HomeMy WebLinkAboutStudies APPLICANT 6/10/2011 (2)
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STORM DRAINAGE REPORT
Fred Meyer Fueling Facility
650 Q Street
Springfield, Oregon
Prepared for:
Fred Meyer Stores, Inc.
3800 S.E. 22nd Avenue
Portland, OR 97202
June 3, 2010
Our Job No.1 0583
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CIVIL ENGINEERING, LAND PLANNING, SURVEYING
1821572NDAvENUESOUTH KENT,WA 98032 (425)251.6222 (425)251-8782FAX
BRANCH OFFICES . OLYMPIA, W A . TACOMA, W A . CONCORD, CA . TEMECULA, CA
www.b~r9hausen.com
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TABLE OF CONTENTS
1.0 PROJECT OVERVIEW
2.0 WATER QUALITY SYSTEM ANALYSIS AND DESIGN
3.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN
Exhibit A
Exhibit B
Exhibit C
Exhibit D
Exhibit E
Exhibit F
Exhibit G
Exhibit H
Exhibit I
Exhibit J
EXHIBITS
Stormwater Management System Scope of Work
Vicinity Map
Soils Map
Assessor's Map
Aerial Photograph
Boundary and Topographic Survey
Hydrological Study Map
Water Quality Calculations
Conveyance Sizing Calculations
Geotechnical Investigation prepared by Branch Engineering, Inc., dated May 5,2010
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10583.001.doc
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1.0
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PROJECT OVERVIEW
Fred Meyer proposes to add a retail gasoline facility to its existing store located at 650 Q Street,
Springfield, Oregon. The proposed project includes construction of a retail fueling facility
consisting of a 29- by 148-foot (4,292-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 facility will include two underground storage tanks measuring 20,000 gallons and
18,000 gallons in size. Both underground tanks are double-walled fiberglass. 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. The project will operate for
24 hours!? days a week and will be fully attended pursuant to Oregon State law.
The project is located inside a portion of the site that is mapped as a 1-5 year wellhead time of
travel zone (TOTZ). Because a portion of the property also lies within the 0-1 year TOTZ, we are
seeking the Director's consideration of a waiver from the more restrictive standards pursuant to
Section 3.3-200 of the Springfield Development Code. The project will provide secondary
containment and an inspection program pursuant to City requirements for a 1-5 year TOTZ, and
will be state of the art in design. .
As per the "Stormwater Management System Scope of Work" sheet received from the City of
Springfield, detention is not required for this re-development project.
Water quality requirements will apply to the re-developed areas of this project. A flow-through
water quality planter will be provided, following the requirements of Chapter 2 of the 2008 City of
Portland B.E.S. Stormwater Management Manual.
Source control will be provided for the fueling facility, following the requirements in Chapter 4 of
the 2008 City of Portland B.E.S. Stormwater Management Manual.
. A 5-foot overhang is provided on each side of the canopy relative to the perimeter of the
hydraulically isolated fueling pad.
. The fuel islands are located? feet from the edge of the hydraulically isolated fueling pad.
. Drainage from the hydraulically isolated fueling pad is directed to the sanitary sewer
system, with a spill control manhole installed on the discharge line.
. A shut-off valve is located downstream of the spill control manhole, which will be normally
closed.
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2.0
WATER QUALITY SYSTEM ANALYSIS AND DESIGN
Water quality requirements apply to the re-developed areas of this project. All re-developed non-
building rooftop (NBR) impervious surfaces will be treated for stormwater quality using vegetative
methods. A flow-through water quality planter will be provided, following the requirements of
Chapter 2 of the 2008 City of Portland B.E.S. Stormwater Management Manual.
Per Section 3.03.1 of the City of Springfield Engineering Design Standards and Procedures
Manual, the water quality design storm event shall be 0.83 inches per 24-hour period when using
the Unit Hydrograph Method.
See Exhibit G for the Hydrological Study Map, which includes the water quality basin area.
Exhibit H includes the water quality planter sizing calculations using the Unit Hydrograph Method
for the SCS Type 1A rainfall distribution. These water quality calculations also show the system
capacity for the 2-year and 25-year storm events, and the time of concentration (Tc) calculations.
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3.0
CONVEYANCE SYSTEM ANALYSIS AND DESIGN
There will be a new 6-inch pvc storm line constructed to convey drainage from the canopy roof
downspouts to the existing catch basin located at the southwest corner of the proposed fuel
station, The canopy size is 29' x 148' (4,292 s.f.). Using the Unit Hydrograph Method, the 25-
year flow is 0.11 cubic feet per second (cfs), included in Exhibit I.
The FlowMaster calculations included in Exhibit I, show the full flow capacity of the 6-inch storm
line as 0.81 cubic feet per second. The during a 25-year storm event, the depth of flow in the 6-
inch storm line is 0.12 feet.
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Exhibit A
Stormwater Management
System Scope of Work
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PUBLIC WORKS DEPARTMENT / Engineering Division
Phone: (541) 726-3753 Fax: (541) 736-1021
STORMW A TER MANAGEMENT SYSTEM SCOPE OF WORK
(Area beloll' this title filled OIlt by Applicant)
(please retum to Matt Stauder@Citya/SpringfieldPublic Work.. Engineering,- Fax II 736-1021, Phone II 736-1035).
email.mstouder@J.ci.sptinR{ield or..JJS
Project Name: IFred Meyer Fueling Facility I Applicant: IFred Meyer Slores, Inc., Jim Coombes
Assessors Parcel 17032624-05500 Date: 15/1112010
Land Use(s): Fueling Facility Phone #: [(503)797-5617'
Project Size (Acres): IAPpm,. 0.85 Acre' (Rc-dcvclopmenl) I Fax #: 1(503) 797-3539
Approx. Impervious Area: IAflprnx. 95% impervious I Email: ljllmcs.coombcs@frcdmeycr.com
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Proiect Descrintion -nnclude a CODV of Assessor's maD):
The proposal is to construct a Fred Meyer retail fueling facility consisting of a 24- by 145-foot (3,480-square foot) canopy
with an 8- by 14-foot (I 12-square foot) cashier's kiosk. The facility will provide five (5) multi-product dispensers for a total
of 10 fueling positions_ The facility will include two underground storage tanks measuring 20,000 gallons and 18,000
gallons in size_ The project will operate for 24 hoursfl days a week and will be fully attended pursuant to Oregon State
law.
Draina!!e Proposal (public connection(s), discharge localion(s), elc. Altach addilional sheet(s) if necessary:
Water Quality will be provided for the re-developed areas of the site, following thc requirements of the City of
Springfield Engineering Design Standards and Procedures ManuaL Per phone conversations with Clayton,
stormwater detention is not required for this project. The proposed re-developement project will replace
existing impervious parking areas. Slormwater run off will be conveyed to the existing conveyance system.
Pronosed Stormwater Best Manal!ement Practices:
Source Control will be provided for the fueling facility, following the requirements in Chapter 4 ofthe City of
Portland RE.S. Stormwaler Managemenl Manual.
(Area be/ow this lint! filled 01/1 hI' the Citl' and Returned 10 the AnnlicalltJ
(AI a minimum, all boxe.s checked by the City on thefionl and back of this sheet shall besubmilled
for an ann/icalion 10 he como/elt! for .tuhmillal. althoualJ other reouirements mav be l1ecessQty)
Drainal!e Study Tvpe lEDSPM Section 4.03.2): (Nole. UH mav be substituted for Ralional Melhod)
o Small Site Study - (use Rational Method for calculalions)
o Mid-Level Development Study - (use Unit Hydrograph Method for calculations)
~ Full Drainage Development Study - (use Unit Hydrograph Melhod for calculalions)
Environmental Considerations:
g) Wellhead Zone: --1.j" 5l jlitcA... 101'";<'
o Wetland/Riparian: Nit'
o Soil Type: ,r;,,/ew. I/rPAA ~ I'omt~"
Downstream Analvsis:
o Hillside Development:
o FloodwaylFloodplain:
o Other Jurisdictions
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Flow line for starting water surface elevation:
Design HGL to use for starting water surface elevation:
Manholel.Junction to take analysis 10:
Return to Matt Stouder@ City of Springfield, email: mstouder@ci.sDrinafietd.or.us. FAX: (541) 736-1021
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COMPLETE STUDY ITEMS
I Fer Officinl Use Only;-rz;
* Based upon the information provided on thefront of this .rheet, the following represent... a minimum a/what i~ needed/or an
application 10 be comp/elefor 'iuhmilla/ with respect /0 drainage; however, this list should not he U,.,ed in lieu of the Springfield
Development Code (SDC) or the Cil)' 'J Engineering Design A.fanual. Compliance with /he~e requirements does no/ constitute ,tite
approval: Additional site specific information may be required. Note: Upon ..coping sheet submittal, ensure completed form has been
figned in the "pace provided he/ow:
Interim Design StandardslWater Quality (EDSPM Chapter 3)
Req'd NIA
~ D All non-building rooftop (NBR) impervious surfaces shall be pre-treated (e.g multi-chambered calchbasin wloil filtration
media) for slOrmwaler quality. Addilionally, a minimum of 50% oflbe NBR impervious surface shall be trealcd by
vegetated melbods.
~ D Where required, vegetative slormwaler design shall be consislenl wilb inlerim design standards (EDSPM Section 3 .02), set
forth by lbe Bureau of Environmental Services (BES) or Clean Waler Services (CWS).
gJ D For new NBR impervious area less lban 15,000 square feet, a simplified design approach may be followed as specified by
lbe BES for vegetalive !realment
~ 0 If a slonnwater treatment swale is proposed, submit calculations/specifications for sizing, velocity, flow, side slopes, bottom
slope, and seed mix consistent with either BES or CWS requirements.
g] D Water Quality calculations as required in Seelion 3.011 of lbe EDSPM
D g] All building rooftop mounted equipment, or other nuid conlaining equipmentlocaled oUlside of lbe building, shall
be provided with secondary containment or weather resistant enclosure.
General Study Requirements (EDSPM Section 4.03)
~ D Drainage study prepared by a Professional Civil Engineer licensed in lbe state of Oregon.
Iii:I D A complete drainage study, as required in EDSPM Section 4,03.1, including a bydrologieal study map.
I8J D Calculations showing syslem capacily for a 2-year storm event and overflow effects of a 25-year slorm event.
~ D The time of concenlration (T c) shall be determined using a 10 minule start time for developed basins.
Review of Downstream System {EDSPM Section 4.03.4,q
D "0 A downstream drainage analysis as described in EDSPM Section 4.03A.C. On-sile drainage shall be governed by lbe
Oregon Plumbing Specialty Code (OPSe).
D ~ Elevalions of lbe HGL and now lines for bolb city and private systems where applicahle.
Design of Stonn Systems (EDSPM Section 4.04)
~ D Flow Jines, slopes, rim elevations, pipe type and sizes clearly indicaled on lbe plan set.
J8I D Minimum pipe cover shall be 18 inches for reinforced pipe and 36 inches for plain concrele and plastic pipe malerials, or
proper engineering calculations shall be provided when less. The cover shall he sumcienlto support an 80,000 Ib load
wilboul failure oflbe pipe slrUcture
D 0 Manning's un" values for pipes shall be consistenl with Table 4-1 oflbe EDSP_ All storm pipes shall be designed 10
achieve a minimum velocily of Ihree (3) feel per second at 0.5 pipe full based on Table 4-1 as well.
OthcrlMisc
[gJ 0 Existing and proposed conlaurs, located at one fool interval. Include spot elevations and site grades showing bow site
drains
.0 0 Private stonnwaler easements shall be clearly depicted on plans when private stormwater flows from one property to
anolber
D ~ Drywells shall not receive runoff' from any surfacc wlo being trealed hy one or more BMPs, wilb lbe exception of residential
building roofs (EDSP Section 3.03 .4.A). Addilional provisions apply to lbis as required by lbe DEQ.. Refer to lbe websile:
www.dea.state.or.us/wa/l!Toundwaluichome hem for more inronnalion.
D J8lDelention ponds shall be designed to limil runoff to pre-development rates for lbe 2 lbrough 25-year storm evenls
*nJis form shall be included as an attachment. inside tile front cover. 01 the stormwater study
. IMPORTANT: ENGINEER PLEASE READ BELOW AND SIGN!
As lbe engineer of record, ] hereby eertifY lbe above required items are
eomplele and included wilb lbe submilted stormwaler study and plan set Signatur
Dale 6/3/10
Form Version 2: March 2004
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Exhibit B
Vicinity Map
PRE-SUBMITTAL REC'O
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G I Address 650 Q SI
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PRE-SUBMITTAL REC'D
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Soils Map
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fiRE~SUBMITIAl RE
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PRE-SUBM/ITAL REC'D
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PRE-SUBMITTAL REC'D
JUN 1 0 2011
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Exhibit H
Water Quality Calculations
PRE-SUBMITTAL REC'O
JUN 1 0 2011
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Flow-Thru Water Quality Planter Sizing Calculations
Springfield Fred Meyer Gas Station (Store #328)
Start oflive storage: 450.0000 ft
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Summary Report of all Detention Pond Data
,I Event !!Precip.(in):
[WQ EVENT:jO.8300 I
112 ;e~"';13:3000 ,
I
1/5 year !13.~000 .
1110 year ;14.3000 ,
I
.
112.5 year ;14.8000 I
1100 year '15.2000 ,
. ~
~ Wttiu- QII;II:fy 4t.Si.111. sfot'...... e.llt.",t
'fC'" .sec.t:t/... .3.0~. I Df ~
City D~ Sfw'i"j -kd~ 6~,'M.u... i"j
~e.ti1"" S+....JAf~.s It..J. ffOW.1..,.t.t AtltlCA{.
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BASLlST2
[Water Qua]ity] Using [TYPE]A] As [WQ EVENT]
[Water Quality] Using [TYPE] A] As [2 year]
[Water Qua]ity] Using [TYPE I A] As [5 year]
[Water Qua]ity] Using [TYPEIA] As [10 year]
[Water Quality] Using [TYPE]A] As [25 year]
[Water Quality] Using [TYPEIA] As [100 year]
LSTEND
I
, BasinID
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Water
[Quality
, -
!Water
,Quality
[Water
!Quality
:1 E~ent -I-P~:~)Q - i P~:~)T : -p~:~-c~ -i:: i-Met~~d1LOSSiIR~i~~pel
:1 E~~T ;1 0.0993 iFI 0.03]6;10.63 ,I SBUH/SCS IITYPEIAI
.11 2 ye~r II ~..~950_.L. 7:~3 11 . ~.~8oiF:1 SBUH/SCS !ITYPE]Aj
!RI ,~:5746 IFI 0.1840 r~~:1 SBUH/SCS iITYPEIA!
FI 0.6541 ~RI 0.21011FI SB~H/SCS ilTYPEIAj
25 year :1 0.7334 'FI 0:2362 iF SBUH/SCS iITYPEIA!
:1 100 year r~;~FI O:2571IFI! SB~H/SCS ilTYPEIAI
iWater
,
· Quality
,Water I
: Quality
,
: Water
: Quality
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BASLIST [TYPEIA] AS (WQ EVENT] DETAILED
[Water Quality]
LSTEND
Record Id: Water Quality
,- - -----_.-- .. , . -.....--.
[Design ~ethod ;I SBUH
'IHyd Intv ;1 .~ .. . ~ ..
] 0.00 min
II ,I
i[Per~i~us,:\!ea ' , J 0.03 ac
-
Ilper~ious C~ _ II 85.00
..n , .
![Pervious TC :1 0.89 min
'- - --.- ,
., 'iR~infall' ~~e .
:IPeaki~~ '~~etor ,
IIAbstraction Coeff. ,
![DCIA
JI~~_CN ." -._ -
II~<; TC
_~'.lI
11
J
II
, JI
I[
II
11 '-- --:'
II -- _ __ --
II ,
,
1.1 ,
j I Type ~I Description
I Sheet ~IDense grasses: 0.24
, " - . ~ - - -
Pervious CN Calc
JI
Ope~ spac,~s, lawns, parks __ JI
Pervious Composited CN (A~~ 2)
. -'.,. -
SubArea :1
, , , - " , ,
0.03 ac JI
-,.""" .
- .. " II
,~escrip~ion
Pervious TC Calc
,
:1 Length .I Slope II Coeff 'I Mise
1110.00 ~ .120.00% ,J~.2400 [3.30 in
Pervious TC
! .
.Directly C~mnected CN C~I~
__ .. ' D~scriptjon
Impervi~us surfac('ls (paveme.nts, roofs, ,etc)
DC Compo sited CN (AMC 2)
:1
;1
SubArea
0.60 ac
,I
i LType
: ISheet
,-- '
il Description
JIPav~: -, ..'
Directly Connected TC Calc
.I Le~gth :[ Slope JI.- Coef~ J Mi;c
'1170.0~ ~ ' 11.00%" Jlo.:O]OO ,:Ino in
Directly Connected TC
.' -
TYPE]A ,
" .. . -- "
484.00 I
.
0.20 ,
- I
0.60 ac
,
98.00 ,
-- ,
2.23 min
,
1
- ----- .- ;
Sub cn !
, . ,
85.00 1
, .
85.00 I
il TT
110.89 min j
II 0.89 min I
,
I
11 Sub cn I
'I ' 98.00
II 98.00,
:1 TT
112'.23miri
'I 2.23min
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i...
-.--.'.,-- ..
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HYDLIST SUMMARY
[WQ EVENT out] [2 year out] [5 year out] [10 year out] [25 year out] [J 00 year out] [WQ
EVENT-diseharge-OutHyd] [2 year-diseharge-OutHyd] [5 year_diseharge-OutHyd] [10 year-
diseharge-OutHyd] [25 year-diseharge-OutHyd] []OO year-diseharge-OutHyd] [WQ EVENT-
overflow-OutHyd] [2 year-overflow-OutHyd] [5 year-overflow-OutHyd] [10 year-overflow-
OutHyd] [25 year-overflow-OutHyd] [100 year-overtlow-OutHyd]
LSTEND
.L. l!y~ID IIPcak Q (~fs);
[WQ EVENT out - . :1 0.0285 .
il2 y~ar out . ". - 'II 0.4879
115 year out II 0:5665
:11O'y~ar6ut n __~__" . Jj.~!50
:125 year out 11. 0.7324
;1100 y,ear out .. _.... J _. ~.8~~5 .~
iWQ EVENT-d~se~~rge-C?u!Hy?ll.. ~"Q~85
112 yea~-~~eh~~ge-guiHyd _.Ii 0.0323
:15 year-diseharge-OutHyd :1 0.0326
:110 y~ar-diseh~rge-O~tHyd II 0.0330
il25 year-disehar~e-OutH;d ,I 0.0332
[liOO~ear-diseh~r~e~OutHYd '1 0.03'34
'.., .IWQ EVENT-~~;flow-OutHyd I 0.0000
;12 y~~r-~verflow-O~tHyd'" '.I' 0'.4556 ,I
lis year-o~erflow-OutHyd 11 0.5339 I
ill ~ year-ov~r!1ow-OuiJ:f~d JI 0.6] 2 ]1
125 year-overtlow-OutHyd . :1 0.6992 I
1]90 ~ear-overf1ow-OutHyd ~I 0.76921
- , - - - ~ - -
IPeakT (hrs)IPeak Vol (~c:~t)jCont Area (lIe)l
I 9.17 II O.~31~ . oJ! 0.6300 ~
, ,
1 7.83 .if 0.1580 II 0.6300 !
,
I 7.83 II 0.1840 II 0.6300 I
..
1 7.~3 J 0.2)91 JI 0.6300 I
.. ,
I H3 J. 0.2362 II, 0.6300 .
- -.-.....- - , .. . --
I 7.83 II 0.2571 !I 0.6300 I
I. _ n
I 9.17 JI 0.0316 II 0.0000 I
.. - - , ..
I 7.83 J 0.0622 l 0.0000
, . n . ..
I 7.83 il 0.0630 01. 0.0000 I
I
I 7.83 :1 0.0637 1 0.0000 I
... - . . I
I 7.83 II 0.0642 .I 0.0000
1 7.83 II 0.0646 II 0.0000 j
I 0.00 .'1 0.0000 :1 0.0000 ,
-- ------. "
7.83 !I 0.0958 'I 0.0000
- , . ... _J.. . ..
7.83
7.83
7.83
7.83
:1
:1
II
II
0.12]0
0.]464
0.1720
0.1925
II
:1
'I
';1
-' ,-
0.0000
0.0000
0.0000
0.0000
:' All ttil.....Nf s1t.__....-.-fef' ;.r rDkftJ. oflto-Jl t"'- ~ 81Ut.f:f, r'....fCi'
d"l'i~ ~ kk1I.ofr.t.. 1....1:-1, s"""'" d""'*'.
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STORLIST
[Planter]
LSTEND
Record Id: Planter
I~~~crip:. i1Pr~totrPe R~~ordIII~~~eme?t JQJOft I
:IStart EI. ;1450..0.0.0.0. ft _ JlMax ,EI. 11451.0.0.0.0. ft!
IILe!lgth . :18a.qaaa ft' !IWldth ;/4.0.0"0.0. ft j
II~en~h ~s IJI2.~av: I h, IILe.ngth ssiI4.aaaav: I h;
!IWidth ss~ :12.aa~:lh , JIWidt!t ss2J4.aaa9v:1h!
Fl .,,., - Tkt... t,Jttfr.t.
Qwd;7 1'11Ifl.tu
DISCHLIST
[combo]
LSTEND
Record Id: combo
IIJ)eS~rip: 1'" -,.. ;lhlcie~cnt;la~lo,ft . '"
[IStart El. '1450.:0.0.0.0. ft jlMax EI. :1451.0.0.0.0. ft'
,
'.. .,: discharge I
. List of P!schargc ~tructures:1 overflow '
I, ,.", ,'.." HL. ".
Record Id: discharge
ilDescrip: :lllncremcnt' 110..] 0 ft " , ,
ilStart EL 114~O.OOOOft :I~ax El. ..;145 Laaaa ft:
[Infiltration. ~at~iI2.g0..aa.inlhrllw~ MuliiplierJll.aaj
1:", fdfrllfiorA. 'ftt.n -rkt~ l 1'f......+c, /'ofn; I
Record Id: overflow
:IDescrip: II llIncremcnt ila.lOft I
IStart E1.1145a.6aaa ft;IMax El. :1451.0.00.0. ft)
IIRiserDiam' . ,.. l4.QQ~~ .:
'[Weir Coem19.739a , HOrifCoeffl3.7820 ,
Licensed to: Barghausen Engineers
PRE-SUBMiTTAl REC'D
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Exhibit I
Conveyance Sizing
Calculations
PRE-SUBMITTAL REC'D
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Appended on: 08:34:36 Thursday, June 03, 2010
Canopy Roof Event Summary
[I Event IIPeak Q (cfs)IIPeak T (hrs)IIHyd Vol (acft)IIArea (ac)IIMethodIIRaintypel
IWQ EVENTII 0.0162 II 8.00 II 0.0043 II 0.1000 II SCS IITYPEIAI'
I 2 year II 0.0754 II 8.00 II 0.0244 II 0.1000 II SCS IITYPEIAI
I 5 year 0.0871 II 8.00 0.0291 II 0.1000 II SCS IITYPEIAI
I 10 year 0.0989 II 8.00 0.0334 II 0.1000 II SCS IITYPEIAI
I 25 year 0.1106 II 8.00 0.0377 II 0.1000 II SCS IITYPEIA!
I 100 year 0.1199 II 8.00 0.0411 II 0.1000 II SCS IITYPE1A!
Record Id: Canopy Roof
/Design Method II SCS IIRainfall type II TYPEIA I
IHyd Intv II 10.00 min IIPeaking Factor II 484.00 I
I II IIAbstraction Coeff II 0.20 I
IPervious Area II 0.00 ac IIDCIA II 0.10 ac I
IPervious CN II 0.00 IIDCCN II 98.00 I
!Pervious TC II 0.00 min IIDCTC II 1.11 min I
r ..----...--. -- .. n __
Directly Connected CN Calc I
I Description II SubArea II Sub en I
I Impervious surfaces (pavements, roofs, etc) II 0.10 ac II 98.00 I
I DC Compo sited CN (AMC 2) II 98.00 I
.
I - -.--. -- . . ... .'---
Directly Connected TC Calc I
I Type II Description II Length II Slope II Coeff II Mise II TT I
IISheet [Iroof 1125.00 ft 111.00% 110.0100 113.30 in 110.48 min I
IChannel (interm) IIpipe (n=0.012) 11160.00 ft 111.00% 110.0120 II 110.63 min I
I Directly Connected TC II I.llmin I
- -'. . ---~--,_...--,- . .....- . ..~.. .,----.-
Licensed to: Barghausen Engineers
PRE.SUBMITTAl REC'O
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6-INCH FULL FLOW CAPACITY
Worksheet for Circular Channel
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
c:\haestad\fmw\pipe.fm2
PIPE
Circular Channel
Manning's Formula
Full Flow Capacity
Input Data
Mannings Coefficient
Channel Slope
Diameter
0.009
0.010000 fIIft
6.00 in
Results
Depth
Discharge
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maximum Discharge
Full Flow Capacity
Full Flow Slope
1
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106/03/10
08:37:18 AM
0.50 ft
0.81 ets
0.20 ft'
1.57 ft
0.00 ft
0.45 ft
100.00
0.008870 fIIft
4.13 fils
0.26 ft
FULL ft
FULL
0.87 cfs
0.81 ets
0.010000 fIIft
PRE.SUBMITTAl RECIO
JUN 1 0 2011
l~ ___,=--_.____~...-
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.15
Page 1 of 1
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6-INCH 25-YEAR CAPACITY
Worksheet for Circular Channel
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
c:\haestad\fmw\pipe.fm2
PIPE
Circular Channel
Manning's Formula
Channel Depth
Input Data
Mannings Coefficient
Channel Slope
Diameter
Discharge
I
I
0.009
0.010000 fIIft
6.00 in
0.11 cfs
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maximum Discharge
Full Flow Capacity
Full Flow Slope
Flow is supercritical.
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106/03/10
08:39:05 AM
0.12 ft
0.04 ft'
0.52 ft
0.43 ft
0.16 ft
24.88
0.003398 fIIft
2.88 fils
0.13 ft
0.25 ft
1.71
0.87 cfs
0.81 cfs
0.000184 filII
PRE.SUBMITTAL REC'O
JUN 1 0 2011
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.15
Page 1 of 1
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Exhibit J
Geotechnical Investigation
prepared by
Branch Engineering, Inc.,
dated May 5, 2010
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Branch Engineering I
Inc.
Corporate Headquarters
(541) 746-0637
31 0 5~ Street
Springfield, OR 97477
Salem Engineering Office
(503) 779-2577
147 Commercial Street NE, Suite 10
Salem, OR 97301
Principals
M, Lane Branch, PE
Dam ien Gilbert, PE
Renee D, Clough, PE, PLS
Rene' Fabricant, PE,.SE
Ronald J, Derrick, PE, GE
www.BranchEngineering.com
May 5, 2010
Fred Meyer Stores Inc,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 Inc. Project No. lO-06SA
In accordance with our March 12, 20 10 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 Springfield, 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-; ('tr.?r:'(::'--~I'.i !{'~'_'H_;
, /I \. '-" -, -'" < , \ _ !
\ -;;:-, ", J'~ ~'\. " r""" "
'. V'A. '^'!' r 15, ,~"-/ 0-,'" ,/
'--,,'1'-1, '~/ ~% /
"-J. D J. 'i)\:: ,/
......'-.-.-----.-,....-
PRE-SUBMITTAL REC'O
JUN 1 0 2011
Expires: December 31, 2011
Ronald 1. Derrick, P,E" G,E,
Principal Geotechnical Engineer
CIVIL
STRUCTURES
TRANSPORTATION
SURVEYING
GEOTECHNICAL
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Fred Meyer Store #328
Springfield, Oregon
TABLE OF CONTENTS
1.0 INTRODUCTION ...................................................................................................................................3
1.1 Project and Site Description...............................................................................................................3
1.2 Scope ofW ork.......................................................................................................................................3
1.3 Site Information Resources ................................................................................................................4
2.0 SITE SUBSURFACE CONDITIONS ............................................................:.................................4
2.1 Ground Water ..........._..........................................................................................................................4
3.0 GEOLOGIC SETTING ......................................................................................................................4
3.1 Regional Geolog)' .u~........u.........u........................................................................................................5
3.2 Site G~ology .........................................................................................................................................5
4.0 CONCLUSIONS..................................................................................................................................5
5.0 RECOMl\fENDATIONS .............................u.....................................................................................5
5.1 Site Preparation, Earthwork, and Foundation Subgrade Requirements........................................6
5.2 Utility Excavations .......................................~.............:............:.....:.........................................................6
5.3 Soil Bearing Capacity...........................................................~..............................................................~
5.4 Foundations........................................................................................n.......n......................................."
5.5 Slabs/Beams-On-Grade .....n...............................................................................................................~
5.6 Soil Shrink/Swell Potential.................................................................................................................~
5.7 Friction Coefficient and Earth Pressures..........................................................................................~
5.8 Wet WeatherlDry Weather Construction Practices .........................................................................t
5.9 Settlement..............................................................................................................................................1
5.10 Seismic Site Classification.................................................................................................................f
5.11 Pavement Design ...............................................................................................................................1
6.0 REPORT LIMIT A TIONS..................................................................................................................1
PRE.SUBMITTAl REC'O
JUN 1 0 2011
Branch Engineering, Inc.
Pace 2 of 9
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Fred Meyer Store #328
Springfield, Oregon
1.0 .INTRODUCTlON
This report presents the results and findings of Branch Engineering, Inc. (BEl) 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 ofthe existing Fred Meyer retail store. The address of the existing store is 650 Q
Street in Springfield, Oregon, see the Vicinity Map on Figure 1. The site is in Section 26 of Township
17 South, Range 3 West ofthe Willamette Meridian (Latitude 44.064] 7N; Longitude -123.0] 873W).
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 wiJI encompass an approximately 150'x200' area of the existing parking lot with
five fuel islands, underground 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 al 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 mounted 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 01
the borings are shown on Figure I. Representative samples were collected for laboratory in-situ moisture,
shrink/swell potential, and Atterberg limit testing. IOield 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 stratigraphy generally
consists of 1- to 2-feet of soft to medium stiff silty clay with gravel that was likely imported or on-site
dcrived 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 presente<
on the boring logs in Appendix A.
PRE-SUBMITTAL REC'D
JUN 1 0 2011
Branch Engineering, Inc.
Page 3 of 9
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Fred Meyer Store #328
Springfield, Oregon
1.3 Site Information Resonrces
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.
. Two exploratory probe borings were advanced on site at the approximate locations shown on
Figure I.
. Review of the Lane County area Web Soil Survey, United States Department of Agricultural
(USDA) Natural Resources Conservation Service (NRCS)
. Review ofthe 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 thc project area consist of Pleistocene age, semi-consolidated alluvial terraCt
deposits of clay, silt, sand and gravel from the flood-plain influence of the Middle Fork of the Willamette
R.iver and the McKenzie River. The NRCS Web Soil Survey maps the site as part of the 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 twosite borings at depths of 10- and I 0.5-feet below
SUrfllCC 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 of the site area by the Oregon Department of Geology and Mineral Industries
(Walker & MacLeod, 199]).
PRE.SUBMITTAL REC'O
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Branch Engineering, Inc.
Page 4 of 9
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Fred Meyer Store #328
Springfield, Oregon
3.1 Regional Geology
The subject site lies within the mid-valley portion of the Willamette Valley Geomorphic Province
(WVGP), east of the Coast Range and west of the Cascade Mountains Provinces, The wvGP is a
regional lowland 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, ] 996).
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 of low energy streams and lakes in the mid Willamette
Valley. Subsequent compression forces and uplifting of the Cascade and Coast Range Mountains
depressed the Willamette River Valley. The rapid uplift of the 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 Willamctte 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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5.1 Site Preparation, Earthwork, and Foundation Subgrade Requirements
The following recommendations are for earthwork in the building foundation areas. Earthwork shall be
perfonned in general accordance with the standard of practice as generally described in Appendix J of the
2007 International Building Code.
All areas intend cd to directly or laterally support structures or accessway/parking areas shall be stripped
of vegetation, organic soil, fill, andlor other deleterious material. These strippings shall either be
removed from the site or used in landscape areas. The Geotechnical Engineer shall observe and approve
subgrade 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 excavation 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; howcver. the two site borings on Iv represent a very 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 reauired.
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% ofthc material's maximum dry
density as detennined by ASTM Method D- 1557 or 98% of ASTM Method D-698. All fill materials
shall be tcsted to measure compliance with project specifications. Foundation excavation and
construction shall either be perfonned during the dry season or positive drainage shall be provided so that
footing subgrades are not subjected to standing watcr. 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] 0 feet deep: commonly the excavation sidewalls will be
sloped at 1:1 (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 I: I 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 tren'fll. The fine;l1.ain soils are
classified as OSHA Type A. Utility excavations below the water table are !'iRfeShlIlM~:IAL REC'O
5.3 Soil Bearing Capacity
JUN 1 0 2011
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 psf for short term loading, such as wind and seismic events. The allowable soil bearing capacity
of the 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 Sub grade observation by the geotechnical
engineer before fabric and aggregate placement
lmported fill material Observation of material or information 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 caution 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 sub grade reaction (k) of the soil at 2-feet below existing grade is 150 Ib/in'.
5.6 Soil Shrink/Swell Potential
A representative sample of the soil from 3-feet below existing ground surface was tested for its free swell
potential by air drying a pulverized sample, hydrating, and measuring the percent expansion ofthe.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 of the 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 softeniYRth ,prp.longed exposure
to precipitation. . r:-.:JUfj/V/IITAL REC'D
JUN 1 0 2011
5.7 Friction Coefficient and Earth Pressures
Provided that the proposed subgrade soils am relatively consistent across the site, th~..~.~eftlcient of
friction of these soils is 0.35, which may be increased to 0.45 l1)r concrete poured atop at jeasni8-1neh
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layer of crushed aggregate compacted to at least 95% of the materials maximum dry density as
determined by ASTM Method D-1557 or 98% of ASTM Method D-698.
The passive earth pressure of the soil within 6-feet ofthe existing ground surface are 250 pef 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 pcf 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 subgrade
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:z-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 ofthe 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 of a 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 JO 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 Dl557 or 98% of ASTM Method D-698. BEl
recommends using a geotextile 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 use of Fred
Meyer Stores Inc. and their representatives for use 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
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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
BOR.ING LOG
SUMMAR.IES, NEAR-BY WELL LOGS, &
SOIL SUR. VEY
PRE-SUBMITTAL REC'O
JUN 1 0 2011
lRANCH ENGINEERING INC
3 I 0 FIFTH STREET
IPRlNGFIELD, OREGON 97477
I HOLE #: B-1
CREW: RJD
PROJECT: Fred Meyer Springfield
I ADDRESS: 650 Q Street
LOCATION: Springfield, Oregon
DEPTH
I ft
2ft
3ft
- 1m
4ft
BORING 1
PROJECT NUMBER:
DATE STARTED:
DATE COMPLETED:
SURFACE ELEVATION:
WATER ON COMPLETION:
HAMMER WEIGHT:
CONE AREA:
BLOWS CORRECTED
PER 6 IN BLOW COON
SOIL DESCRIPTION
ASTM METHOD D2488
2" Asphalt Concrete
4" Base Rock
Brown, slightly moist Silty Clay
with gravel to 3' depth
Brown, moist Silty Clay with
trace 3/8" diameter round gravel
Page I of 2
1O-065A
04-23-2010
04-23-2010
452
441.5
140 LBS
SAMP COHESIVE SOIL MOIST
TYPE CONSISTENCY %
Med Stiff
Sft 3 10 SPT
6
43 46 Gravel in tip Dense
6ft Bar-Run Sandy Gravel
Dense
2m 39 80 SPT
7ft
8ft
9 ft
3m lOft
I] ft
12 fi
-4m 13ft
Gravels
y
Drilling Refusal at ] 3 feet
Ground Water at 10.5 feet
Dense
DENS
cf
20.4
89.3
~RE-SUBMlr 4L Ri:C'
JUN 1 lOIf
z:\2010\10-065A B-1.XU
I
BRANCH ENGINEERING INC
1310 F]FTH STREET
SPRINGFIELD, OREGON 97477
BORING 2
Page] of 2
PROJECT NUMBER:
DATE STARTED:
DA TE COMPLETED:
] 0-065A
04-23-2010
04-23-20]0
I HOLE #: B-2
CREW: RJD
PROJECT: Fred Meyer Springfield
I ADDRESS: 650 Q Street
LOCATION: Springfield, Oregon
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SURFACE ELEVAT]ON:
WATER ON COMPLETION:
HAMMER WEIGHT:
CONE AREA:
452
442
140 LBS
BLOWS CORRECTED SOIL DESCRIPTION SAMP COHESIVE SOIL MOIST DENS
DEPTH PER 6 IN BLOW COUNT ASTM METHOD D2488 TYPE CONSISTENCY % pcf
- 2" Asphalt Concrete
- 5" Base Rock
- 1ft Clayey Gravel to I'
- Dark brown to black, moist Soft
- Silty Clay with some gravel
- 2ft
-
-
- 3ft
- ] ill
- SPT
- 4ft 2
- 3
- 4 ]0
- 5ft
-
-
- 6ft
-
-2m
- 7ft 19 SPT Dense
- 40+ 63 Gravel in tip
- Bar-Run Sandy Gravel
- 8ft
-
-
- 9ft
-
- y
-3m ] 0 ft Dense
-
-
-
- Ilft
- ~RE.SUBMIl AI. REe')
-
- ]2 ft JUN 1 ZOll
-
-
-4m 13ft
z:\2010\1Q..065A B-2.XlS
HOLE #: B-2
PROJECT: Fred Me er S rin field
BLOWS CORRECTED
DEPTH PER 6 in BLOW COUN
5m
14 ft
15 ft
16 ft
17ft
18 ft
19 ft
20 ft
21 ft
22 ft
7 m . 23ft
9m
24 ft
25 ft
26 ft
27 ft
28 ft
29 ft
BORING 2 cont'd
Page 2 of 2
1O-065A
MOlST DENS
% cf
SOlL DESCRlPTION
ASTM METHOD D2488
PROJECT NUMBER:
SAMP COHES1VE SOlL
TYPE CONS1STENCY
Bar-Run Gravels and cobbles
with sand, rounded
Dense
Drilling Refusal at 18 feet
Ground Water at 10 feet
PRE-SUBMITTAL REC'O
JUN 1 0 011
z:\2010\10-065A B-2.XU
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LIfNt...
$07St
RECEIVED
ex New con~tntcrion
i-: Conversion
o Alteratlon (Repalr/Recondifion)
o Oeepening 0 Abandonment
~' " STATE OF OREGON ,
~\JrU uJRlNG WELL REPORT
(u ..qui.... by OIlS 537.765 & OAR 690.240009S1
Instroctions for eomnJHino this rrnnrt 8ft on the last nnCJP of this rorm.
(1) OWNERJPROJEC"r. WELL NO. MW-2 WATER RES&lIBOEs.1JlIDItPFWELLBy legal description
Nom< Pacif; c Petroleum SJI ..EMI'GRIii6ON Connly Lane
Address P.O. Box -2803 Township Tl7S (No~oge R;lW (Eor~SC<'ion i::b
City 'Stntc nu Z;n I. NF 1/4 of ~W 1/4 of above section.
(2) TYI'EOFWORK: 2, EitbeJ' Streeladdre"ofwellloca'ion 5th & Q Station
1795 N. 5th Street. Springfield. OR 97477
or Tax JOl nlJmbeTofweJl loaltion Unknown
3. AmCH MAP WITH LOCATION IDENTIFIED. Map obaIllnelude
opproxlmote scale IlDd north arrow.
PPCOIRDS.95U
MAY 2 2 1996s1llrt Card 11 w-87997
I
4-9-96
(3) DRILLING METHOD
::J Kotary Air 0 Rotary Mud
CXl Hollow Stem Auger 0 Other
I" BORE HOLF. CONSTRUCTION
o Cabl<
(7) STATIC WATER LEVEL:
8 "'"t. below land surface.
Artesian Pressure ____ Ibfsq. in.
[)at<
Dat<
I V v'"
Special Slandards 0
No
IKJ
Depth of rompJe1rd well
I v..Ull{'.
IV~: ....
I
I
Seal
-.lfL
I
TO
-.5.f',
I
1'-
Filter
pack
I~ft,
TO
...lit ft,
I
J (5)
I
,
18
ft,
Land surfl\Cf'.
Ymte.t~tighl cover
Surface flu",h vault
Locking cap
Ca.'liing
diameter 2 in.
ma..rial Sch. 40 PVC
\\\:1<1<:<1 Threaded Glued
o ~ 0
Liner
diameter ------ in.
material
~Ided Threaded Glued
o
o
o
Well~l:
Material Bentoni te
Amount3/SIl (200 lbS.,
Groul weigb' 14 . 1 1 bs ./
Borehole diameler ga 1 .
12
ICnto!!!!.c p~ at lea',' 3 ft. thick
Screen
mn,erial 5ch. 40 PVC
in.
intcrval(s):
From--==-=.. To
Frorn~ To
Slot siu 0 20 in.
Filler pack.;
M~eri~ Silica Sand
Size 10-20 in.
WELL TEST.
= Pump 0 Bailer 0 Air 0 ""lowingArt~lRn
Penneability ----____ Yield __________ UPM
Conductivity -------- 6k ---...------
lemperatureofwater 55 Dtpth artesian flow found ---_
Was water analysis doRt? i,XJ Yes 0 No
By whom? Par.ifi" Northwl'st I aboratnril's
Dcpthof~tratalobe8nnJyzed. From 10 fa.tn 18
Remarks:
I
I
Name of !\uper'Vilting C.enlngi!'.tIF.ngincer Mi r.hilP 1 Oilir 1 i ng
ORTfHNAI.& FlR~T(,()PY_WATPR VW:;_~flR(,"S. nw.A171"PtAl7NT
(8) WATER RRARING 7DNF.'i:
o.p.h a, whkb W'I<r was firs. found 10 '
Prom 1b Es1. Flow RAIl':: SWl
10' 18' 1 oom 8'
(9) WEI-LLOG:
450'
Ground elevation
Material Prom To SWL
Gravel Fill 0' 2'
Siltv Clav 2' 5'
,I 5' lR'
-
u_ .. -'-
._n_.__ ',"
""I" l"lnl AITT d 1)1"f" 'I
nU;-,JUUIVlIll' 'L. 1\1.""
"," 1 ^^"
. '"u
"'e started 4-9-96 Completed 4.9-96
"
(UfIbonded) MOOltor Weu Con~1rUctor Cenlllcation:
I certify that the work I performed on the construction, nlteration. or
abandonment or this well is jn compliaoce with Oregon welJ construction
stal.Idard'i. Maferi.aJs used.and infonnation reponed aoove are true to.be best
knowledge and belief. MWC N
umber -----
Signed
Dnt<
fl.
ft,
(bonded) Monitor ~n Coostrocwr Cenification:
I aCf.e}1t rrsponsibility for the construclion. alteration. or ahandnnmf':nl
wort< perfonned on this well during the eonstnJetion date< ..ported 3bove, All
Wjrk pcrf~ durinG.lhia time is in compliance with Oregon well COllSuuction
!Ii dards. This n:port IS bUe to the best of my knowledge and belief.
~ MWC.Nnmher 10?AA
~rrn rnovrrUJ ~T~ TUTDh'::~ ~t~. .~~:9-96
I
on-Boese & ASSOClattEeE4VeD
65 CentennIal Loop MAY 2 2 1996
Eugene, Oregon 97401 " C.'eula'
(541) 484-9484 WATER RESOURCfd,RW:
Fax: (541) 464-4188 SALEM, OREGON
, r 5cale:
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.---. ~1....:~.:::.~-:_:-=r:~~:-'j-0_;=~f:t=~t:
. "" I(:) ~~---- '-pL____.._,... .---
s ~~"1'i;.;~1~t1I:ft,i':;i
a~~.t= :i.+~.'00' ;+~ .~. ~ ~~r_~..: .~~ i:..; .. ...;..--.:------
~I~_,".a.t....rr...' c.:_"".L; ,'''-;..-':-:.::-:-:.....-
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PRE.SUBMITTALREC'On ._
JUN 1 0 2011
.",
S'OOE OF OREGON V .::.--: ---...,p rrrrnrn
J\.WNIT6RINGWELLREPO //LJ/lQ UG 9 h
(as required by ORS 537.765 & OAR 690-2Ml- (/ V I . - 1094
Instnlctfons for com letip tbfs re ort are on the s orm~ ". I
(1) OWNERlPROJEC'l! WELL NO. MW-' S~I'~~~. . ~~;&It?tA'rION OFWELLBy legal description
Name Kentuck y Fri ed Chi cken "fki' Location, County I "'Ill'
Addross 5605 North McArthur Blvd.. Suite 650 'jOwn'hip T17S (N~ange R3W (Eo@section
City I rvi nq State TEXAS Zio 95038 k NW 114 of NW 1140fabove ,ootiOD.
(2) TYPE OFWORK d. Either Stte"address of well loeation 650 "0" Street
I SprinQfield. OR
Jr Tax lot numbar of welll<lCation 5503
4. ATn\CH MAPWITH LOCATION IDENTIFIED. Map sballlndude
,pproximate scale and north arrow.
(1) STATIC WATER LEVEL:
11 Ft. below loud ,wfaoe.
sinn l>ressure Iblsq. in.
I
I
I
I
I
[Xl New constrUc!ion
o C~versron
o Alteration (RepairlRecandition) .
o Deepening 0 Abandonin",t'
DRlLLlNG METHOD
o Rotary Air 0 RotaIyMud.
rn . Hollow Stem Auger 0 Ofuet
a BORE HOLE CONSTRUCTION
Yes No
ial StandMds 0 DI ~ of comple"d 'well
I \l1Ult{"
I .-!oft ~.
-Lit. .'
,..
I
II
WELL TES'l!
o Pump 'Dllailer
Pcnneability
Conductivity
Temperature of water 55
Was water analysis done? DYes
By whom?
Depth of strata to be analyzed. From
Remarks:
(3)
I
Seal
-Lft.
I
...JLJL .
I .
I
Filter
, pack
I LiLft.
TO
I io-ft.
I
(5)
I
I
TO
o Cable
1'0- ft.
Land surface
VktcNigbt cover
Surface flush vault
Locking cap
Cas
di~tei' - - 2 in.
ma"rial Sch. 40 PVC
Vklded Threaded Glued
o
[]
D.
liner
diameter
material
Vklded Tlveaded Glued
o
o
o
Well seal:
Material Rpn to n ; te I
Amount3/R" (1'00 lb~)
Groulwel&bl 14 I 1 hsj ,
Borehole dJameteT
fl in.
~nto~ p~ at least 3 ft. thic
Screen
malerial Sch _ 40 PVC
inlerval(s):
From~To 201
FeoRL-=..=- 1b
Slot size O?O i.n.
Filter pack;
Material r.1 aNn ~nncJ
Size 10-70 in.
o Air " 0 Rowing Artesian
TIeM GPM
t::i:. Depth arteSI: flow round
I] No ..
ft. to
I
1'6
I
(8) WATER BEARING ZONES:
D."
Date
7-8-94
Depth at which water was first found
11
From Th Est. Flow Rate SWL
11' 20' "7 1 nnm "
9) WELL LOG:
Ground elevation
Material
From
To
SWL
B
in.
Gra e
silt
Date started
7-8-Q4
Completed
7_R~Q4
(unhanded) Monitor Well Constructor Certification:
~ certify that the work 1 perfonned on the CODStrUction, alteration, or
abandonment of this well is in compliance wilh Oregon well constrUction -
standards. Materials used and information reported above are true to the best
kDow1e'dge and belief -- - - MWC Number .
Signed
nale
fl.
(bo~ded) Monitor Vkll ConSUUClor Cen!ficadon: .._
. I actept"~ponSibmty for the conslroction, .alteration. or abandonment
work performed on this well during the CODStruction dates reported above.. All
..work performed durin 's time is in compliance with Oregon well construction
standards. This r true to the best of knowledge and belief.
MWC Nom"" 10?RR
ate B/2/94
THIRD COPY-CUS'TOMER
ft.
NameofsupcrvisingGeologistlEnginccr Robert Goodfellow ,
ORIGINAL & FIRST COPY.WATER RESOUR= DEI>ARTMEN"t
J
. . S'JJ\TE OF OREGON ~
~
MOrtrroRING WELLREPO
(as required by ORS 537.765 & OAR 6!IIl-240-09
ctions fi com this rt are on the last
(1) OWNER/PROJEC'n - . WELLNO.
Name Kentucky Fri ed Chi cken
A~ 5605 North McArthur Blvd..
City I rv i ng State TE XAS
(2) TYPE OF WORK:
{j N~~tructiQIl
o COD~op_ __'
. , ~~V._
AUG ~ , 1994 Start Card #
~^lE' ~~itg~ON OF WELL By legal description
~JJLocation: Connty Lane
~WDSbip T17S lNo@Range R3W (EO@ Sec1ion 26
\. NW ' U4 of NW 1/4o(above section.
2. Either SlreetadllressofweJJlocation 650 "0" Street
I SprinQfield. OR
t Tax lot number of well location 5503
3. ATIl\CH MAPWITH LOCATION JDENJ:IFIED. Map sholl inclnde
I I'OIImate scale and north arrow.
<r STATIC WATER LEVEL:
9.5 Ftbelowland_
~ Pn:osure IbIsq. In.
(8) WATER BEARING ZONES:
11 Depth at which water was fust found
RW-l
Suite 650
Zio 75038
"
D ~_tion (Repairllleconditio.r
O~g.- O~~onment.
(3) DRILLING MEmOD
o ~Air 0 RormyMud
Ell H~!Iow So.mAuger 0 Other
DOlbJe '_
~ORE BOLECONSTRUcnON
~ No
. Standards 0 [J ~DCpiii ofeomplCtoo well . 2!i
.;ioa{':
--La .
"
-
I
I
.-
I-=~
TO
I &a.
I (5)
I
I
Seal
-La
TO
---5.. ft.
a.
Land swface
\Y.ne.r-tight cover
Surf_ flnsb vault
Locking cap
~g
diameter 2 in.
material Sch. 40 PVC
Vklded Threaded Glued
D ~ D
Un...
diameter
material
\\\:lded Threaded Glued
D D D
\lkl.lseal:
Mar.rial Benton ite
Amount 3/8" ( 200 1b
Grout weight 14.1 1 bs/
Borehole diameter gal
8 m.
~to'iilie p~ at l~t 3 ft. tlu~k
S=en
material Sch. 40 PVC
mlerval(s):
From~Th 25'
From -- 10
SIotsize .020 in.
F~ter pack:
Material clean sand
Size 10-20 in.
Date
Date
7-8-94
9.5'
From 1b ow Rate SWL
9.5' 25' '> 1 nnm 9 5
.
(9) WELLLOG:
Ground elevation
m.
i Material From 1b SWL
I Backfi 11 0 2'
. Sand clav w1some si1 2' 10 ~,
i Gravel' w/.nmp sandv 10<;' :>5'
silT
)
...... ",-,.1-.. ~..-
(In:- OIVIlIIi"\1 Iq;LL'
J II~ .1 U ~UlJ
Date started
I
,
L _ _ .
(uhbonded) Monitor Vkll Constructor Certification: .
j I certify that the work I perfonned on the construction,. Bltcmtion, or
a~onment of this well is In compliance with Oregon Well construction
....... -=-stihdaid."-'- Materials I1Sed end information reported above are true to the best
kjwwled8" and bali.f. MWC NUlllber __
s~ -------- Date..
!l. ~ed) Monitor ~ Constro;"'r Certification:.
r accept responsihllity for the constrUCtio~ alteration. or abandonment
lk perfonned on this well during the construction dates reponed above. All
perfonned liming this tiInc ism cOmPliance wilh Oregon well construction
ards. Thi& b1Je to !he best of knowledge and balie!.
MWCNumber 1 0288
..ate i/2/94
THIRD COl'Y-CIlS'l"OMEll
7/8/94
CompJc!l?d
7/8/94
WELL TEST. _
DPump. =-- DBaile'. .
Permeability
Conductivi
Thmperature of water 55
Was watt:.r analysis done? D)b;
By whom?
Depth of ,trota to be analyzed. From
Remnrks,
DAii
YJcld
D}']!l_wingArteSian
OPM
I\.
I
it. to
Namenfsupervi&ilIgOeologisrJljngineer Rohprt Gondfpllnw s
ORIGINAL & FIRSTCOPY-WATER RESOURCES DEPARTMENT S
.... Jilt" ..
-
---- '
RE(~n!r:n
AUG - 9 1994
WATER KES;;U}/":E~ L!:.r J
SALEM, OREGON .
-
o
<Q
--=<-. ?
"'E_ II
~ U 11 ) UL
a.
~ 0 [
~~
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tnD
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. I[
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t
. P E.~MI1TAL REC'D
~
JUN 1 0 2011
\Ii
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(f)
~
Seal
-Lft..
TO
-1..5fl
I
.-
I~ft.
ro
I
.2.lL ft.
I (5)
I
I
Casing
dillIIlCter 2 i!L
ma'erial Sch. 40 PVC
\>killed Threaded Glued
o IXJ 0
Liner
diameter
material
'l'\l:lded Threaded Glued
o 0 O.u
Vkll seal:
Material Bentoni te
Amount 3/B" (75 1 bs)
Grollt wcight 14.1 1 bS/
Borehole diameler gal
R ID.
!!!:!"".!!!!.< plug at least 3 ft. thick
Screeo
material S~h 40 PVC .
intervo1(.):
From~To 20'
FlOm ---==- Th --
Slotsize .0:>0 in:
FlIter pack:
MaterialSili~a sand
Size 10-:>0 in.
I - .. STNru OF OREGON -:ff'--
?dONITORING WELL REPORI'
(us requlml by ORB SYT.765 & OAR /i9O-~
I IDstrudions for com . this rt are the last
(1) OWNERlPROJECT: WELLNO: . . MW-5 WATER ES'OOIl..Q~m~OFWELLBylegaldescription
Name Metroool itan Life Insurance Comoanv SAL M, f.~: County Lane
Address .101 Lincoln Centre Drive. Suite 600 wnship T17S (No@RJulge R3W (Bor@)Sec1ion
City FosterCitv State CA ZiP 94404 . 1. NW V40f NW 1/4 ofaboye section. .
(2) TYPEOFWORK: . 2. - Street_ofweiIlOc.non 650 0 Street
SDrin9field. OR 9747
rn Now.conslrnction _ 0 .~!~(RepairIR<Condition). ok:::mher of well IDCanon 5500
o Conversion _ .: 0 Doepening 0 Ah@ndonmem - 3. ATrACH MAPWITH LOCATION IDENTIFIED. Map sbaI1lneJude
D seale aud north arrow.
~ STATIC WATER LEVEL:
I 1 0 Fl. below land surface.
Ahesitm Pressure 1bIsq, in.
I
( WATER BEARING ZONES:
I
I
I (3) D~n~::~METHOD 0 Rotaty}fnd o Cable
J]j Hollow'StemAugcr . 0 oii.er
I~ORE HOLE CONSTRUCl'ION
lbl No .
20 ft.
Land surface
o ft. . _.tight cover
._ TO : Surface flush vault
:...L II. . Locking cap
I
I
I
WELL TEST.
OPump.. OBaller . 0 All: -,.
Permeability Yielq.
ConductivilJ' PH
"Thmperature of water !i!i~ Depth.....itm flow found
Was watcr analysis donc? []\es L::rNo _ _
By whom? IInknown
DePth of stnlIa 10 be analyzed. From
Remarks:
I
D Flo~g ~~"':n
GPM
!i
--;
ft.to
:>0
Name ofsuPervising Geologls1lEngineet: Roh..rt f.:oorlf..ll n'~
ORIGlNAL& FlRSTCOPY.WATER RESOURCES DEPARrMENT
26
Date
Date
5-17-94
at which water was first found
m 1b Bst. ow
,
lot
SWL
in.
SWL
Ground elevation
450'
. .,
I In
t '
,
. rate started 5/1 71 94 Co!DPlel!>d !i /17 /94
~ndCd) Monitor 'l'\l:ll Consltnctor Certification:
I certify that the work I performed on the construction, a1leration, or .
. andonment of this weD is in complla.nce wi.th Oregon well construction
s . ards. Materials used and infonnation reported above are true to the best
.. ledge and lielief. . MWC N be
.1 -. . om r --
Signed n___ Date
ft. J:nded) Monitor ~ Constructor Certification:
I I 8ccept iesPoDSl'bility for tbC constroction, alteration, or abandonment -
. EperfOnned on this well during Ihe construction dates ICpO.rted above. All
it. . _ rk. perfonned duri ome is in compliance with Oregon wen coilstruction
. _ . '. Th1s . e the best wlcdge and belief.
MWCNumher] n?l311
F./17/QIl
It THIRD COPY-cuSTOMER. .
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PRE.SUBMITIAl REC'O
JUN 1 0 201
~\I
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Soil Map--Lane County Area, Oregon
.'
Fred Meyer SpringfieJd Oregon
I
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Map Unit Legend
';' '. La~e:C~'~ntY:'Are~~ Ore~~'n:fOR6:37.(';':-~: ".<
.';, , . . '",-,' - ".".-' . ..;,;....'....
:;,t;~M#~yi\i!:~y!K~~I,~',; . .Map Unlt.Naine, :ACies,l~'AOi'..
32 Coburg~Urban land complex 1.0
34
76
100
Courtney gravelly silty clay loam
Malabon.Urban land complex
Oxley gravelly silt loam
3.5
31.5
6.9
25.3
66,1
! ,;!,~~c.ritofA(:jIi;;:,~;;t;'i';
1.4%
5.1%
119 Salem-Urban land complex
Totals for Area of Interest
46.2%
10.1%
37.1%
100.0%
PRE.SUBMITTAl REC'O
JUN 1 0 2011
USDA
-.=
5/512010
Page 3 013
I
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
Map Unit Description: Salem-Urban land complex-lane County Area, Oregon
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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
Setti ng
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 lable: 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 si~ 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'O
JUN 1 0 ZOIl
USDA
0,;--'-=
5/5/2010
Page 1 of 1
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
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APPENDIX
B
PltOJECT
SPECIFICA TIONS
PRE-SUBMITTAL REC'D
JUN 1 0 2011
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GEOTECHNICAL SPECIFICATIONS
PRE.~' '~"AI1W. REC'D
JUI~ 1 0 ton
General Earthwork
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
associatcd debris removed from the 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 of root
wads, utilities, or structures shall be properly cleared of loose material, benched and backfilled
with fill materia] approved by the Geotechnical Engineer of Record compacted to the project
specifications.
3. In structural fill areas, the subgrade soil shall be scarified to a depth of 4-inehes, moisture
conditioncd to within 2% of the materials optimum moisture for compaction, and blended with
the first lift of fill material. Thc fill placement and compaction equipment shall be appropriate for
fill materia] 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 effectively 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
sty Ie compactor.
4. All structural soil fill shall be well blended, moisture conditioned to within 2% ofthe material's
optimum moisture content for compaction and compacted to at least 90% oflhe 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 materia] over 3-inches in
diameter. Rocks shall be evenly distributed throughout each lift offill 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 b]endcd, moisture conditioned at or up to 3% above of the
material's optimum moisture content for compaction and compactcd 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 fOJ
testing by the above methods, then observation of placement, compaction and proof-rolling with I
loaded 10 cy dump-truck, or equivalcnt ground pressurc equipment, by a trained individual may
hp. ltcpn tn ';H.=cp.c;::~ !;Inrl rln('llmpont thp_ ('_nmnli~n('p urith c;::1TllC'.tnT:::Il fill .,np.('.lf1C':;.'lti()n~
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