distributed, differential settlement is not expected to exceed \I,-inch over
linear spans of 20 feet or between isolated footings greater than 10 feet apart
5.10 Seismic Site Classification
Based on the soil properties encountered in our site borings, field test results, and nearby well log
information, a Site Class D is recommended for design in accordance with Tables 1613.5.2 and 1613.5.5
of the 2007 Oregon Structural Specialty Code.
5.11 Pavement Design
The correlated California Bearing Ratio for the native silty clay within the upper 6-feet of the site is 4
thereby placing the soil in the poor subgrade class. Using the guidance of the 2003 revised Asphalt
Pavement Design Guide, published by the Asphalt Pavement Association of Oregon Based, a calculated
Structural Number of2.7,.and based On the criteria ofa 20-year design life with up to 75% reliability, the
recommended pavement section in areas of light vehicle traffic is 3 inches of asphalt concrete (AC) over
8 inches of aggregate base. Areas of heavy vehicle traffic, such as trucks and buses we recommend 4
inches of AC over 10 inches of base rock. Pavement subgrades shall be observed and proof-rolled prior
to placement of base rock, and the base rock shall be compacted to at least 95% of the material's
maximum dry density as determined by ASTM Method D1557 or 98% of ASTM Method D-698. BEl
recommends using a geotextil.e separation fabric between the sub grade and base rock. The base rock shall
be tested to measure compliance with this compaction standard prior to placement of asphalt concrete.
6.0 REPORT LIMITATIONS
This report has presented BEl's site observations and research, subsurface explorations, geotechnical
engineering analyses, and recommendations for the proposed site development. The conclusions in this
report are based on the conditions described in this report and are intended for the exclusive llse of Fred
Meyer Stores Inc. and their representatives for llse in design and construction of the development
described herein. The analysis and recommendations may not be. suitable for other structures or purposes. .
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Fred Meyer Store #328
Springfield, Oregon
Services performed by the geotechnical engineer for this project have been conducted with the level of
care and skill exercised by other current geotechnical professionals in this area under similar budget and
time constraints. No warranty is herein expressed or implied. The conclusions in this report are based on
the site conditions as they currently exist and it is assumed that the limited site locations that were
physically investigated generally represent the subsurface conditions at the site. Should site development
or site conditions change, or if a substantial amount of time goes by between our site investigation and
. site development, we reserve the right to review this report for its applicability. If you have any questions
regarding the contents of this report please contact our office.
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APPENDIX
A
BOltING LOG
SUMMAItIES, NEAItBY WELL LOGS, &
SOIL SUit VEY
;~'i.Ii.~~ :....' ~ . _,.,..' ......~...~.,,~ ~ . '_ _~::.,.". ":: _~" ':" .
. '.' '. . .". . . - -= ","." ,> .. '_, ..,....'-'.-c._.., _,.,L .
PRE.SUBMITTAl REC'D
JUN 1 0 2011
BRANCH HNGINEERING INC
3 10 FIFTH STREET
SPRINGFIELD, OREGON 97477
.
BORING 1
.
Page I of 2
PROJECT NUMBER:
DATE STARTED:
DATE COMPLETED:
10-065A
04-23-2010
04-23-2010
HOLE #: B-1
CREW: RJD
PROJECT: Fred Meyer Springfield
ADDRESS: 650 Q Street
LOCATION: Springfield, Oregon
SURFACE ELEVATION:
WATER ON COMPLETION:
HAMMER WEIGHT:
CONE AREA:
452
441.5
140 LBS
BLOWS CORRECTED SOIL DESCRlPTION SAMP COHESIVE SOIL MOIST DENS
DEPTH PER 6 IN BLOW COUW ASTM METHOD 02488 TYPE CONSISTENCY % ocf
- 2" Asphalt Concrete
- 4" Base Rock
- I ft Brown, slightly moist Silty Clay
- with gravel to 3' depth Med Stiff
-
- 2ft
-
-
- 3ft Brown, moist Silty Clay with 20.4 89.3
- 1m trace 3/8" diameter round gravel
-
- 4ft
-
-
- 5ft 3 10 SPT
- 6
- 43 46 Gravel in tip Dense
- 6ft Bar-Run Sandy Gravel
- Dense
-2m 39 80 SPT
- 7ft
-
-
- 8ft
-
-
- 9ft
-
-
- 3 m 10 ft Gravels Dense
- y
-
-
- II ft PRE.SUBMITTAL I EC'D
-
- JUN 1 0 20 1
- 12 ft
-
-
-4m 13 ft Drilling Refusal at 13 feet , - ~~---
Ground Water at 10.5 feet
z:\2010\10-065A B~1.XLS
.
BRANCH ENGINEERING INC
310 FIFTH STREET
SPRINGFIELD, OREGON 97477
.
BORING 2
.
Page 1 of 2
PROJECT NUMBER:
DATE STARTED:
DATE COMPLETED:
10-065A
04-23-2010
04-23-2010
HOLE #: B-2
CREW: RID
PROJECT: Fred Meyer Springfield
ADDRESS: 650 Q Street
LOCATION: Springfield, Oregon
SURFACE ELEVATION:
WATER ON COMPLETION:
HAMMER WEIGHT:
CONE AREA:
452
442
140 LBS
BLOWS CORRECTED SOIL DESCRIPTION SAM? COHESIVE SOIL MOIST DENS
DEPTH PER 6 IN BLOW COUNl ASTM METHOD D2488 TYPE CONSISTENCY % pcf
- 2" Asphalt Concrete
- 5" Base Rock
- 1ft Clayey Gravel to l'
- Dark brown to black, moist Soft
- Silty Clay with some gravel
- 2ft
-
-
- 3ft
- 1 m
- SPT
- 4ft 2
- 3
- 4 10
- 5ft
-
-
- 6ft
-
-2m
- 7ft 19 SPT Dense
- 40+ 63 Gravel in tip
- Bar-Run Sandy Gravel
- 8ft
-
-
- 9ft I
-
- ~
-3m 10ft Dense
-
-
-
- II ft
- RE-SUBMI1TAL I EC'D
-
- 12 ft JUN 1 0 20 1
-
- "
-4m 13ft
.~.~.-_.,.~--'-
,
z:\2010\1D-065A B-2.XLS
HOLE#' B-2
BORING 2 cont'd
Page 2 of 2
PROJECT: Fred Meyer Springfie . PROJECT NUMBER: 1O-065A
. BLOWS CORRECTED SOIL DESCRIPTION SAMP COHESIVE SOIL MOIST DENS
DEPTH PER 6 in BLOW COUN1 ASTM METHOD 02488 TYPE CONSISTENCY % pcf
-
- Bar-Run Gravels and cobbles Dense
- 14 ft with sand, rounded
-
-
- 15 ft
-
-
- 16 ft
-5m
-
- 17 ft
-
-
- 18 ft
- Drilling Refusal at 18 feet
- Ground Water at 10 feet
- 19 ft
-
-6m
- 20 ft
-
-
- 21ft
-
-
- 22 ft
-
-
- 7 m . 23 ft
-
-
- 24 ft
-
-
I
- 25 ft
-
-
- 26 ft
-8m
-
- 27 ft
- .
-
- 28 ft
- PRE.SUBMITTAl "EC'D
-
- 29.ft JUN 1 0 2111
-
-9m
.-.-- .
z;\2D1D\10-06SA B-2.XL~
~.. STATE OF OREGON a
I J>>\1I'lIUJRlNG WELLREPOlft'
(IS ""u1red by OIlS 537.765 /I: OAK 690.240-G9Sl
InstroctiODS for com Ie this rt 8ft on the last
(1) OWNERJPROJECP. WELLNU.
Nam< PacHi c Petroleum
P . O. Box -2803
Address
Cil'
Stale
(2) TYPE OF WORK:
LIfNL.
S07Sf
RECEIVW PPCOIRDS.95U
MAY 2 2 1996stmt Card 11 w-87997
or this form.
MW-2
WATER
SA
Zi
fX New constnJCfion
i--: Convenion
o Alteration (Repair-JRecondition)
o Deepening 0 Abandonment
(3) DRILLING METHOD
:J Kotary Air . 0 Rotary Mud
~ Hollow Stem Auger 0 Other
IA\ BORE HOLE CONSTRlICTION
V Yell No
Special Standard, 0 ~
Depth of completed well
v..UII{'...
~ft. .
V TO .
-.l.. rr. :
Seal
-1.f'
TO
---5. ft.
'-'
Filter
pack
~ft.
TO
...lil..ft.
DeBbie
18
ft.
ESGlJBOa\llllI't.OF WELL By legal description
M~AliiGON Coun'y Lane
Township Tl75 (No,@Range R;iW (EOf~S""tion Zb
1. NJ:" 1/4 of SW 1/4 of above section.
2. Either Street add"" of well location 5 th & Q Stat ion
1795 N. 5th Street. Springfield. OR 97477
or Tax lot n'umberof well location Unknown
3. ATIi\Cn MAPWITH WCATlON IDENTIFIED. Map sballlnelude
approximate scole tmd. north arrow. .
(7) STATIC WATER LEVEL:
8 f-t. below land surface.
Arte!lian Pressure ____ Iblsq. in.
llile 4-9-96
Date
(8) WATER REARJNG 7,ONF^<;:
o.pth at whkh .,.ter was n"t (otlnd 10 '
From 1b Est Flow Rate SWL
10' 18' 1 aom 8'
(9) WELL LOG:
Ground elevation
450'
Land surf~
Wlf~r-tight cover
Swface flush vault
l.ocking cap
Casing
diameter 2 in.
malerial 5ch. 40 PVC
II\:ldt:<J Threaded Olued
o []I 0
Liner
diameter ------ in.
material ------
II\:ldcd Tb,..ded GIRed
o
o
o
Material From To SWL
Gravel Fill O' 2'
Siltv Clay 2' 5'
SandY 'I 5' 18'
.
..- .. ---
'-'--. ..-
--- ., - ,-.-
rKt-~ Itl:\., U
" loUI
hUe started 4-9-96 Completed 4-9-96
.-
(uobonded) MoOltor W:lJ Constructor Cenihcsnon:
I certify thnt the work I performed on me construction, alteration. or
abandonment of this well is in compliance with Oregon well construction
~dard'i.. Materials used and information reponed above are true to Ihe heSt
lu10wlcdge and belief.
MWCNumber -----
11\:11",,1:
Malerial Benton; te
Amn""13/8" (200 lbs.
G,oul weigbt 14.1 1 bs./
Borehole diameter gal .
12 io.
&ntonitc p~ at IcIlSt J ft. thick
SC","
ma,erial 5ch. 40 PVC
intcrval(s):
From---===.. To
From---===- To
Slot size 0 ?n in.
Filter pack:
Material S 11 i ca Sand
Size 10-20 in.
(5) WELL TEST:
=: Pump 0 BaBer 0 Air 0 I-IlowingArteSl3n
Permeabiliry -----___ Yield __________ UPM
Conductivity ________ ~ -_________
'Iemperature of water 55 Depth mesian flow found -___ ft
Was Wakr analys~ done? OCJ Yes 0 No
By whom? Pa~;fi~ Northw~~t laborator;p~
Depth. of 'lr1lla 10 be analyled. From 10ft. to 18 n.
Remarks:
Signed
Da..
(bondc:d) Mooitur ~u Con$U\&cwr Certification:
r acrepa: responsibiliry fOf the construction. alreration. or abandnnment
worl< performed on this well daring the Cllnstruction dlIres reported ,bove. All .
Wjrk pcrf~ during. this time is in eompliuncc with Oregon well construction
s dards. nus n::~ IS true to the besr of my knowledge and belief. .
~.~ MW~Numlx:, la::>AA
Si", ~. ----;l Onle 5-9-96
."i:prn rnpvrnN" IlI"'Tf\ TUTJ)n.rn.~...n::D
Namenf~i!iing:C.eologi!\tIF.ngineer Mir.nitPl narl ing
ORIGINAL.!! F1RSTCOPY-WATF.R RFSOlJRCF_~ OFPARTMRNT
on-Boese & &OCI1tEeE4VE9
65 P'.IOCl C
Centennial Loop MAY 2 2 1996
Eugene, Oregon 97401 " Coleu""
(541) 484-9484 WATER REsOURCEd,R~
Fax: (541) 484-4188 SALEM, OREGON
. .". SCale:
'^"~
."3
'.'r~::~.. ;;~::';,"':-: .d" 1$oJ'.M.~~
...._:_..;... M ~ _~ I .
, ,.i.t:j:~':I' :.I_:.~;'~'.~: ~<P_I' ."
..-.~...:-... _L~-~-f-f-;.~-,...Li...":""'L.. :.~ e ,"'. v.
_.:=-'~:;'~;~J~;~~~~:r..~~' "..::"~ .::.,'~ ~,~ .
: r' ., ..~ t I L I
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, . .~ '.':.,'. .;-;~. ..: '0,'
~~,' .~_...~:'i='~..;'~:~~,:':i:i",", i 1.:":,._; ,d_:,.' :. :f:l~t~~:;, -...:. ~.....;-, -,....~. '.: I _f
L _ " '--"/~:.,,-~_. '-,/....
-'i.'- ~':.::~.ili...;." -.... .. ~ '(:1'...-- : . /1:11 .
: ".." '..! ... ;..:.\;1' " . 1.'-9
---.--.-...--.-....-...
. -,:1 :::--;~,.::L~'i.T::
--~ .~~~+~i-:-:~~::-
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. _. -:. . TtL~ ~ :-~-t --.. -
:'::'::--:::::-:-:::T ~~'. . :
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. . . ..-../" ~ ,', .
.: ~'bit ~~L~t.i".f ; +:~:~'.f ~.:~~'~:
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i:=~~.~ ~.- -::-~1I~t ~:)~!t-:t+~;
. . '...LLl:: + -1-'-'--' '-7-+ ----
-r;~ I . , - -n _!-!... - !-w-.~ I~
..L.. -.- i -r-l ",' '-~- .. --- r -..-.
i-:-; ..: ~.+';-i-i: '-t --:.~~~:-~--
. _.__............. . l . ~ ..
. . , I I . . .. ~ .
.. . .. ~ --.
v~ .",
~._--...:.'---
~:.:.', fti:J~',jJ
_aJ;jI-~;~''-n ..----..
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. 8'OO'E OF OREGON 241 9ffi
l\-ft>NIT6-RING WELLREPO ,; ,. L'
{as reqalred by ORB 537.765 & OAR 690.240.0 UG - 9 1894
Instructions for com IcOO thJs re art are on the son>>..., I
(1) OWNERlPROJECT. WELL NO. MW-' ~~i~~.'~~'bI~CA'I10NOFWELLBYlegaldescription
Name Kentucky Fried Chicken yreULx3u~:Co~~ . I~DP
Address 5605 North McArthur Blvd.. Suite 650 '\5wnship T17S (N~ge R3W lEo@5ecdoo
Ci\Y Irving State TEXAS ZiD 95038 ~ NW 1/4 of NW 1I4ofabov.secdoD.
(2) TYPE OF WORK: . ~. Either Stteotaddross Dfw.ll locauoo 650 "a" Street
I Sorinqfield. OR
ir Tax lotnomberDfweUlocauon 5503
~. ATL\.CH MAPWITH W=ON IDENTIFIED. Map sball include
,pproxirnate scale and north arrow.
f) STATIC WATER LEVEL:
. 11 Ft. below land surface.
esian Pressure Ib/sq. in.
[]I New construc!ion
o Co,?-versfon
o Alteration (RepairlRecondition) .
o Deepening 0 Abaodoni),..nt' ..
(3)
DRILLING METHOD
o RotllI)' Air 0 \l.otary Mud.
[]I . Hollow Stem Auger 0 o"mer
o Cable
t BORE HOLE CONSTRUCTION
Yes No
ia! Standards 0 [] [)epth ofcomple"d'w.U
~~{:.
--L~ ..
".
Seal
--L~
TO
-A-~.
.
Filter
-=~
TO
io.- ~
?n- ft.
Land surface
Water-tight cover
Surface flush vault
Locking cap
Cas
di~ter. - - 2 in.
marena! Sch. 40 PVC
Vklded 'Threaded Glued
o
[]
o
Uner
diameter in. I
mareria!
","I<led T\u-eaded Glued j
o 0 0 ....
Vkllsea1:
Material Rpntoni tF~
Arnount3/8" (700 lb )
. I
GroUl weight 14 1 1 h<;j
Borehole diameter
8 'm.
~to~ plug at least 3 ft. thic
Screen
materia! Sch 40 PVC
interva1(s):
From~To ?O'
From--=-=- To
Slot size n?f1 i.D.
FIlter pack:
Material r.l Pn" "i'lnn
Size 10-70 in.
(5) WELL TEST.
o Pump .. "0 Ball.or 0 Air , . 0 F10wmg Artesian
Pcnncabillty Yield GPM
ConductivitY. --. ~
Teroperamre of water 5 5 ~ Depth artes: flow found
Was water analysis done? 0 fu (] No __
By whom?
Depth of strata to be analyzed. From ft. to
Remarks:
Name ofsupervising GeologistlEngineeT Robert Good fe 11 ow
'ORIGrnAL & FIRST COPY-WATER RESOURCES DEPARTMEN1i
.
26
0."
Da"
7-8-94
18) WATER BEARING ZONES:
Depth at which water was first found 11
From To Est. Flow Rate SWL
11' 20' '7 1 nnm 11
9) WELL LOG:
Ground elevation
Material
Brown ilt
S
From
To
SWL
Date started
7-Il-q4
Comple,,"
7_A~Q4
(unbanded) Monitor wen Constructor Certification:
1 certify mar the work I performed on the construction. alteration, or
abandonment of this well is in compliance with Oregon well conStnlCtiOD -
stindards. Materials used and infonnation reported above are Inle to the best
kDowleage and belief - - . - MWC Number .
Signe-d
natc
----------'
ft.
~
(bo~ed) M~nltor Well ConstrUctor Cenificatlon: ._
, I accept"m;ponSibility ror the construction, 'alteration. or abandomnenf
work performed on this well duriJi.g the construction dates reported above. All
.work performed durin 's time is in compliance with Oregan well construction
standards. This re 'true to the best of knowledge and belief.
MWC Nurnrer 107RA
are 8/;>/94
THIRD COPY-CUSTO~
I
a:llU D
. ~r.- .
AUG - ~ 1994 Start Card #
1
~~.b.EL . ~~~fg~ON OF WELL By legal description
~D Localinn: Connty Lane
'l"wnsbip T17S (No@Rmlgc R3W (En@ Scclion 26
!. NW 114 of NW 1/4 of ahov. secti...
~. Either Stt.el address of weD location 650." Q" S tree t
! Sprinqfield. OR
tir Tax lot Domber of weD location 5503
{ ATIl\CH MAPWITH LOCATION IDEm1FIED. Map sholl include
,pproslmBte scale and north arrow.
~r STATIC WATER LEVEL:
9 . 5 Ft below land SUIface.
Artesian Pressure Iblsq. in.
I
(8) WATER BEARING ZONES:
l Depth at which water was first found
~ . S'r.\TE OF OREGON
'"
lW:ONIToRING WELLREPO
(as required by ORB 537.765 & OAR 6!JIl.240-4J9
etions for com . tbb rt are on the last
(1) OWNERlPROJECl: WELL NO.
N~ Kentucky Fried Chicken
A~ 5605 North McArthur Blvd.,
City Irvi ng Stale TEXAS
(2) TYPE OF WORK:
D
nrm.
RW-l
Suite 650
ZiD 75038
"
!j Nc;wcon;>tructiQo 0 ~teration(R~Ddition)-
o CDD~O~. . _.: 0 ~DJDg'- O';\b..;donment'
(3) DRILLING METHOD
o ~ Air 0 Rorary Mud
[] H~!Jow StemAuger 0 Other
t:ORE HOLE CONSTRUCTION
'l!:s No
. Standanls 0 [[ ,. -'ocpiii ofcDmpleled weD
';;~{'
----L ~ '
"
Seal
---Lft.
ro
--5.. ft.
.
FIlter
t:ft.
TO
lift.,
~
o Cabl.
'?5 ft.
Landsurl'ace
Watcr.tight cover
SurfltCC flush vault
Locking cap
CMIDg (
wameler 2 in.
mmm~ Sch. 40 PVC
\\tIded 'I'I=ulod Glued
o ~ 0
Liner
diameter
material
\\tIded Threoded Gluod
o 0 0
\\tUseaI:
MalJ!rial Bentonite
Amount 3/8" ( 200 1 b
Groutweigbt14.11bs/'
B=hoIe diameter ga 1
8 in.
Bento~ plug at Iea!t 3 It thick
ScreeD
materi~ Sch. 40 PVC
inferv~(s):
Pro~Th 25'
Prom-=-. Th
Slotsizc .020 in.
P'dter pact:
Me..n~ clean sand
Size 10-20 in.
Dale
Date
7-8-94
9.5'
,in.
I Prom 1b Flow Rate SWL
9.5' . 25' > 1 anm 9.5
I
i
"
i) WELLLOG: Ground elevation --
; Malerial From 1b SWL
i Backfi 11 0 2'
. Sand cl av w/some sil " 10.1\'
: Gr"vel- w/onm.. sandv 10 <;, ?5'
si1+
\
~f11 'IT
111111 1 0 ?OI'
bate stBrted
,
,
(nliboDded) Monitur \\\ill Conslructnr CertificatiDn: '
1 I Cl?ftify that the work. 1 performed on the construction, alteration, Or
...... ~ ~~~_~ of this well is}n Compliance with Oregon WeD constn:Jction
StiDdards.. Materials DSed and information reported ab.ove 8Ie true to the best
J~~~OOd~~ MWC~~~
Signed -------- Dale
ft. 1..'.)M' =nc ' ~_~~ ' '
~~ omtor n.... onsttuctor \".(;,IuucatJon: _
. 1 r accept responsihility for the consl:n1ction. alter.ation. or abandonmel1t
~rk. performed on this weD during the consttuction dates reponed above. All
it. perl'cmned during this tiMe isiD compliance with Oregon wen coostruction
s . This true to the best of Icnowledge and belief:
MWC Number 1 0288
1>/2/94
TIIIRD C01>Y-CIlS"rOMER
7/R/94 .
CoiIi{ileJl;d' 7/R/94
(5) WELL TEST. .
o Pump , =--- DBaller, '
Permeability
Conductivi
, 'DAir'
v::..ld
nFJ~wingA.rteSian
GPM
Thmperature O(Water 55
Was water analysis dollC? Db
By whom?
Deplh of strata to be ~yzed. Prom
Remarks;
ft. to .
NsmcofsnpervisingGeologistfflogineer Rnhllrt Gnndfllllnw S
ORlGlNAL& FIRST COPY.WATER RESOURCES DEl'AIITMIlNT S
',... . .
-
o
<:l
~ :;-
""- \\
.
.
-
-- .
.
RE'-~nfr:n .
AHG - 91994
WATER ftES;;UR.;ES ....t:.r J
SALEM, OREGON .
~
~2S
)
,
:::l
~
u
triO
s 6
Q:
I[
I[
~~~ .
I .
ECEIVEDej
I
JUN 1 1994 StartCard#
,
(1) OWNERlPROJECT: WELL NO. . . MW-5 WATER ES~~m~OFWELLBylegaldescription
Name Metropolitan Life Insurance Comoany SAL M, .~: County Lane
Addn:ss . 101 Lincoln Centre Driye. Suite 600 Wwnship T17S (No@Range R3W (Eo.@)JSediou
City Foster-City Slate CA ZiD 94404 I. NW V40f NW V4ofabo.,..,sectioo.
(2) TYPE OF WORK: 2. ElIhet Streetaddressofwelll';"ation 650 0 Street
Sprinafield. OR 9747
t~':numberOfW1:llIOClltiOn 5500
3. KITACH MAPWITH LOCATION IDENTIFIED. Map ,ball include
a . te scale snd north arrow.
(~ STATIC WATER LEVEL:
I 10 Flbelowlaods1lIlilce. Dale 5-17-94
ian Ptess= 1bIsq, in. DaIc
- .. STNI'E OF OREGON -" ~
~oNrtoRING WELL REPORT
. (as rrqulml byOBS 537.765 &: OAR fi9O.~
Instmdiom for com I' tbis rt are on tbelast
rn New.cons_trac~on
o Couvemon
_ 0 A}~Dn (Repair/ReConditionj"
o Deepening "0 ~donmen1-
. l.aIe,tarted 5/17 /q4 ~
Nnbondcd) Monitor Woll ConSlroctor Certificati=
. I I certify that the work I performed on the construction, alteration. or .
~andonment of this wen is in compliance with Oregon well construction
~. ~_~ used and informatio,n reported above are true to the best
__. ft t~:edgeandbelief' _____ :~Nomber n
oded) Monitor VkIl CoDSlrUctor Certificatinn:
I accept responsibility fQJ"'the construction, alterntion. or abandonment
" performed on Ihis well during !be construction dan:s reponed above. All
?n ft. . _ WjOrk performed' . is in compliance with Oregon well construction
. ~tlmdanls. This the best owledge and belief.
.~. MWCNIllDb<:r1n21.1S
NameofsiJpervisiogGeologistlEngineer Rnh"r-t- r.nnnf"llm. S F./'7/QIl
ORIGINAL & FIRSTCOPY-WATER RESOURCES DEPARTMSNT R THIRD COPY-CUSTOMER
(3) DRILLING METHOD
o il.omry Air _' 0 !,-omry _Mud
UiI Hollow'Su:mAuget " 0 Oiber
IBORE HOLE CONSTRUCTION
'lCs No "
"a! SraodanIs IX] 0..:"" -~ Of coiIqiJei.d wen-h
\au!t {"
~ft. .
. TO .
::..L ft. :
Seal
---L.ft..
TO
.1.Jitt
.
Futor
t:;ft.
TO
..2!l.- ft.
o Cable
20 ft.
Land SU<facc
Wttet-tight cover
Surface flusb vault
Locking cap
Casiog
diameter 2 i!L
material Sch. 40 PVC
\\\:l<led Threaded Gloed
D. IKl 0
Liner
diameter
matma1
\\l:lded Threaded Glued
o 0 0 __
\\\:ll seal:
Materia! Renton i te
Amount3/R" (75 lbs)
Grootwcight 14.1 1 bsl
Borehole diameler ga 1
R in.
~ronite plug at least 3 ft lbick
Screeo
mat<rial Sr.h 40 PVC "
interval(s):
From~To 20'
From-==-- 10 --
Slntsae . 020 in.
Filter pack:
Monirial Si 1i ra <;and
Size 10-20 in.
26
(I\) WATER BEARING ZONES:
~ at which w_ was fim fuond 10'
From 1b Est. Flow Rate SWL
ln' ?n' 1 _? nnm --
(9) WELLLOG:
I
Material
Ground elevation
450'
From
1b
SWL
in.
d
d
."
5/17/q4
(5) WELLTFST:
DPump' DBailer . 0 Ail: "
Permeability Yie14
Cooductivi'I PH
Thmperature of w_ f;f; r"F1J:. Depth artesiao flow found
Was w_ aoa1ysis do..? C>> fu DNo _ _
ByWbom? IInknnwn
Depth of strIIlll to be analyzed. From
Remarks:
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JUN 1 0 2011
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Soil Map-Lane County Area, Oregon
Fred Meyer Springfield Oregon
Map Unit Legend
", ."
'Mipunil'Symbol'
~." . .. "," - ," ".-" .
Map Unit Name
Coburg~Urban land complex
Courtney gravelly silty clay loam
Malabon-Urban land complex
Oxley gravelly silt I~am
Salem.Urban land complex
, Acres In 'AOI
.....,.
,-, (',"
La~e C,?unty Area, Or~go~JORG.3!('. .
,\ ,r'," '
Totals for Area of Interest
1.0
3.5
31.5
6.9
25.3
68.1
1.4%
32
34
76
100
119
5.1%
46.2%
10.1%
37.1%
100.0%
USIJ/,.
-
Web Soil Survey
National Cooperative Soil Survey
ER&SUBMIII.ALRED
JUN 1 0 2011
Natural Resources
Conservation Service
5/5/2010
Page 3 013
....----...-
Ma;; Unit Description: Salem-Urban land complex-Lane County Area, Oregon
.
Fred Meyer Springfield Oregon
.
.
Lane County Area, Oregon
119-5alem-Urban land complex
Map Unit Setting
Elevation: 300 to 800 feet
Mean annual precipitation: 40 to 60 inches
Mean annual air temperature: 52 to 54 degrees F
Frost-free period: 165 to 210 days
Map Unit Composition
Urban land: ,45 percent
Salem and similar soils: 45 percent
Description of Salem
Setting
Landform: Stream terraces
Landform position (three-dimensional): Tread
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Gravelly mixed alluvium
. Properties and qualities
Slope: 0 to 3 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Capacity of the most limiting layer to transmit water
(Ksat): Moderately high to high (0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water capacity: Low (about 4.8 inches)
Interpretive groups
Land capability classification (irrigated): 2s
Land capability (nonirrigated): 2s
Typical profile
o to 7 inches: Gravelly ,silt loam
7 to 26 inches: Gravelly clay loam
26 to 60 inches: Very gravelly sand
Description of Urban Land
Interpretive groups
Land capability (nonirrigated): 8
Data Source Information
Soil Survey Area:
Survey Area Data:
Lane County Area, Oregon
Version 8, Feb 9, 2010
PRE-SUBMITTAL REC'D
JUN 1 0 2011
USDA
~~
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
5/5/2010
Page 1 of 1
.
APPENDIX
B
PR.OJECT
SPECIFICATIONS .
PRE-SUBMITTAL REC'D
JUN 1 0 2011
-...... - '- '.,.,. ~
.
.
.
GEOTECHNICAL SPECIFICATIONS
General Earthwork
PRE-SUBMITIAl RECIO
JUN 1 0 201t
I. All areas were structural fills, fill slopes, structures, or roadways are to be constructed shall be
stripped of organic topsoil and cleared of surface and subsurface deleterious material, including
but limited to vegetation, roots, or other organic material, undocumented fill, construction debris,
soft or unsuitable soils as directed by the Geotechnical Engineer of Record. These materials shall
be removed from the site or stockpiled in a designated location for reuse in landscape areas if
suitable for that purpose. Existing utilities and structures that are not to be used as part of the
project design or by neighboring facilities, shall be removed or properly abandoned, and the
" associated debris removed from th"e site.
2. Upon completion of site stripping and clearing, the exposed soil and/or rock shall be observed by
the Geotechnical Engineer of Record or a designated representative to assess the subgrade
condition for the intended overlying use. Pits, depressions, or hole created by the removal ofraot
wads, utilities, or structures shall be properly cleared ofloose material, benched and backfilled
with fill material approved by the Geotechnical Engineer of Record compacted to the project
specifications.
3. In structural fiU areas, the subgrade soil shall be scarified to a depth of 4-inches, moisture
conditioned"to within 2% of the materials optimum moisture for compaction, and blended with
the first lift of fill material. The fill placement and compaction equipment shall be appropriate for
fill material type, required degree of blending, and uncompacted lift thickness. Assuming proper
equipment selection, the total uncompacted thickness of the scarified subgrade and first fill lift
shall not exceed 8-inches, subsequent lifts of un compacted fill shall not exceed 8-inches unless
otherwise approved by the Geotechnical Engineer of Record. Fine-grain soil fill is generally
most emictively compacted using a kneading style compactor, such as a sheeps-foot roller, where
as granular materials are more effectively compacted using a smooth, vibratory roller or impact
style compactor.
4. All structural soil fill shall be well blended, moisture conditioned to within 2% "of the material's
optimum moisture content for compaction and compacted to at least 90% of the material's
maximum dry density as determined by ASTM Method D-1557, or an equivalent method. Soil
fill shall not contain more than 10% rock material and no solid material over 3-inches in
diameter. Rocks shall be evenly distributed throughout each lift of fill that they are contained
within and shall not be clumped together in such a way that voids can occur."
5. All structural granular fill shall be well blended, moisture conditioned at or up to 3% above of the
material's optimum moisture content for compaction and compacted to at least 95% of the
material's maximum dry density as determined by ASTM Method D-1557, 98% of ASTM
Method D-698, or an equivalent method. The granular fill shall not contain solid particles over 2-
inches in diameter unless special density testing methods or proof-rolling is approved by the
Geotechnical Engineer of Record.
6. Structural fill shall be field tested for compliance with project specifications for every 2-feet in
vertical rise or 500 cy placed, whichever is less: In-place field density testing shall be performed
by a competent individual, trained in the testing and placement of soil and aggregate fill
placement, using either ASTM Method D-1556/4959/4944 (Sand Cone), D-2922/3017 (Nuclear
Densometer), or D-2937/4959/4944 (Drive Cylinder). Should the fill materials not be suitable fOl
testing by the above methods, then observation of placement, compaction and proof-rolling with ~
loaded 10 cydump-truck, or equivalent ground pressure equipment, by a trained individual may
hp. l1c;;:pn to :::";;:r;;:P.,, ~nci nn(,.llmf"';nt thf": c.nmnliFmr:f': with s.trl1ctllr~l fill sneciflcations.
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