Storm Drainage Report
STORM DRAINAGE REPORT
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FOR
RITE AID
LOCATED AT
SOUTHWEST CORNER OF VANCIL ROAD & YELM AVE. E (SR 507)
OWNER.
THE BALDRIDGE GROUP
12813 FLUSHING MEADOWS DRIVE
SUITE 200
ST LOUIS, MISSOURI 63131
Phone (314) 966-2300
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PREP ARED BY
BUSH, ROED & HITCHINGS, INC
2009 MINOR AVE. E.
SEATTLE, W A 98102
Phone (206) 323-4144
Fax (206) 323-7135
ENGINEER.
BRENT D CUMMINGS
I hereby state that thIS DraInage and ErOSIOn/SedImentatIOn Control Plan for RIte AId has
been prepared by me or under my supervIsIon and meets the standard of care and
expertIse WhIch IS usual and customary In thIS communIty for professIOnal engIneers I
understand that the CIty of Yelm does not and wIll not assume lIabIlIty for the
suffiCIency, SUItabIlIty, or performance of the draInage facIlItIes prepared by me
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January 19, 1999
T ABLE OF CONTENTS
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STORM DRAINAGE REPORT
PAGE
1 PROPOSED PROJECT DESCRIPTION 1
2 EXISTING CONDITIONS 6
3 INFIL TRA TION RATES/SOILS REPORT 7
4 WELLS AND SEPTIC SYSTEMS 32
5 FUEL TANKS 42
6 SUB-BASIN DESCRIPTION 43
7 ANAL YSIS OF THE 100- YEAR FLOOD 44
8 AESTHETIC CONSIDERATIONS FOR FACILITIES 45
9 FACILITY SIZING AND DOWNSTREAM ANALYSIS 46
10 COVENANTS, DEDICATIONS, EASEMENTS 73
11 PROPERTY OWNERS ASSOCIATION ARTICLES OF INCORP 74
12. OTHER PERMITS OR CONDITIONS PLACED ON PROJECT 75
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Section I
Proposed Project Description
ThIS project seeks a bUIldIng penrut for the constructIOn of a retaIl facIlIty at the
southwest corner of VancIl Road and Yelm Ave E. (SR 507) A legal descnptIOn IS
Included on sheet 1 of the erosIon control plan set. The total value of the Improvements
proposed at the sIte IS unknown at thIS time
The proposed sIte Improvements Include InstallatIOn of a retaIl store and assocIated
parkIng Improvements The total ImpervIOus area of redevelopment WIll be 61,649 sf and
17,598 sf of landscapIng UtilIties WIll be Installed to serve the bUIldIng a parkIng lot.
The new storm draInage faCIlIties WIll route surface draInage to a control manhole The
water qualIty storm WIll be routed to a wet vault pnor to dIscharge to the Infiltration
trench. All other draInage, IncludIng the roof runoff WIll be routed dIrectly to the
InfiltratIOn trench.
An emergency overflow pIpe WIll be extended to VancIl Road. When the CIty relocates
VancIl Road and Installs It'S assocIated storm draIn system, the overflow pIpe WIll be
connected to the street system to provIde a release for storm events exceedIng the 100 yr
storm.
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123RD AVE SE
.12 RD AVE SE
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STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN
Table IV-I. 2
Activities Checklist
CHECK ACTIVITIES THAT ARE OCCURRING OR WILL BE OCCURRING
(see Chapter IV-2 for the appropriate land use, and Chapter IV-5
for relevant BMPs)
Uncovered vehicle parking
YES
85
N()
NO
yc:S
Indicate number of parking spaces
Washing of vehicles or equipment
Vehicle or equipment fueling
Loading or unloading of liquid materials
Storage of raw materials, byproducts or products
of manufacturing processes
No
-
NO
Nt)
Above-ground bulk storage of fuel, petroleum
or chemicals
Use of underground tanks
Use of pesticides or fertilizers
Livestock husbandry
No
-
No
Temporary storage of liquid or solid wastes
Indicate type of waste:
Dangerous/Extremely Hazardous waste
Nc
-
No
No
Food wastes
Used oil
Other (briefly describe)
Do you have or will you be obtaining a permit from the Department of
Ecology to store Dangerous or Extremely Hazardous wastes? lVeJ
Do you intend to connect inside drains to the public sanitary sewer? Will
you be discharging process water directly to a surface watAJdJ
DESCRIBE ANY OTHER OUTSIDE ACTIVITIES NOT COVERED ABOVE
IV-1-9
FEBRUARY, 1992
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STORMWATER MANUAL FOR THE PUGET SOUND BASIN
IV-2.3.4 RETAIL GENERAL MERCHANDISE
SIC: 5300, 5600, 5700, 5900, 5990
DESCRIPTION: This group includes general merchandising stores such as department
stores, shopping malls, variety stores, 24-hour convenience stores, and general
retail stores that focus on a few product types such as clothing and shoes. It also
includes furniture and appliance stores.
MATERIALS USED AND WASTES GENERATED: Of particular concern are the parking lots of
shopping malls and 24-hour convenience stores. Because of heavy vehicle usage, the
concentration of oil and grease in stormwater may exceed the Ecology guideline of 10
mg/l. Although there are no local data to confirm this view, limited research in
the San Francisco Bay area found the mean concentration of oil and grease in
stormwater to exceed lO mg/l. Larger stores may own delivery vehicles. It is
likely that servicing these vehicles occurs elsewhere and is not done by the owner.
Furniture and appliance stores may provide repair services in which Dangerous Wastes
may be produced. Department stores and shopping malls may have restaurants that
generate waste food.
Source Control BMPs: See BMPs 51.10, 51.20, 51.50, 51.80, 52.00 and 52.20 in
Chapter IV-4 to determine appropriate actions.
Regulatory Requirements: See R.1, R.2, R.3, R.4, and R.10 in Chapter IV-5.
Stormwater Treatment BMPs: Source control BMPs such as good housekeeping should
always be used to control stormwater pollution. Stormwater from parking lots and
outside areas where manufacturing processes occur shall be treated using
infiltration and/or detention as detailed in Volume III, Runoff Control. Those
practices shall be used in combination with other appropriate pre-treatment and
treatment BMPs such as biofiltration, pre-settling basins and oil/water separators
or equivalent (see Volume III).
stormwater runoff from rooftops may be discharged to the storm drain below the
treatment system as long as the drainage requirements of the local Public Works
Department are met. If there is no stormwater drainage system (storm sewer) to
discharge to, runoff from rooftops should be disposed of through the use of an
infiltration facility wherever possible (see BMPs RI.1S and RI.16 in Chapter 111-3
of the Runoff Control Volume).
IV-2-49
FEBRUARY, 1992
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Section II
Existing Conditions
The eXIstIng sIte IS a 2 956-acre parcel frontIng on the south sIde of Yelm A venue East
(SR 507) and the west sIte of VancIl Road. SIngle famIly resIdences border the sIte on
the south and west sIdes The sIte currently contaInS two small one-story bUIldIngs on the
east sIde and a one story church wIth an asphalt parkIng lot on the west sIde The
eXIstIng ground cover IS mostly grass WIth trees and some brush.
The SIte IS flat WIth a slIght slope down towards the southwest corner There are no storm
water conveyance systems or defined draInage channels enterIng or eXItIng the SIte The
church parkIng lot contaInS a mInor storm water system wIth drywells There are no
publIc storm systems In the streets frontIng thIS property It IS assumed that runoff from
thIS parcel dIscharges via InfiltratIOn to the ground water
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Section III
Infiltration Rates/Soils Reports
InformatIOn and InfiltratIOn results follow In thIS sectIon
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JUL-Ui-9H WED U4:44 PU KLI=.lNFI:.LDE~
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m kLEINFELDER
2405 - 140th Avenue Northeast, Suite A 101
Bellevue, WA 98005
Transmittal Cover Sheet
Original OWiIl I2IWiIl not follow
DATE: July 1, 1998
FILE NO. 60-1742-02
PHONE:
FAX: (206) 441..a372
PHONE: (206) 562-4200
FAX: (206) 562-4201
TO:
Mr. Wayne Miller
Mulvanny Partnership
FROM: Gary D. Beckham
KJeinfelder, Inc.
RE: Rite Aid Store #5286, Infiltration Tests
cc: Mr. Brent Cumminge, 8RH Enginooro, Fax (208) 323-7135
Number of pages including cover sheet:4
Message:
Enclosed please find the results of our infiltration tests for the storm water system at the
above property.
According to our test results, it is our opinion that the southern portion of the property
south-adjacent to the south driveway is suitable for the discharge of storm water. The soil
types tested are the sandy gravel and gravelly sand which are present below a depth of 4
feet at the location ofPerc.l and 1.3 feet at the location of Perc-2. The infiltration area
should be completed in these units and not in less permeable soils if possible. Locations of
excavatIOns for Perc-l and Perc-2 are shown on the attached map.
At your request we observed conditions in the shed in the southwest portion ofthe site
and noted well casing and other equipment suggesting past use as a well house. Also note
that capped well casing was observed in the planter at the southwest comer of the church
building and that the locked shed west of the residence in the southeast portion of the site
is a well house according to the resident at the east.adjacent property.
fsxcvr.doc
JUL-01-98 WED 04:44 PM KLEINFELDER
FAX NO. 4255624201
P. 02/04
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PERCOLATION TEST DATA FOR1"I
Percolation t~s:
I.oc"tion f,.~l'ovJ Hry.,. -A:rI .$~~ 5,'>fr.; Sf:/~ Ale ~R 507) p.f!:'-&~/lltd.
Test hole nurrber ~-I
Depth to bottom of hole bD inches Diameter of hoh~~inches
DeDth. inchec; Soil texture
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, e Percolation test by t(/ , S ~ Lew!.$t
Date of test
7 / l'> I /9td"
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Time Time Measure- Drop in Per~ola- l{emarks
Interval, ment, water level, tlOn rate,
minutes inches inches minutes
nerinch
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PERCOLATION TEST D.o\TA FOR"I
Percol~~.on t~$~
Locarion r~ 1i,Y.~ AI;! Sib.-e / SR.t;"07 ~w1 tJAMdl IIj
Test hote nuti'b~r p.pr~ '7-
Depth to bot:oi7. of rol~ &f~ inches Diameter of nol~~inches.
Depth. ir.ch~1)
Soil r~xtur~
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.$od tI!I...d' ~,D;-~~,' I -- Lorn ~~
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Percolation test by tI/. S. l-ew r.s
Date of test 7 / () 1/9 '8'"
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Time Time Measllre- Drop in Percola- Remarks
Interva! , ment, water level, tion rate,
minutes inches inches minutes
nerinch
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Percolation rate= O. (,..3 minutes per inch.
KLEINFELDER F AX NO. ~25582~201 P OMO~
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RlKLEINFELDER
/2-
Report of Geotechnical Investigation
Proposed Rite Aid Store - MP #97-327
State Highway 507 & VaneH Road
Yelm, Washington
Prepared For'
Baldndge Development Group, L L C
Copyright 1997 Kleinfelder, Inc.
All Rights Reserved
Unauthorized use or copying of this document is strictly prohibited. See
"Application For Authorization To Use" located at the end of this document if
use or copying is desired by anyone other than Client and for the project
identified above.
6O-174202J:\I~17rI2J.doc
CopyrisJa 1997 KlciaCeIder. Jnc.
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TABLE OF CONTENTS
PAGE
~"~<:{J1rI1V~ S~~l{ ..............................................................................1
1.0 IN'TRODUCTION A.ND SCOPE ..... ...... ..... ...... ............. ............... ................ 1
1 1 ProJect DeSCrIption
1 2 Purpose and Scope 1
2.0 FIELD EXPLORATION AND LABORATORY TESTING ................................. 2
2 I Field Exploration
2 2 Laboratory T estmg
.,
3
3.0 SITE CO!'.'UITIONS ............. ................................... ............ ..... ................3
3 1 Site Geology
3 2 Surface Conditions
3 3 Subsurface Conditions
3
4
4
4.0 CONCLUSIONS.............. ............................. .................... .......................4
5.0 RE C OI\'Th lEND A TIONS .................................. .................................. ........5
5 1 Site ClearIng and Preparation
5 2 Earthwork
5 3 Temporary ExcavatIons
5 4 Foundations
5 5 Concrete Slab-on-Grade Construction
5 6 Pavement Sections
5 7 Other Dramage ConsIderatIons
5
6
6
7
8
8
9
6.0 ADDITIONAL SERVICES............. .................................................... ........9
6 1 Plan ReVIew
6 2 Project BId Documents
63 ConstructIon Observation and Testmg.
9
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7.0 ~~II1r~1rI()~5; ......................................................................................10
PLATES
Plate 1 Site LocatIon Map
Plate 2 SIte Plan
APPENDICES
A Bonng Logs
Al Bonng Log Legend
A2 Key to Soil ClassIfication and Terms
AJ-A5 Bonng Logs
B ApplIcatIon for AuthOrIzation to Use
6O-174202\1:\I997\wpdraft~ 17r121.doc
Copyright 1997 Kleinfelder.lnc.
Page i ofi
Printed: 10/09/97
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III KLEINFElDER
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EXECU11VES~RY
In response to your request, KleInfelder has completed a geotechmcal InvestigatIon related to the
desIgn and construction of a proposed new RIte AId store located at the southwest comer of State
Highway 507 and Vancil Road In Yelm, WashIngton as shown on the Site Location Map, Plate 1
Based on the results of our InvestIgation, the site IS sUItable for the proposed construction from a
geotechnIcal perspective Key deSign Items are summanzed below, and are discussed In greater
detail In the body of thiS report ThIS summary IS Intended for Introductory and reference use
only A thorough reading of the entire report IS essential to develop an understandIng of the total
deSign concepts and limItations
Soils: The results of the subsurface explorations Indicate that the project site IS underlaIn by
medIUm dense to very dense sand and gravel with vanable sIlt content and occasIOnal cobbles.
BOflng locations are shown on the Site Plan, Plate 2 The bonng logs are presented In AppendiX
A. With the exception of the asphalt base course and gravel fill indicated on the bonng log for B-
2, no eVIdence of fill was encountered In the bonngs
Groundwater: Groundwater seepage was not encountered In any of the bonngs at the time of
drIlling.
Site Earthwork Recommendations: We expect that over the majorIty of the SIte, It WIll be
necessary to strIp only the eXIstIng asphalt and topsoIl prIor to subgrade preparation Near surface
solis encountered below the asphalt and base course generally have a hIgh proportIon of fines and
WIll therefore be mOisture sensitive If possible, we recommend that grading and filhng be
performed dunng perIods of relatively dry weather The exposed subgrade should be proof rolled
(or probed) and compacted before any new fills are placed Site cleanng and preparation
recommendatIOns are prOVided In SectIOn 5 1 If site clearIng, preparatIOn and earthwork must
take place dunng wet weather, recommendations are proVIded In Section 5 2 for earthwork
dUrIng wet weather constructIOn.
Structural Fill: The on-SIte solis below the topsoil and/or eXisting pavement are generally
SUitable for use as structural fill dUrIng dry weather and proVIdIng that mOisture contents are
adequately controlled. However, the near surface soils have a high proportion of fines and may
reqUire mOIsture condltIOrung to achieve speCified compactIon levels. The use of Imported
crushed rock or pit run sand and gravel may be reqUired If construction proceeds dUring wet
weather All Imported structural fill for placement dunng wet weather should consist of well-
graded sand and gravel WIth less than 10 percent fines (portion paSSing the No 200 sieve) See
SectIOn 5 2
Compaction: All natIve or Imported structural fill placed for support of the proposed buildmgs
should be compacted to at least 95 percent of the MDD (maximum dry denSity), as determIned by
the ASTM D-1557 test procedure. Fill placed In areas to receive new pavement should be
compacted to at least 95 percent of the ~D to a depth of 2 feet below grade Beiow thiS depth,
fill should be compacted to at least 90 percent of the MDD Waste fill In landscapIng areas need
only be compacted to the degree reqUired for trafficabihty of construction equipment.
6O-174002I6017RI21
Copyright 1997 Kleinfelder. 1nc:.
Page 1 of2
Prinled: 10109197
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Slopes: No slgruficant permanent cut or fill slopes are anticipated for this project.
Temporary Excavations: We anticipate that temporary excavations can be accomplIshed at this
site uSing conventIOnal equIpment The soils encountered are consistent wIth a Type C soil when
applymg the OSHA regulations on sloping and shonng excavatIOns See Section 5 3
Building Foundations' Based upon the s01ls encountered, shallow spread foundations can be
used for this project provided footing excavatIOns are prepared In accordance WIth the
recommendations prOVIded In Section 5 4 Individual column footings with loads up to 60 kIpS
and rrurumum wIdths of 24 Inches and continuous stnp footings with loads up to 3 laps per foot
and minimum widths of 18 Inches may be deSigned for beanng pressures up to 3,000 pounds per
square foot. ThIs allowable s01l beanng pressure applIes to dead and long-term lIve loads, and
may be Increased by up to one-third for wind or seismiC loading conditions For frost protectIOn,
exterIor footings should be founded a minimum of 18 Inches below lowest adjacent grade, Intenor
footIngs should have a rrummum embedment of 12 Inches Total settlements are not anticIpated
to exceed 1 Inch, WIth less than Y2 Inch of dIfferential settlement between adjacent footings. See
SectIon 5 4
Slabs-on-Grade: We recommend that floor slabs be underlain by a minImum 4 Inch thick layer
of free drainIng sand and gravel fill An Impermeable membrane should be Installed If mOisture
sensitive floor covenngs are used See Section 5 5
Seismic Hazards and Design: The project SIte IS located withIn Zone 3 on the SeismIC Zone
Map of the UnIted States, Plate No 16-2 In the 1994 edition of the UBC (Umform BUilding
Code) The site coeffiCIent used In calculating seismiC forces on structures IS based on SOil profile
type ThiS relatIOnship IS Indicated In Table 16-1 of the UBC Based on the subsurface conditIons
encountered In the bonngs and on our understanding of the geology In the VICInity of the Site, we
conclude that the appropnate s01l type IS S2 With a corresponding "s factor" of 1 2
Pavements: We recommend that the prelIminary deSign pavement sectIon In automobIle parkIng
areas consist of 2 Inches of Class B asphalt concrete and 4 Inches of crushed rock base course In
truck traffic areas, the thIckness of Class B asphalt concrete and crushed rock base course should
be Increased to 3 Inches and 6 Inches, respectIvely See SectIon 5 6 for a more thorough
dISCUSSIon of Pavement recommendatIons.
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REPORT OF GEOTECHNICAL INVESTIGA nON
PROPOSED RITE AID STORE - MP #97-327
STATE HIGH\VAY 507 & VA~CIL ROAD
YELM, ".-\SHINGTO:\'
1.0 INTRODUCTION AND SCOPE
1.1 Proj ect Description
ThIs report presents the results of our geotechnical mvestlgatlon for the proposed RIte AId store In
Yelm, Washmgton. The approxImate location of the project site IS shown on the Site Location
Map, Plate 1
We understand that the project wIll Include construction of a 16,730 square foot, one-story
buildIng. We further understand that the buIldmg may be of masonry construction and that the
floor wIll be constructed at grade Structural loads for the buIldIng are not known at thiS tIme.
For the purpose of thIS report, we have assumed that IndiVIdual column loads WIll not exceed 60
laps per column and that wall loads WIll not exceed 3 kips per hnear foot. Paved parkmg stalls,
paved Intenor roadways plus landscapIng, utIlItIes and other appurtenant features WIll be located
adJacent to the buIlding,
The scope of geotechmcal and envIronmental services for the subject RIte AId store In Yelm IS
described In our WrItten proposal for these services Verbal authonzatlon to proceed WIth thIS
work was gIven by Mr Wayne Nliller of the ~lulvanny Partnership Because of the very short
tIme frame avaIlable to complete work on the site, Mr Miller requested that we contmue to
prOVIde servIces based on hIS verbal authonzatlon All work for thIS proJect has been performed
In accordance with our proposed Master Services Agreement WIth the RIte AId CorporatIon dated
June 19, 1997, In accordance WIth the verbal authonzatlon from Mr Miller
1.2 Purpose and Scope
The purpose of thIs investIgation IS to evaluate the subsurface soil and groundwater condItIons at
the project SIte, and to develop geotechnIcal recommendatIOns and cntena for project desIgn and
constructIon. Our specIfic scope of servIces Includes the followmg tasks
1) Collect and reVIew readIly avaIlable geotechmcal and geologIC data for the
project area.
2) Perform a geotechmcal sIte reconnaIssance pnor to the subsurface
investIgatIon.
3) Plan and conduct a subsurface Investlgatlon consIstIng of advancmg three
hollow stem auger bonngs to depths rangmg from 6 5 to 13 feet to proVIde
InformatIon relatIve to SOIl, groundwater, and other geologIC condItIons m the
VICInIty of the proposed development
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4) Conduct limIted laboratory testmg m general accordance WIth appropriate
Amencan Society for Testmg Matenals <ASTM) standards to check the VIsual
soil claSSIfications and to provIde estImates of engIneenng parameters
necessary for geotechnIcal deSIgn.
5) Based on the field exploratIOn and laboratory testIng programs, prOVIde
diSCUSSIons and recommendatIons regardmg the folloWIng
. RegIOnal geology and seismIcIty;
. General site surface and subsurface conditions,
. Shallow foundatIon deSign Includmg soIl contact pressures,
embedment depths, resIstance to lateral loads, and settlements,
. Earthwork constructIon includIng SIte preparatIon, fill
placement and compactIon,
. AntIcIpated e:-..cavatIOn conditions,
. Sod slopes,
. Subsurface dramage's,
. Pavements,
. MitigatIon of deletenous soIl condItions, If appropnate
6) Prepare a report summanzIng the results of our subsurface exploratIon
program, and our analysIs and recommendatIons
ThIs geotechrucal InvestIgatIOn report does not mclude an assessment of eXIstmg or potential
envIronmental concerns assocIated WIth thIS site The envIronmental servIces proVIded by
Klemfelder have been submItted under separate cover
2.0 FIELD EXPLORATION AND LABORATORY TESTING
2.1 Field Exploration
The subsurface condItions at the proJect sIte were explored by dnllIng 3 test bonngs at the
locatIons shown on Plate 2 ExploratIons were located In the field by measunng or estlmatmg
distances from eXistIng sIte features.
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The test bonngs were drilled on September 29, 1997 to depths rangmg from 6 5 to 13 feet below
eXIstmg grade. The bonngs were advanced usmg a truck-mounted, hollow stem auger drill ng.
RelatIvely undisturbed samples were obtamed from the bonngs usmg a 2-mch-outslde-diameter
standard penetratIon split spoon sampler The sampler was dnven mto the soil WIth a 140-pound
hammer free-falling 30 mches. The number of blows reqUIred to dnve the sampler the last 12
Inches, or other mdicated dIstance, IS recorded on the bonng logs
It
Plate AI presents a bonng log legend (AppendIx A) The test bonngs were mOnItored by an
engmeer from our firm who mamtalned detalled logs of the explorations and obtamed
representatIve samples of the SOIls encountered for further exammatlon m our laboratory The
solis encountered were vIsually classified In accordance wIth the classIfication system described In
Plate A2 The bonng logs are presented on Plates A3 through AS After the bonngs were
completed, they were backfilled wIth excavated soIl usmg the equIpment at hand In areas where
the eXIstmg ground surface was asphalt, the bonngs were sealed wIth concrete
2.2 Laboratory Testing
RepresentatIve soli samples obtamed from the Standard Penetration Sampler were returned to the
Klemfelder laboratory for further exammatlon and testmg to retine the field claSSIficatIons and to
evaluate phYSIcal propertIes of the SOIls whIch may affect the geotechnical aspects of project
deSign and constructIon.
The laboratory testIng program mcluded the followmg
. MOIsture content tests In general accordance WIth ASTM Test Method D 2216,
The results of the mOisture content tests are mcluded on the bonng logs In AppendIx A.
3.0 SITE CONDITIONS
3.1 Site Geology
The entIre project SIte IS underlain by glaCIal outwash SOIls, mapped as Vashon outwash gravel by
the WashIngton DIVISIon of Geology and Earth Resources. These soIls are thought to have been
deposited dunng the late PleIstocene Vashon Stade some 12,000 to 18,000 years before present.
Several feet of sIlty sand SOIls overly the relatIvely clean glaCIal outwash sods No surface faults
are mapped WIthm the ImmedIate SIte VICInIty However, several normal faults and an antIclinal
ndge have been mapped approxImately 9 mIles southwest of the sIte
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3.2 Surface Conditions
The project site IS located at the southwest corner of the Intersection of State Highway 507 and
VancIl Road In Yelm. WashIngton, The site currently contaInS one reSidential structure. one
vacant antIque sales bUSIness. and a church The site surface topography IS relatively flat The
ground surface surrounding the church IS paved The ground surface surrounding the other
structures IS covered WIth tOpSOIl. gravel. and/or grass.
3.3 Subsurface Conditions
The results of the subsurface explorations Indicate that the project site IS underlaIn by medIUm
dense to very dense sand and gravel with vanable sIlt content and occasional cobbles
Bonng B-1 encountered medium dense silty sand WIth vanable gravel content to a depth of
approXImately 4 5 feet. B-1 encountered very dense sand WIth lesser amounts of sIlt and
occaSIOnal gravel from 4 5 to 6 5 feet.
Bonng B-2, In the proposed budding pad area. encountered dense gravel fill WIth silt and
occaSIOnal cobbles to a depth of 2 feet From 2 to 7 5 feet and from 12 to 13 feet, B-2
encountered very dense sand WIth gravel. sIlt and occasional cobbles From 7 5 to 12 feet B-2
encountered dense sIlty sand With gravel and occaSIOnal cobbles B-2 was terminated at 13 feet
due to refusal on a cobble
The soIl profile In B-3 conSisted of very dense sdty sand With gravel and occaSIOnal cobbles to a
depth of 5 feet From 5 to 6 5 feet. B-3 encountered medIUm dense sand With Silt, gravel and
occaSIOnal cobbles
No groundwater seepage was observed In the bonngs at the time of dnllIng.
4.0 CONCLUSIONS
It IS our opinIOn that the proJect site can be satisfactorily developed as planned USIng standard
construction practIces The SIte gradIng plans were not available at the time thIS report was
wntten. Although not encountered In our test bonngs. loose fill or surfiCial SOils may be
encountered dunng grading actIvItIes. These loose matenals, If encountered, will reqUire removal
and replacement WIth compacted structural fill Other areas of the site Will reqUIre stnpplng of the
upper 0 5 to 1 foot ofloose surfiCIal soils (topsoil) and/or asphalt
We recommend that all foundatIOns for structures bear on the medIUm dense to very dense native
soils, or on a zone of structural fill which extends down to the medium dense to very dense native
SOils. BuildIng slabs. dnveway and parkIng area pavements should be supported directly on the
medium dense to very dense native SOils or on structural fill
Sods that WIll be excavated from cuts are generally expected to be satisfactory for use as
structural fill. However, the soils that WIll lIkely be encountered In the excavations have a
relatively lugh fines content and are therefore mOisture-sensitive It Will be difficult, If not
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Impossible, to properly compact these soils dunng excessIvely wet conditions. Therefore, It will
be preferable to schedule sIte earthwork for extended penods of dry weather m order to nurunuze
earthwork costs We also recommend that all surface water runoff entenng the sIte be collected
and tlghtlined, or otherwIse channeled, to a sUitable discharge pOint to avoId pondmg of water on
the sIte
SpeCIfic recommendatIons for project deSIgn and constructIon. includIng mitIgation of potentIal
problems described above, are presented In SectIOn 5 0
5.0 RECO:\nIENDA TIO~S
5.1 Site Clearing and Preparation
We recommend that all sod and topsoIl be removed from buddIng and pavement areas Any
eXIstmg fill In buildIng areas that does not meet the reqUirements for structural fill should be
removed and replaced We expect that the eXIstIng asphalt concrete pavement may be left m
place, except wIthIn the buIldmg footpnnt. All detenorated or damaged pavement areas should be
repaIred or replaced
It should be antIcIpated that underground vaults or tanks may be present at the sIte If these
structures are to be abandoned, they should be overexcavated and backfilled with structural fill to
desIgn subgrade elevatIons
We recommend that sIte c1eanng and preparation be completed dunng pen ods of dry weather to
mmlnuze related costs. Areas that are stnpped or excavated to deSIgn sub grade elevatIOns, or are
to receIve structural fill, should be proofrolled wIth heavy, rubber-tired constructIOn eqUIpment
(such as a dump truck or large roller compactor) Soft, loose or otherwIse unsuItable areas
IdentIfied dUrIng proofrolhng should be repaIred as appropnate We recommend that proofrolhng
of the subgrade be observed by a representatIve from our firm to assess the adequacy of subgrade
condItIOns, and to Identify areas needmg remedIal work. We recommend this procedure not be
performed dunng wet weather DUrIng wet weather, systematIc probmg should be used to
evaluate the subgrade Instead of proofrolhng,
Temporary constructIon access roads and/or workIng pads conslstmg of clean sand and gravel,
crushed rock or A TB (asphalt treated base) may be needed to support construction traffic on the
sIte dunng wet weather
We expect that the eXistIng asphalt concrete pavement may be left In place, except wIthm the
buildmg footpnnt and at the locatIons of other structures. All detenorated or damaged pavement
areas should be repaIred or replaced
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5.2 Earthwork
Based on the subsurface conditions encountered m the explorations, we expect that all of the soils
on the site can be excavated wIth conventional excavatmg equipment. Cobbles and boulders may
be encountered at the site, and the contractor should be prepared to deal with large-sIzed matenal.
New fill for the project may be Imported or may come from cuts mto the eXIsting site solis Much
of the sod In these cuts (with the exception of top sod) are generally expected to be satisfactory for
use as structural fill However, some of the soils that will likely be encountered In the excavations
have a relatively high fines content and are therefore mOisture-sensitIve (Note that fines m thIS
report are defined as that portIon of the soIl passmg the U S Standard ~o 200 sieve) It will be
dIfficult, If not Impossible, to properly compact soIls with high fines contents dunng excessively
wet conditIOns Therefore, It WIll be preferable to schedule site earthwork for extended penods of
dry weather m order to mInImIZe earthwork costs
All Imported structural fill for use dunng wet weather should consist of welI-graded sand and
gravel with less than 10 percent fines (portion passing the No 200 sieve) As the amount of fines
(portion passing the No 200 sieve) mcreases, the sod becomes increaSingly senSItive to small
changes In mOisture content and adequate compactIOn becomes more difficult to adueve,
partIcularly dunng wet \\ eather GeneralIy, soIls contammg more than about 10 percent tines by
weight cannot be properly compacted when the mOisture content IS more than a few percent
wetter than the optimum mOisture content All structural fill matenal should be free of orgaruc
matter, debns and other deletenous matenal, with no indiVidual partIcles larger than 3-mches m
maXImum dImenSIon
All native or Imported filI should be placed as compacted structural filI folIoWIng proof rolling.
probmg, and remedial work on the subgrade, as appropnate The filI should be placed m
honzontal lifts not exceedmg 10 Inches In loose thIckness, each lift must be thoroughly and
unIfonnly compacted to an unYielding condition uSing mechanIcal equipment. All native or
Imported structural fill placed for support of the proposed buildmgs should be compacted to at
least 9S percent of the MDD (maxImum dry denSity), as determIned by the ASTM D-1SS7 test
procedure Fill placed In areas to receive new pavement should be compacted to at least 9S
percent of the MDD to a depth of 2 feet below grade Below thiS depth, backfill should be
compacted to at least 90 percent of the MDD ThiS Includes utility trench backfill In pavement
areas Waste fill In landscaping areas need only be compacted to the degree reqUIred for
trafficabdlty of construction eqUIpment
5.3 Temporary Excavations
We anticipate that excavations for footings and utility trenches can be readIly made With a
conventional backhoe or excavator We expect the walls of these trenches to stand near vertically
for a short penod of tIme Without signIficant sloughing, If trenches extend deeper than four feet,
or If loose soils or groundwater seepage are encountered,
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the excavations may become unstable and should be evaluated to venfy their stabIlity pnor to
occupation by construction personnel Shonng or slopmg of deeper trenches may be necessary to
protect personnel and provIde temporary stabilIty -\II excavations greater than 4 feet depth
should be sloped to 1 SH.l V (honzontal to vertical) to comply with current OSHA and WISHA
safety requirements for Type C sOils
Dunng wet weather, runoff water should be prevented from entering excavations Water should
be collected and disposed of outSide the construction lImits Heavy construction equipment,
buIldmg matenals, excavated soil, and vehicular traffic should not be allowed In close proxImIty to
the excavatIOns
5.4 Foundations
We recommend that the new buildIng be supported on spread footIngs that are founded on the
medIUm dense to dense native soils, or on a zone of structural fill which extends down to these
competent native sOils. Where used, the structural fill should be compacted to at least 95 percent
of the maxImum dry denSity (as determIned In accordance wIth ASTM D- I 5 S 7)
ContInUOUs wall footIngs and IndiVidual column footmgs should have mmlmum Widths of 18 and
24 Inches, respectively For frost protection. extenor footmgs should be founded a mInImUm of
18 Inches below lowest adjacent grade. mterlor footmgs should have a mmImum embedment of 12
Inches Spread footIngs may be deSigned usmg an allowable beanng pressure of 3000 pounds per
square foot (pst) for support on structural fill or on the medIUm dense to very dense native sods
These allowable sod beanng pressures apply to dead and long-term lIve loads, and may be
Increased by up to one-thIrd for wmd or seIsmiC loadmg conditions
We estImate that the total settlement of spread footmgs, founded as recommended, will be less
than I mch, wIth less than 0 5 Inch of differential settlement between adjacent footIngs Loose fill
or dIsturbed SOli not removed from the footIng excavations pnor to pourIng concrete may result In
Increased settlement.
The footmg subgrades may possibly be susceptible to disturbance when wet It may be necessary
to pour a lean concrete "mud mat", or place a layer of crushed rock or clean sand and gravel on
the bottom of the footIng excavations, to protect the footmg subgrades from water and/or wet
weather dUrIng reInforcement bar placement and preparation for plaCIng concrete We
recommend that the condition of all footmg excavations be observed by a representative from our
firm prIor to placement of concrete to confirm that the beanng soils are undisturbed and that the
conditions and constructIon methods are consistent With our recommendations
The project SIte IS located wtthIn Zone 3 on the Seismic Zone Map of the Umted States,
Figure No 16-2 In the 1994 edition of the UBC (Umform Buddmg Code) The site coeffiCient
used In calculatIng seismIC forces on bUIldIngs IS based on soil profile type. ThiS relationshIp IS
Indicated In Table 16-J of the UBC Based on the subsurface conditIOns encountered In the
bOrIngs and on our understandmg of the site geology, we conclude that the approprIate overall
soil type IS S2 WIth a correspondIng "s factor" of 1 2
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The abilIty of soil to resist lateral foundation loads IS a function of the mctlonal resistance wtuch
can develop on the base and the passive resistance which can develop on the face of below-grade
foundation elements as they tend to move mto the soil For spread footIngs founded on structural
fill placed and compacted m accordance with our recommendations, or on undisturbed native
soils, the allowable fhctlOnal resistance may be computed usmg a coefficient of mctlon of 035
applied to vertIcal dead-load forces The allowable passive reSIStance on the face of footIngs or
other embedded foundation elements may be computed usmg an eqUivalent flUid denSity of 225
pounds per cubic foot (pet) (tnangular distribution) for medIUm dense on-site soils. Alternatively,
passive pressures may be computed USIng an equivalent flUid density of 350 pcf for dense native
soils and structural fill, proVIdIng all structural fill extendIng out from the face of the foundation
element for a distance at least equal to two and one-half times the height of the element has been
compacted to at least 95 percent of maximum dry denSity (ASTM 0-1557) The above coefficient
of fnctlon and passive equivalent flUid denSity values mclude a factor of safety of about 1 5
5.5 Concrete Slab-on-Grade Construction
We recommend that floor slabs constructed on-grade be founded on a mImmum thIckness of 4
Inches of clean sand and gravel (less than 5 percent fines) to provide umform support and a
capillary break. It may be possible to support floor slabs directly on the natIve SOlIs If these soils
meet the above cntena.
In floor slab areas where mOIsture sensitive floor covenngs are planned, an Impermeable
membrane (e g. polyethylene sheet) should be placed over the zone of free-dramIng matenal to
reduce the mIgration of mOIsture vapor through the concrete slab The Impermeable membrane
should be protected by two Inches of fine, mOist sand placed both above and below the
membrane The sand cover will proVide protectIon for the membrane and will promote uruform
cunng of the slab concrete The sand cover should be mOistened and tamped prIor to slab
placement.
5.6 Pavement Sections
We expect that the eXIstIng asphalt concrete pavement may be left In place, except wIthm the
buildmg footprInt and at the locations of other structures. All detenorated or damaged pavement
areas should be repaired or replaced.
The follOWIng paragraphs proVIde recommendatIOns for new pavement areas, mcludmg patchmg
of detenorated and dIstressed areas
We recommend that the subgrade In new pavement areas be probed or proof rolled wIth heavy
rubber-tired construction equipment pnor to pavmg. Any soft, loose or otherwise unsUitable
areas should be recompacted, If practical, or removed and replaced with structural fill. We
recommend that the probIng or proofrolhng of subgrade areas be observed by.a representative of
our firm to Identify areas needmg remedIal work and to assess the adequacy of subgrade
conditions.
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We recommend that the design pavement section m automobile parlang areas consist of 2 mches
of Class B asphalt concrete, and 4 mches of crushed rock base course overlymg a subgrade whIch
has been compacted to at least 95 percent of the rvIDO (ASTM 0-1557) to a mInImUm depth of
12 Inches In truck traffic areas, the thIckness of Class B asphalt concrete and crushed rock base
course should be mcreased to 3 mches and 6 mches, respectively An appropnate thickness of
A TB (asphalt treated base) may be substItuted for a portion of the crushed rock base course, If
deSIred The substItution of A TB for crushed rock base course wIll prOVIde a Similar structural
section, but Improve trafficabillty over the areas to be paved pnor to placement of the Class B
asphalt pavement.
Our recommendations for pavement sections are based on dry \\ eather constructIOn conditions If
the pa.... ement areas are constructed dunng extended penods of \\ et weather, a 6 to 12 mch layer
of compacted sand and gravel may be reqUired A separation laver of geotextile fabnc may be
used between the sub grade soils and the layer of clean sand and gravel to mmlfruze the thickness
of select matenal reqUired In areas of soft or disturbed subgrade soils The geotextile fabnc
should be a heavy duty. non-woven matenal
5.7 Other Dramage Considerations
We recommend that the ground surface adjacent to buildmgs be sloped to dram surface water
away from the structures Roof drams should be connected to a collection and dIsposal system
whIch IS mdependent from the wall and footmg drams
As a precautionary measure, we recommend that footmg drams be mstalled around the perImeter
of the buildmg. The footmg drams should consist of a mmlmum 4-mch perforated ngId-wall dram
pipe embedded m a zone of free-draInIng sand and gravel contammg less than 3 percent fines
The zone of free-drammg materIal should be at least 24 mches thIck (measured hOrIzontally) and
extend from near the base of the footmg to wIthm 1 foot of the finIshed ground surface The
perforated dram pipe should be Installed near the base of the footmg, and sloped to dram mto a
SUitable collectIOn and dIsposal system.
6.0 ADDITIONAL SERVICES
6.1 Plan Review
We recommend that our firm be given the opportUnIty to reVIew the geotechnIcal aspects of the
proJect plans and speCificatIons after the deSign has been finalIzed to confirm the applIcabilIty of
our recommendatIons, or to make the appropnate modifications It IS possible that thiS reVIew
might mdlcate the need for supplemental geotechmcal analYSIS, dependmg on the Issues mvolved
6.2 Project Bid Documents
It has been our expenence dUrIng the blddmg process that contractors often contact us to discuss
the geotechmcal aspects of the project. Informal contacts between Klemfelder and an mdivIdual
contractor could result m mcorrect or mcomplete mformatlon bemg prOVIded to the contractor
Therefore, we recommend a pre-bid meetmg be held to answer any questions about the report
60-174002160 17R 121
Copyright 1997 Klcinfcldcr. 1nc.
Page 9 of 11
Prinl.cd: 10109197
-" JJ "'J _."'--::::;;~'::,".".:', ~ ~
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III KLEINFElDER 2.~
pnor to subrruttal of bids. If this IS not possible, questions or c1anficatlons regardmg the report
should be directed to the project owner(s) or their designated representatives. After consultation
wIth Klemfelder, the proJect owner(s), (or theIr representatIves) should provide c1anficatlons or
additIonal mformatIon to all contractors blddmg the Job
6.3 Construction Observation and Testing
The recommendatIons presented In thIS report are based on the assumptIon that an adequate
program of tests and observatIons WIll be made dunng construction to venfy complIance WIth our
recommendatIons These tests and observatIons should Include, but not necessanly be lImIted to,
the followmg
1 ObservatIon and testmg dunng sIte preparatIon and earthwork (includmg cuts and fills)
2 Observation of footmg subgrade preparation and SOlI conditIons
3 ObservatIon offloor slab and pavement subgrade soil condItIons.
4 Consultation as may be reqUIred dunng constructIon
The reVIew of plans and speCificatIons, and field observatIon and testIng by Klemfelder, are an
Integral part of the conclusIOns and recommendations presented m thIS report. If we are not
retained for these servIces, the ClIent agrees to assume Klemfelder's responsibilIty for any
potential claims that may anse dunng constructIOn
7.0 LIMITATIONS
The recommendatIOns contaIned In thIS report are based on the field explorations and our
understandmg of the proposed project The InvestIgatIon was performed USIng a mutually agreed
upon scope of work. It IS our opinIOn that thiS study was a cost-effective method to explore the
subject SIte, and evaluate some of the potentIal geotechmcal concerns.
The soils data used In the preparatIon of thIS report were obtained from test bonngs completed at
the project site It IS possible and likely that vanatlOns In soils eXIst between the pOints explored.
The nature and extent of soil vanatlOns may not be eVIdent until construction occurs. If any soil
conditIons are encountered at the site whIch are dIfferent from those described In tlus report, our
firm should be Immediately notified so that we may make any necessary revIsions to our
recommendations. In addItion, If the scope of the proposed proJect, locations of structures, or
assumed bUIlding loads change from the descnptlons gIven m thIS report, our firm should be
notIfied
The scope of our work does not Include servIces related to construction safety precautIons and
our recommendatIons are not Intended to dIrect the contractor's methods, techmques, sequences
or procedures, except as speCIfically described In our report for conSIderatIon in deSign
6O-174002I60I7RI2I
Copyright 1m Kleinfelder. Inc.
P3go:: 10 or 11
Primed: 10109/97
... . H .,__~._L1JJt.;~ib;..iLo.!;".
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III K L E J N FE L 0 E R 2."
TIus report has been prepared for planning and desIgn purposes for specific applicatIon to the
subject project in accordance WIth the generally accepted standards of practIce at the time the
report was wntten No warranty. express or ImplIed, IS made
This report may be used only by the CLIENT and for the purposes stated, WIthIn a reasonable
tIme from Its Issuance. Land use, sIte condItIons (both on- and off-sIte), or other factors mcluding
advances m man's understanding of applied sCIence may change over tIme and could matenally
affect our findmgs. Therefore, thIS report should not be relIed upon after 12 months from ItS
Issue Klemfelder should be notified If the project IS delayed by more than 12 months from the
date of thIs report so that a reVIew of sIte condItions can be made, and recommendatIons reVIsed If
appropnate.
It IS the CLIENT'S responsibihty to see that all partIes to the project mcludmg the desIgner,
contractor, subcontractors, etc, are made aware of thIS report m ItS entIrety The use of
mformatIOn contamed In trus report for blddmg purposes should be done at the Contractor's
optIon and nsk. Any party other than the CLIENT who wIshes to use thIS report shall notIfy
Klemfelder of such mtended use by executmg the "ApphcatlOn for Authonzatlon to Use" whIch
follows thIS document as an appendIX Based on the mtended use of the report, KleInfelder may
requIre that additional work be performed and that an updated report be Issued Non-comphance
wIth any of these reqUIrements by the CLIENT, or anyone else, WIll release Klemfelder from any
hability resultmg from the use of thIS report by any unauthOrIzed party
'~
6O-174002I6017R121
Copyright 1997 Kleinte\der. Inc.
Page 11 of 11
Printed: 10109/97
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son.. CLASSIFICATION SYSTEM
MAJOR DIVISIONS GROUP GROUP NAME
-
COARSE GRAVEL CLEAN GW WElLGlADBD altAVIL. F'lNB to COAISB
GRAINED GRAWL
GRAVEL
SOILS ~(ore ib.atI 50% GP POOIU.Y~ GItAVBL
oC COlIne Fl'Klioa
RcwDed ClQ GRAVEL GM SlUY CiJtAVEL
No.4 Sieve wrrn FINES I
Mere 1'baa 50% CiC CUYEY GRAVEL
RetaiDcd ClQ I I
No. 200 Sieve SA.'"O CLEA. 'I SW WEJ.L.GIWJED SAND. F1NB to COAltSB SAND
SAND
SP POORlY ~ED SAND
~(ore ib.atI ~O'!..
ofCouK F~oo I SM I SIUY SA."'O
Puscs SA. \fD I
I '10. 4 SIC'''C wrrn ~c:s I I
; SC CLAITl SA.....'O
I I I
SILT .-\.'..-0 CUY ~lL SIII
FINE INORGANIC
GRAlNED I
SOILS liquid !...Imst CL CLAY
I
Less ib.atI SO ORGANIC I OL I ORGA.'ilC SlU. ORGANIC CL\Y
Mere ib.atI 50% Sll.T A.'"O CUY I MH SIII OF HIGH PLASnc:rT'! EL\S1IC SlU
I
Puscs ~ORGA.'llC I
'10. 200 Sieve eH CLAY Cf HIGH PUSTIc:rT'! F AI a.AY
Liquid Limit
50 or More ! ORGA.'llC I OH ORGA'OC CLAy, ORGA.'<IC SIII
HIGffi.Y ORGA.'lC SOn.s t PT I
i PEA!
,
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PARTICLE SIZE LIMITS
()
SAND
GRAVEL
CLAY
SILT
BOUIDERS
COBBLES
FiB:
Coarse
Coarse
Fine
1l"
3"
3/4"
#4
#200
0.002 mm
#10
#oW
Strongest
DESCRIPTIVE lERMS USED wrrn SOILS
CONSISTENCY &: APPARENT DENSITY
SILTS AND CLAYS SANDS &. GRAVELS
Hard Vel)' Dense
Very Stiff Dense
Stiff Medium Dense
Medium Stiff Loose
Soft Vel)' Loose
Very Soft
Driest
MOISTURE CONTENT
Wettest
1
Wet
Very Moist
Moist
SlighLly Moist
Dry
1
Weakest
NOTES.
1 Field cJassifcation is based on VISual examination of soil
In gcncrallCCOrdance with ASTM 02488-90.
2. Soil classification USing laboratory tests is based on
ASTM 02487-90.
SOIL MOISlURE MODIFIERS.
Dry. Absence of moIStUre, dusty, dry to touch
Moist - Damp, but no visible water
3 Description of 90iJ denSity or consistency arc based on Wet. Visible free water or saturated, usually soil is
U1tcrpretation of blow count data, visualappcarance of obtained from below water table
!CO andIcr test data.
Cm KLEINFELDER KEY TO SOIL CLASSIFICATION AND TERMS
~ 1W7~ . '" ., r.e.
L.EOEND1PIUl
PLATEA2
28
~ . ~~~;~'i:~';':l:~'tl..,".,",""~.~"'.{. ""~ ,'~, ," '. .'.' ",.,~' ~.. ~ ,~~:. .,..~ ::",^\{<j,~~.:~\>".,{\~ ~<
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Surface Conditions: GnIu Date 0riIIed: 9129197
logged By SGH
'\ Groundwater No groundwllter observed Approx. Surface EIeY Cft):
.J Total Depth: 6.5 feet
Laboratory Field
DESCRIPTION
- ! ~ C" >- :s
! ~ g, c ~ E 1i
- ~ Q. >- ~
411_ ~ ftI en
cD 'iii - c:; 0 8'
s; "9 .8~ ~cD Q. ~
Q. 111- 1Il ~ ~ Co
E 03 ~ii ~ 0
QI ftI ftlQI "" c3 :II
0 en -I.... ::Eo 00 in -I 0
Sod and topsoil
SM Dark Brown silty fine sand with occasional gravel (medium dense, moist)
X SM 5.1 23
'-- SM Light Brown silty fine sand with gravel (medium dense, moist)
5 - SP-SM Light brown sand with silt and occasional gravel (very dense, moist) - 5
-
\< 5014
'-- I
10- -10
\
15 - 15
20- -20
25 25
"
LOG OF BORING B-1
---10 SR 507 & Vancil Rd
KLEINFELDER Yelm. Washington
I c..p,.;p 1tt71C1oioNdor.-. LOO ~ IIOIlINO 174202.~1 Project 1# 6O-1742~ I PLATEA3
- - 1M/97
NOTE. See plates Al aud A2 for ~t).~ of symbols
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Surface Conditions: Asphalt Date OriDed: 9129197
Logged By: SGH
'\ Groundwater' No groundwater observed Approx. Surface EIeY (ft):
) Total Depth: 13 feet
Laboratory F"teId
DESCRIPTION
- I~ ~ C" >- :g
li ~ ~ C .c. [ !
~ j Q.
0 GI_ >: 0 IV VJ
! iii ~c 0 ~
.c. ~ III ~GI = I Q. .c.
Ci. .8Ui .- ... ~ j Ci.
E '0 l5 ~i 0
GI IV III GI (; GI
0 VJ ........ :::Eo 00 ii5 :.:; 0
2" of asphalt and 5" of crushed rock base course
oC GP-GM Dark brown gravel with fine to medium sand and silt (dense, moist) FILL
X SP-SM Dark brown fine to medium sand with gravel, silt. and occasional cobbles (very dense,
.:;.;: SM 6.4 5014 moist)
5 - I- 5
~ I Brown silty medium to coarse sand with gravel and occasional cobbles (dense, moist)
6 48 I SM
10- -10
'\ I
2 r SP-SM Brown fine to medium sand with silt, gravel and occasional cobbles (very dense, moist)
SO/6
15 - I- 15
20- -20
25 25
LOG OF BORING B-2
~~IU SR 507 & Vancil Rd
KLEINFELDER Ye/m, Washington
r CcIp)'Wa.'" ~..... LOO_ OF _1lOIUNO 114J02.OPJ Project 1# 60-1742-02 I PLATEA4
,-
30
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~
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-,",",-='~~'-'----" ,'"'-''--''' .~- "'"'''-''-''-'''''''-~;;~'''c-.'''~ _..'....,.... ," .=""~~,.c,,,,,~,,,,',~,-~o., '"~","',=",._-'-'--'.........., """.~-,-,.'"'., .'.:........J
c
Surface Conditions: Beauty bar1c Date 0rIIIed: 9129197
Logged By: SGH
) Groundwater No groundwater obserVed Approx. Surface EIev (ft):
T ota1 Depth: 6.5 feet
Labor'atexy F'1eIcI
DESCRIPTION
! ~ '# '[ { ~ -
f 'i! ~ !
41-- ~
<<I "c f ell en
.c 9 j~ .3.. 0 t Q. .c
Q. E "'- j ;, Q.
oa ~~ 0
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0 en :Eo 00 al ...J 0
Toosoil
SM Brown silty fine to medium sand with gravel and occasional cobbles (very dense, moist)
~ SM 5.5 64
"
5 - . " 5
t8 f J SP-SM Brown fine sand with silt, gravel and occasional cobbles (medium dense, moist)
22
10- ~10
""'"
15 - 15
20- ~20
25 25
LOG OF BORING B-3
~ KLEINFELDER SR 507 & Vanell Rd
Ye/m. Washington
f ~11t71C11Wddor."" LOO 01 IIOIlINO 17410ZJJPJ projcc:t #I 60-1742-02 I PLATEA5
- - I"'"
31
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L
NOTE: See plates Al and A2 for explanatioa of symbols
32
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Section IV
Wells and Septic System
There are two known dry wells onsIte that are used for storm draInage purposes
AccordIng to the report prepared by KleInfelder, dated November 9, 1998, there are no
other known wells wIthIn 100' of the sIte
There IS a prInt contamed m KleInfelder's report that IdentIfies a septIc dram field
behInd the AntIque Dealer's buIldIng. ThIS wIll be abandoned and removed as a part of
thIS development.
c
c
NOV-09-98 MON 10:27 AM KLEINFELDER
FAX NO. 4255624201
P. 01/05
33
10
c
iG
~~ KlEINFELDER
TRANSMITTAL
Geotechnical Engineering
Materials Testing & Inspection
Environmental Science &
Engineering
Water Resources
Earthquake Engineering
Air Quality
Date.November 9, 1998
Mr. Brent D. Cummings
Bush, Roed & Hitchings, Ine
2009 Manor Ave. E
Seattle, WA 98102-35l3
Subject. Identification of EXIsting Water Wells at Ye1m, Washington Rite Aid
Site
L...-
-,
As requested, Kleinfeldcr reviewed our data to determine if there were any drinlang water
wells within 100 feet of the proposed Rite Aid site in Yelm Washington. Per our discussions,
there are two wells located within the property boundaries, but we were unaware of any other
wells within 100 feet of the property We also conducted an electronic search of the State and
Federal data bases to determine if there were any additional wells listed This search did not
Identify any addItional welJs 111 the area. I have attached a copy of the search results for your
fi] es
Please contact us if you need any addItional information regarding tlus sIte.
Respectfully,
Wilham A. Zbitnoff, PE
Northwest Regional Manager
Attachment
2405 140lh AVe. NE
Suite A101
8ellevue. WA 98005
Tel. (425) 562-4200
Fa.". (425) 562-4201
NOV-09-9g MON 10:27 AM KLEINFELDER
FAX NO. 4255624201
P. 02/05
3+
C
IC
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@: Environmental
: 0 ata /
: Resources, Inc.
.
: an.df(edrcompany
The EDR-Radius Map
with GeoCheck@
Rite Aid
Hwy 507 (Bald Hill Rd. SE)
Yelm, W A 98597
Inquiry Number: 309632.1s
The Source
For Environmental
Risk Management
Data
November OS, 1998
3530 Post Road
Southport, Connecticut 06490
Nationwide Customer Service
Telephone: 1-800-352..0050
Fax: 1-800-231-6802
Internet: www.edrnet.com
NOV~rr9-g8-MON 10:27 AM KLEINFELDER FAX NO. 4255624201
TOPOGRAPHIC MAp.. 309632.15. KJelnfelder, Inc.
P. 03/05
'3'3
_....--
/
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--------------,.. .
\~~~~----------
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N Majo, R04d&
N Contour Une&
N Wa~Nia~
@ Earthquake eplcantsr, Ricnler 5 or greatsr
en Clo&&&t Fedoral Well In quadranl
rm C106ll&l Slate Well In quadrant
~ Clo&e&! Public WaJ.r.r Supply Well
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TARGET PAOPERTY'
ADDRESS:
CITY/STATElZIP'
LAT/LONG:
Rite Aid
Hwy 507 (Bald Hill Rd. Sf)
Valm WA 98597
46.9359/122.5949
CUSTOMER:
CONTACT'
INQUIRV 1/'
DATE:
Klelnfeldar, Inc,
Wallace Reid
309632.1 s
NnVAmh..., n." 1 QQA 7'?A...m
o
Ie
o
NOV-09-98 MaN 10:27 AM
KLEINFELDER
FAX NO, 4255624201
P. 04/05
3b
TARGtIT PROPERTY COORDINATES
Lall\udc (North)
Longitude (West):
Universal Transverse Mercator
UTM X (MeIers);
UTM Y (Meters):
46.935902 - 46' 56' 9.2"
122.594S02-122' 35' "'.6"
Zone '0
-4199193,0
15101017.0
USGS TOPOGRAPHIC MAP ASSOCIATED WITH THIS sITe
Targel Property:
244612.2-HS MCKENNA, WA
GEOLOGIC AGE IDENTlFICATIONt
Geologic Code:
Era;
Syslem.
Series:
Q
Cen~oic
Qua1emary
Qualernary
ROCK STRATIGRAPHIC UNiTt
Calegory
Strati fed Sequence
GROUNDWATER FLOW INFORMATION
Groundw~ler Row dlrecl/M fot' a pan/ell/ar s/trJ 'll best determined by a qualified envlronmtlnral prolrJulons/ titling
s"specllk well d6fa. U such datil I. not f1!8I1DMbIy atJcerlalnabltl, h may be nectJstJary to mIy on other tlDUrcM 01
Information, InclUding wtlll dsfll coJltJcl<<l DII nearby prr1pertlu, nglanlll groundwater flow Inf"''''IIflon (from deep
aquifers), or BurltJt:e 'opog,.phy~
AQUIFLOW"''' Search Radius. 2,000 Miles
MAP ID
No! Reported
DISTANCE
FROM TP
DIRECTION
FROM TP
GENERAL DIRECTION
GROUNDWATER FLOW
General Topographic Gradienl al Target Property' General NE
General Hydrogeologic Gradient 81 Targel Properly' No hydrogeologic da1a available
SIle-Specific Hydrogeological Da1ao.
Search Radius: 2.0 miles
Sla1us; Not found
FEDERAL DATABASE WELL INFORMATION
WELL
QUADRANT
DISTANCE
FROM TP
LITHOLOGY
No! Reponed
Not Reported
DEPTH TO
WATER TABLE
No\Rcpot1ed
Not Reported
EaSlem
Wes1em
, - 2 Miles
1/2 -, Mile
STATE DATABASE WELL INFORMATION
WELL DISTANCE
QUADRANT FROM TP
NO WELLS FOUND
T ~ P.G.~, RE. AInaI oIOd W-J.lln4<ro. ~ogy 011110 Cclobomoi,.,.. U,S. III 1:2.foOO.llOO SaoIo.A, ,jo~l_...,;... <i.... \9~ p,a, ~...a ~!.M. __ &t"fl U&iS DlvloI c... _ DDS '1 (1l$4~
% U,S, EPA. Gr<xm w..., ~. 'I<ll; Q.wnG W_1/IIj Canl_. 011(>. ~ Fla..""", oIOd ~.... El'Ml2:>i&-1lCW16o>.C""","" 4. _ 711. EopI_ lllllO. .
.. EOR AQI~flO\Y'...~ ~ "1lyd~"IIIy-"""'~, IIcJoI alrodl_ot opadllo -. P_iN dIlIP_..... _ aI """ _" "". -... d~.
TC309632.1a Page 3
e
e
e
NOV-09-98 MON 10:28 AM
KLEINFELDER
FAX NO, 4255624201
P. 05/05
,1
PUBLIC WATER SUPPLY SYSTEM INFORMATION
Searchod by Nearest PWS.
NOTE: PWS Syslem Ioealiol'lla not a/ways the same as wolllocalion.
PWS Name: SCENIC PROPERTIES WATER CO.
YELM. WA 98597
Loc.allorl Rela1ive 10 TP' 112.' Mile Weat
PWS currontly has or has had major v101allon(s): Yes
AREA RADON INFORMA110N
EF'A Radon Zone for THURSTON County. :'I
Note: Zone 1 indoor average /evel > 4 pCi/!.,
Zone 2 Indoor average level >= 2 pCilL. and <'" 4 pCilL
Zone 311'1door average level < 2 pCVl.
Zip Code: 98597
Number or s"e6 tested: 5
Area
Average Actillily
% <:4 pCiIL
"Ia 4-20 pCVL
% >20 pClJL
Uving Arca. 1st Floor
Uvlng Area - 2nd Floor
Basemenl
0.360 pCiA..
Not Repol'1ed
Nol Reponed
100%
Not Reported
Nol Reported
0%
Not Aaported
Not Aeported
0%
Not Reported
Not Reported
TC309632.1s Page 4
- BUSH, ROED & HITCHINGS, INC.
CIVIL ENGINEERS & LAND SURVEYORS
~ 2009 Minor Avenue East
~ Seattle, WA 98102
---- (206) 3234144
BRH (206) 323-7135. Fax
JOB ~~1~ \1.. ~O\
YLI-- ~; ~ A, do 3?
SHEET NO,
OF
CALCULATED BY
':fA.'-
DATE
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CHECKED BY
DATE
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PIlOOUCT104,IISingIeSheels) 2ll5-1(Padded) 1-1..lnc.. GroIon,Mass. OU7L To Order PHONE TOll FREE 1_225-6300
3f
SANITARY SEWER
(
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TABLE 2 - ESTIMATED DAILY UiWI!at J"LOWS
Type of Establishment
Ga1loDa Per Penon Per Day
(Unlea Othenriae DOted)
5
6S
10
c
Airports (per passenger)
ApartmentS - multiple family (per resident)
Bathhouses and swimming pools
Camps.
Campground wIth central comfon stations
With tlush toiletS, no showers
Construction camps (semi-permanent)
Day Camps (no meals served)
Resort camps lnight and day) with limited plumbing
Luxury camps
Coltages & small dwellings with seasonal occupancy
Counuy clubs (per residem member)
Countrv clubs (per non-resident member present)
Dwellings
Boarding houses
additional for non-residem boarders
Luxurv residences and estates
Multiple famil: dwellings (apartments)
Rooming houses
Single family dwellings
Factors (gallons per person, per shift. exclusive of
industrial wastes)
Hospitals (per bed space)
Hotels with private baths (2 persons per room)
Hotels without private baths
Institutions other than hospitals (per bed space)
Laundries, self-service (gallons per wash. Le.. per
customer
Mobile home parks (per space)
~otels with bath, toilet, and kitchen wastes
(per bed space)
~otels (per bed space)
Picnic Parks (toilet wastes only) (per picnicker)
Picnic parks with bathhouses, showers. and flush
toiletS
RestaurantS (toilet and kitchen wastes per patron)
RestaurantS (kitchen wastes per meal serviced)
RestaurantS additional for bars and cocIaaillounges
Schools.
Boarding
Day, without gyms. cafeterias, or showers
Day, with gyms, cafeterias, and showers
Day, with cafeteria, but without gyms. or showers
Service stations (per vehicle served)
Swimming pools and bathhouses
Theaters.
Movie (per auditorium seat)
Drive-Ill (per car space)
Travel trailer parks without individual water and sewer
hook-ups (per space)
Travel trader parks WIth mdividual water and sewer
hoole-ups lper space)
Workers.
Construction (at semi-permanem camps)
Day at schools and offices (per shift)
35
25
50
15
- 50
100
50
100
50
50
10
150
65
40
75
~
60
50
125
50
250
SO
40
5
10
10
8
2
100
15
25
20
10
10
5
5
50
100
50
15
,0
7/95
7 - 25
c
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FINISHED GRADE
21-. MIN.PVC RISER
WITH WATER l1GHT
UD
14 GAUGE TONING
WIRE TO 55 CO ~
.
~ V-1
.
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I V-2
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l 6- MIN BEDDING J
VARIES
1500 GAL 3000 GAL 4500 GAl
0-1 4 60" 72- 72-
0-2 4 43- 55- 55-
0-3 4 50 62- 62-
V-1 400 GAL 6 GAL
V-2 1100 GAL 2400 GAL
NOTES:
1. DELETE BAFFLE FOR A 3000 GALlON TANK Ul1UZED
AS A TRIPlEX PUMP VAULT.
2. INSTALL POWER TRANSFER SWITCH.
3. ENGINEER WILL REVIEW TOLERANCES IN EXCESS OF
DIMENSIONS SHO'MII.
4. THE TRIPLEX PUMP VAULT REQUIRES TWO VAULTS
AND TWO COMPLETE RISERS. ONE VAULT CONTAINS
FLOATS AND ONE PUMP. THE SECOND VAULT
CONTAINS TWO PUMPS.
*
/ WATER l1GHT UD
PUMP VAULT RISER
'14 GAUGE TONING
WIRE TO SERVICE
BOX
I
4-_IORflCE I
: () () (J I
I
I
BAFFLE
(NOTE 1)
I
L__-l
2 PART EPOXY IN
1/2- GROOVE FORMED
IN THE TOP OF THE
TANK
PUMP ASSEt.4BL Y, SEE
SPEClFlCA l10NS
CI TY OF YELM
DEPT. OF PUBLIC WORKS
007-11.DWO
TANK/PUMP TANK
APPROvm
DWG. NO.
PUBUC WORKS DIRECTOR
7-11
DATE
CKD.
S-C
TE
2/17/95
PMX PMX/S-C
If/
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..
USE ,. UNION TO CONNECT TESl1NG
NJARA 1\JS F~ PRESSURE TESlING SEfM
2fr ... RISER HElQiT T'tPtCAL. WIlli
AlL NON-1RAfFIC 8EARIHG TANKS
(
C
.
....
-
FlBERQ.ASS UD
'M'Di STEEL sa. 1'5
AND NECPRENE GASKET
, - DIA.PVC HOSE AND
VAI.'t€ .A~Y
ORIENT BAI.L VAI.'t€
AS SHO..
(2.. CIA. RI88ED PYC
RISER M'Di NECI'RENE
~ TOP RISER TO
t EFF1.IJENT DISCHARGE
(TONING WIRE - WRAP
ONCE AROUND RISER
EFFlUENT DISotARCE
2-P ART EPOXY IN
1/2'" GROO'IE FCRftD
IN 'DiE TOP OF 'THE
TANK
LEA't€ SUf'F1CIENT
WIRE TO AlLOW FOR
PUMP REWOVAI.
aECTRICAL SPUCE BOX .-rH <:am GRIPS
ALL CCHtEClIOtS SHAll BE IRAPPED YlI1H
HEAT SIRtK TAPE
21- OR 248 PVC
RISER W/lIO
1. GAUGE
INSULATED
TONING MRE
STANDARD
INLET TEE
3/.- EY CONDUIT SEAL
aEClRICAI. CONDUIT TO
POWER SOURCE .
~
-
REDUNDANT
OFF
,. PVC FLOAT
ASSaml. Y
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1-1/.- 011.. INlET
HOlES AROUND
PERIMETER OF VAULT
z
:i
.- 011.. PVC FLOW
INOUCER
.
CD
N
DRAIN PORT 'M'Di
NEOPRENE FlAP CHECK
'DiE alA TERIAL F~ DUPLEX. TRJPlEX. AND a.ASS , DIVISION 1
1NSTAl.l.A~ 'MlL VARY. 'mE CONTRACTOR SHALL MEET niE
IN1ENT OF THE INSTAl.l.A11OH REQUIREWENTS SHOWN IN niE
T1PlCAL STEP INST Al.l.A nON.
POI. YElH'I1..ENE
SCREEN
L SUBNERSISLE EFFlUENT
ORENCO TURBINE 8 GPU
20 OS! 05 HHF PUWP YfTH
S. O. POYIER CA8l..E AND
l/B. BY-PASS ORIFICE
IN lliE OISCHARGE HEAD
CI TY OF YELM
DEPT OF PUBLIC WORKS
c
TYPICAL SIMPLEX STEP
TANK INSTALLATION
APPROVED
DWC. NO.
CITY ENGINEER
DES. OWN.
DATE
CKD.
7-9
OC7-9.DWC
DA
2/20/95
t.f2.
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Section V
Fuel Tanks
AccordIng to the envIronmental report prepared by Klemfelder, dated November 9, 1998,
there are no known underground fuel tanks All other above ground tanks wIll be
removed from the sIte
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Section VI
Sub-basin Description
AccordIng to the topographIc survey, there IS no off-sIte upstream area that slopes
toward thIS sIte
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Section VII
Analysis of the 100-year flood
ThIS sIte does not abut any stream and, therefore, IS not subJect to flood hazard. The
FIRM map prepared for thIS area, dated January 18, 1998, CommunIty Panel
#530310000 lA, shows the subJect property outSIde the 500-year flood plaIn boundary
Therefore, the desIgn meets or exceeds the reqUIrements of the permIttIng agency
See attached map
#'
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Section VIII
Aesthetic Considerations for Facilities
SInce no surface quantIty or qualIty features are proposed onsIte, no measures have
been taken for aesthetIc purposes. However, by locatIng the water qualIty vaults and
InfiltratIOn system underground, more area IS aVaIlable for aesthetIc landscapIng
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Section IX
Facility Sizing and Downstream Analysis
The downstream system was InvestIgated by a sIte VISIt and reVIew of avaIlable
InfOrmatIOn from the CIty of Yelm (none) Topography In thIS area IS very flat, but
generally slopes to the southwest. The field VISIt for the purpose of thIS analYSIS was
performed by InspectIng the eXIstIng sIte condItIons and walkIng southwesterly from the
sIte
ThIS area has no formal draInage system. There are two eXIstIng drywells onsIte
Based on the soIl types for thIS area, It appears all storm draInage dIscharges VIa
InfiltratIOn at the surface The two eXIstIng drywells located onsIte appear to be
operatIng properly, wIth no eVIdence of standIng water or erOSIOn The topography
slopes to the southwest, but there IS no eVIdence of standIng water or erosIon. There IS
a playfield adJacent to our SIte, but once agaIn, no eVIdence of standIng water or
erOSIOn
e
An InfiltratIOn system WIll be Installed on the SIte per DOE standards ThIS system WIll
be sIzed to Infiltrate the 10 yr storm In 24 hours and checked to make sure It can
Infiltrate the 100 yr storm In less than 48 hours The measured InfiltratIOn rate for thIS
property IS approxImately 1 50 mInutes per Inch USIng a factor of safety of 2, the
desIgn InfiltratIOn rate IS 0 33 Inches per mInute A correctIon factor of 40% for 78
ImpervIOUS area was added to the reqUIred InfiltratIOn surface area.
A wet vault IS Included to treat the 6-month storm volume prIor to dIscharge to the
InfiltratIOn system. The wet vault contaInS two chambers The first chamber of the
wetvault (at Inflow) contaInS an presettlIng basIn to address pre-treatment concerns
The storm draInage conveyance system on-sIte has been sIzed for the 25 year ratIOnal
flow rate
An emergency overflow pIpe WIll be extended to VancIl Road as a part of thIS
development. WhIle there IS no storm drainage system In VancIl Road at thIS tIme, It IS
antICIpated the CIty WIll Install a draInage system as a part of the realIgnment of VancIl
Road. The overflow pIpe from our SIte could be connected to thIS future storm system
to deal WIth storms that exceed the 100 year event or at such tIme as the InfiltratIOn
system faIls In the event the InfiltratIOn system faIls, the Owner wIll observe standIng
water onsIte near CB #2 before the emergency overflow pIpe IS utIlItIzed. Overflow, If
It does occur, wIll be dIrected to VancIl Road.
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FACILITY SUMMARY FORM
Complete one (1) form for each project and sections 6-8 for'each drainage control facility on the
project site Attach an 81/2 X 11 inch sketch showing location of each facility NOTE. This
does not apply to each catch basin or dry well.
Proponent's Facility Name or Identifier (i.e., Pond A) / NFl L.71l4 77 ON 7l2E.N 6/1-
Name of Road or Street to Access Facility. <-(1% LM AVt:: t ~ (S R 5a 7) i YWG/'- R O.
Hearings Examiner Case Number () Nit-,
Development Review Project No./Bldg Permit No. t...UJ ~
Parcel Number
- ul'/f-
Part 1 - Proiect Name and Proponent
Project Name. ~I Ie A-1 tL #: 528"
Project Owner -rn e /?;a. / clrldj e Gro LA-,P
Project Contact: A LLF-1J /(4/-1N
Address. / 2~/3 FLUSI+IN6 Mc./t{)()WS f)f(. I Sf.) IT&. ?oo,
, .
Phone. ( 31 tI) q ~ fA - 2:~oo
StLOUIS
j\4ISSoURJ
Project Proponent: (if different)
Address.
Phone.
Project Engineer
Firm. BJSI-I i Rae.,;) 7 M /-rCH JN6 oS
Phone. 2a{#..3 2.3 .. 'fl '-I- ~
0-3
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Part 2 - Proiect Location
Section
Township
Range
NE'/4 f~'f 30
17 N
"2. IE 'A/t1
Names and Addresses of Adjacent Property Owners:
~ee :f&PA
'I-S
(
Part 3 - Type of Permit Application
Type of pennit (i.e, Commercial Bldg)
Co;nm~'-'Cd b/~
Other Pennits (circle)
DOFIW HPA
COE Wetlands
FEMA
Shoreline Mgmt
Encroachment
NPDES
P C Wetlands
COE 404
DOE Dam Safety
Floodplain
Rockery/Retaining Wall
Grading
P C Roads
Other
c
Other Agencies (Federal, State, Local, etc.) that have reviewed or will review the Sediment and
Erosion Control Plan.
NONe
Part 4 - Proposed Proiect Description
What stream basin is this project in (i.e., Clover)
Project Size, acres
Zoning:
On-site.
Residential Subdivision.
Number of Lots:
0-4
UNit-
/,8Z. ~,
c:. -I ~ rn I'Y" e,.. c( at...
NIA
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Lot size (average), acres:
Building Permit/Commercial Plat:
.d- /'\J... Building(s) Footprint, acres.
rT ":Jf'" ~(tt.t~R9FeOC Paving, acres:
Gravel Surface, acres:
Public Roads (including gravel shoulder), acres.
Private Roads (including gravel shoulder), acres.
On-site ImpefVious Surface Total, acres.
/, 82.1k.,
0, 32.1h..1
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Part 5 - Pre-Oevelooed Project Site Characteristics
No
Stream through site, y/n
Name
DNR Type
Type offeature this facility discharges to (i.e., lake, stream, intermittent stream, pothole,
roadside ditch, sheet flow to adjacent private property, etc.)
Swales, Ravines, y/n.
Steep slopes, (steeper than 15%) y/n.
Erosion hazard, y/n.
100 yr Floodplain, y/n.
Lakes or Wetlands, y/n.
Streams or Creeks, y/n.
Seeps/Springs, y/n
High Groundwater Table, y/n.
Wellhead Protection or Aquifer
Sensitive Area, y/n.
Other
Inliltrtd10n -If) 1r7JUt1clwde-r
Ale
No
Nc
No
NI)
N~
1'10
No
Part 6 - Facility Oescriotion
Total Area Tributary to Facility Including Off-site (acres)
Total On-site Area Tributary to Facility (acres)
Design ImpefViou5 Area Tributary to Facility (acres).
Design Landscaped Area Tributary to Facility (acres)
Design Total Tributary Area to Facility (acres)
/,821tt:".
/ · 8 2Az, ·
1,4-2k..~
() ,1f(!J~.
, ,62-1rt-.
0-5
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Enter a check mark and number, i.e., one (1), for the type offacility.
Wet p~1fJclm.r;,tion
Wet pond water surface area, acres
Dry pond detention
Underground detention
Infiltration ~nd -fr ~ Y) "J,
Dry well infiltration
Other
Outlet type (Enter a check mark and number, i.e., one (1), (or each type present)
Filter
Oil water separator
Single orifice
Multiple orifice
Weir
Spillway
Pump(s)
Other
Part 7 - Release to Groundwater
Design Percolation Rate To Groundwater (if applicable)
Part 8 - Release to Surface Water (if applicable) Nl A-
Facility
Elevation,
MSL (ft)
Discharge
to Surface
Water
(cfs)
Percent
Design Full
Volume
(cu ft)
Empty.
o
_00_
_00_
_25_
_50_
_100_
0-6
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ith Hi~ 0 0;
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e nne. Street Atlas USA
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5199 (
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5197
"q,
5196
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PROJECT AREA:
BUILDING AREA:
IMPERVIOUS AREA
PERVIOUS AREA:
PAVEMENT AREA:
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0.148 ac
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0.182 ac
0.110 ac
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BASIN AREAS
SCALE' 1"=50'
ReAr 1/13/'"
BRH #97312.01
7/01/98
_11-,-\ Q7.31_?~01.~ XGRn_nWG
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SToRMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN
-= - (
124
123
122
121
48
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, ~~ ~ ~r>1O "',L.~fj ~....t'~~ f. . ;, · \
Ju ~~.~~ ~~J~ ~"~~~~~~(,' l g,,'r7L;~ 10~.YAKI
~ ',; ;"'''?;", ,I ,<"~ -, ~:'IF' "", c... '~
~.[~~I~'\0~~i~::f);:~I~~~ ":~j"1O " , E::;
,___ _ V~ 0.M ) .~~tt") HSJU, .."" \,i~ '
35-' ~ -'\':;";::::,~(~&7~ ~AOA~
2K:'fl}~~~~~A='S5) V, / ~ \~ ,-' "rL_
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10 ~A\~H~~~oT~~. ~,.\~~~~Ut~); ~.~:;~~- ~~
')' ... ~""''''1'~ jl~~il5 ~E:r!.E. ,
;:...- _ ----:l MILES 2Ok, \ I \.., f'\ T "'<-'J r:'-I' ~L"'O i "/ ....
\.: (~~_-(V.,..l~""'{n'" ,t--."L.--- ~ --
Figure 25 t 15--- "I~~: NOAA ATLAS 2, Volume IX
ISOPlUVlALS 2.YR 24-HR PRECIPITATI )N IN "'j ~retpared by U,s, DepartmeO. t of. '~~,:.'
TENTHS OF A ..I 1CHl41 OCnnIC Ind AtmospherIC "pmmiattation
INCH I \ ' Nltionl' Welt~ ServICI. ()fticlI=of HYdroloCY.
~ 11 \ Prepared fOf U,s' Department of . ulture.
_ t-, i- ,Soli ConservatiOn ServIce, Et1 , I DiviSIOn
(
47
46
124
123
122
121
FEBRUARY, 1992
III-1-44
po --
"
124 123 122 121
4q~ i 1
; \ ,- ----- -... -..... '--... ~j"'-
" _ "'~ C~,
\ >t~ ~<L~~: - '~l~~;'
. ~ ~~~&;~ ~~ ~ - ';;,,"'0 .~1 /
\ "'-......,,' \ fRIOA1 H"RBO~(ij?RT ST~~L :'f -~31 - iI-' ' 1!
II..- ~~ \;, ,':i{1j I'JM VE1~'\/~r'~ "j - ,),
NI' ~\,:- - --I- ./ -[i ~ ~~. I\~'<'G:':~' - />' ~ ." ~
I ~ 8~ ---------\15 Illlr;J.~ - "~--.. ~J '-:.,
( ~)) \:: .. ......_ "li<' " , ,,:!1' \( r~~~ ;>. i\: ,i?i1
" ,_,~ ~'"'' k';:-i\~~ \,,-::,~ ~ Vi . ~ g~
4BIl\ ~C'?- "'''~ ~h\:l\, \ \;4:: ' "r8 ~
\1 Il~~;" t\~"~"'<"'o-.- \ ~ ~~~1l~'~- ,,\...~. .,.. ,'2\
",,\, __ _ _ "''' ~ ,\~\ ~1E iVE ,T ) ::-~~ ~ ~ ~.....
'" ') \ \~ '-" _~' ,_.,' W _~ · i?;. ":'i ~
~' ~~.. Z,..,"-~~~ 1m<. ,,- II ,TI'"Z? -~ -~\\
. C= I'r .,t)':'" l'1~~ i\.\'k \ 2S \ 7~ , ~,~, ""' 'I" 1:i1)\\?'tt
111 ., --~ y'" ~ '
. '\ ~7 ~ _ --- )j ~f .' 1\ SEAT ~ ;~'~~.iS -- -- ~~
~~~~._ _ #- f flu J ~_ =-<:;: ~"'ll""0.;r~ 11
iS~~"'~" V) 'I ,I X:,'--~ / '~-:.-v_ 0 .,,'''''''' ~ "'-
.. ~1"I;;'f"'f.- ""'--.=-- "",.,"" '-:J. ' -
w~ ~...:'V" '/ "Co.. "', ~,., ~,~;,~~~- -
__7~ 0 ~"- -, ~~ ~p~l~, )>)(".~~~
'" ~" -"" _ ~ ~ T '" "'-
J" 5 -':~ MNl~~~ :',j. ~~ If, 'li . .,
4. Fl(' pm'!;' ~ '!, - ~Q -, . .,... ,"'- "
.~~~.~~b"\~~~~"S_( ~~/ l'\~'-
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l5K.. 'f<<"'1 ,'l( 10 ,u' (/ , \...-
1 ,~ r 111' v" ~ .;'. >--.- ~ .::.215--
WASH\NGTON Yi~= ~ (~!(<io '(U.YII~~Pl · ~~~~
10 0 10 20 30 '0 \ 'c """,)l" ' '>--'
__ - II-.\. ~ "'., "" " .."''''' / / ~
~ _ <-- .::: MIllS '" v'" n \~~ 'I"""" - -<:-1..... ,,/fI ,-c:::::
figure 27 b ..:.. _iA~51,"OAA ATLAS 2. Volume IX
~ PreQll~ by U.s. Depertment of (;(~.
lsoPUJV1ALS F lCl-YR 24-HR PRECll'lll nON ......"'g,....."....-..........-
IN ,-allIlS OF /IN INCH' .".... ....... "".'. Off" of~y''-'
/2 . 0 l, \ PrtQIltd f~ u,s. Department of" icultur..
:> . So,' c.'d""~ So"".-....- 4 0"'-
STORWWATER MANAGEMENT MANUAL FOR THE ?"GET soUND BASIN
~
J
'\
,l)
47
46
o
\
124
,
123
~
IlI-1-45
122
121
FEBRUARY, 1992
STO~ATER ~AGEMENT ~UAL FOR THE PUGET SOUND BASIN
(
\'2\
122
\23
\0
V4 ~S\\\NG10N
\0
'QQ~
~. WA\lES
fi.... 30 i \
\ ~ I
\ ,S(lI'\.U'MlS f lllO-YR Z4."R PRtCIPfl4110N
, \K 'TEf{fl\S Of K \NCH \ \
1 4.t2.-
~\24 \23
12
122
fEBRUAl\"I. 1992
111-1-46
rig-
STORllWATBR MANACBMBNT MANuAL FOR THE POGET SOUND BASIN
c
T.w. Dl-l.6 Rydroqic Soil Group. eo. SoiIa iD .... .... SaualI BuiD
()
~
Hyclroloaie Soil H~SaiI
Soil TJpo ... 0nIap Soil Type"'- . a..-;
Apew C Colla' C
AhI - B Culler NO
AiII C Dabob NO
AIderwood C DeIpbi 0
AreaIa, AIderwood a Dick NO
AreaIa, Bvena B Dimal 0
A.Iboe B Dupoa& 0
BaIdbiIl B BarImaIII C
........ C Bdpwick C
Baumprd B EId B
BeIuIite B ElweU B
Belful C EIqumeI B
RI!II"'afuo1ll 0 Evereu A
QooI1i+m vuiaa& c EvCl'lOQ 0
Boiltfort B GaIviD 0
Bow 0 GctcheU . A
BriICOt 0 Gilca B
Buckley C Godfrey 0
8wIker B Greeawater A
Caaey C Grove C
CarIIbcq NO HantiDe C
Cuey NO HalUlit -- ~
Cauolary C Hob No
Cathcart B Hoko ,- NO
CmnIia B Hoocbport NO
CbchaIia B Hoogdal C
ChClllW A Hoypua NO
Cinebar B Huel NO
C1aUam C IDdiaDola NO
Claytoa B Jonu B
Coutal beacbea variable JIlIIIpO NO
lCapoWIia cm KalaloCb C
ICaIuIa C ReImD 0
Kilchia C Republic B
IGlIap C Rivenvub variable
Klaua NO Rober C
K10ae NO SalaJ .: " C
Lalea C Salbun . B
Lebam B SammamUib l' . 0
Lummi NO San Juan - - NO
L)'lIIlWOOCI NO S<:amman 0
Lyuir NO S<:lmeidcr ~ B
Mal C Seattle 0
Manley B Sekiu NO
Mubel B Semiahmoo 0
MaytowD C SbaJcar 0
MclCta. 0 Shano B
McMUftay NO Shehoa C
MeJboumo B Si C
MeazoI NO SiDc:1air C
Mixod ADuvial variable Skipopa 0
Moa- B Sltykomiab B
Mukillco cm SnabopiIb NO
Natr B SnobomiIb -, 0
NatpI' A Solduc B
NalioaaJ NO Solleb ~
Neiltoa A Spana
!e
III-1-9
FEBRUARY, 1992
e
(C
c
~f
S'l'ORMWATBR MANAGEMENT MANt1AL FOR THE Pt1GET SOUND BASIN
(
Table III-1.3
(Published by SCS in 1982)
SCS Western Washington Runoff CUrve Humbers
Runoff curve numbers for selected agricultural,
suburban and urban
land use for Type 1A rainfall distribution, 24-hour storm duration.
LAND OSE DESCRIPTION CURVE NUMBERS BY
HYDROLOGIC SOIL GROUP
A B C 0
CUltivated land(1): winter condition 86 91 94 95
Mountain open areas: low growing brush & grasslands 74 82 89 92
Meadow or pasture: 65 78 85 89
Wood or forest land: undisturbed 42 64 76 81
Wood or forest land: young second growth or brush 55 72 81 86
Orchard: with cover crop 81 88 92 94
Open spaces, lawns, parks, golf courses, cemeteries,
landscaping. B
Good condition: grass cover on ~75\ of the 68 80 86
area
Fair condition: grass cover on 50-75\ of 77 85 90 92
the area
Gravel roads & parking lots: 76 85 89 91
Dirt roads & parking lots: - 72 82 87 89
Impervious surfaces, pavement, roofs etc. 98 98 98 98
Open water bodies: lakes, wetlands, pOnds etc. 100 100 100 100
Single family residential(2):
Dwelling Onit/Gross Acre Umpervious(3) Separate curve number
1.0 DO/GA 15 shall be selected for
1. 5 DU/GA 20 pervious & impervious
2.0 DU/GA 25 portions of the site
2.5 DO/GA 30 or basin
3.0 DO/GA 34
3.5 DO/GA 38
4.0 DO/GA 42
4.5 DU/GA 46
5.0 DU/GA 48
5.5 DU/GA 50
6.0 DU/GA 52
6.5 DU/GA 54
7.0 DU/GA 56
Poo's, condos, apartments, 'impervious
commercial businesses & must be
industrial areas computed
(
( 1)
(2 )
(3)
For a more detailed description of agricultural land use curve numbers refer
to National Engineering Handbook, Sec. 4, Hydrology, Chapter 9, August 1972.
Assumes roof and driveway runoff is directed into street/storm system.
The remaining pervious areas (lawn) are considered to be in good
condition for these curve numbers.
(
1II-1-12
FEBRUARY, 1992
o
BUSH, ROED & HITCHINGS, INe.
CIVIT... ENGINEERS & LAND SURVEYORS
~ 2009 Minor Avenue East
~ Seattle, WA98102
- (206) 323-4144 FAX (206) 323-7135
BRH 1-800-935-0508
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BUSH, ROED & HITCHINGS, INe.
CIVIL ENGINEERS & LAND SURVEYORS
~ 2009 Minor Avenue East
~ Seattle, WA 98102
........-- (206) 323-4144 FAX (206) 323-7135
BRH 1-800-935-0508
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BUSH, ROED & HITCHINGS, INe.
CIVIL ENGINEERS & LAND SURVEYORS
~ 2009 Minor Avenue East
~ Seattle, WA 98102
---- (206) 323-4144 FAX (206) 323-7135
BRH 1-800-935-0508
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CIVIL ENGINEERS & LAND SURVEYORS
~ 2009 Minor Avenue East
~ Seattle, WA 98102
.....-- (206) 323-4144 FAX (206) 323-7135
BRH 1-800-935-0508
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1/13/99
9.56'4 am
Bush, Roed & Hitchings, Inc
page
~If-
---------------------------------------------------------------------
---------------------------------------------------------------------
1
BASIN RESULT SUMMARY
BASIN -----VOLUME---- -RATE- ----TIME----- Bydrograph Area
ID ---cf-- Ac-ft --cfs- -min- hours Methodology Acres
-------------------------------------------------------------------------
-------------------------------------------------------------------------
100YR
10YR
2YR
I/Q
24924 0 57
17129 0 39
11990 0 28
4723 0 11
1 57
1 09
o 76
o 31
470 7 83 SBUB Method
470 7 83 SBUB Method
470 7 83 SaUB Method
470 7 83 gBUB Method
1 82
1 82
1 82
1 10
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1/13/99
8:56:8 am
Bush, Roed & Hitchings, Inc
page
1
================================~====================================
BASIN SUMMARY
{\
."-./
BASIN ID: 100YR
SBUH METHODOLOGY
TOTAL AREA.......:
RAINFALL TyPE....:
PRECIPITATION....:
TIME INTERVAL....:
NAME: DEV 100 YEAR 24 HR
1.82 Acres
TYPE1A
4.20 inches
10.00 min
BASEFLOWS:
0.00 cfs
PERV
0.40 Acres
90.00
5.00 min
IMP
1.42 Acres
98.00
3.20 min
AREA. . :
CN....:
TC. . . . :
ABSTRACTION COEFF: 0.20
impTcReach - Sheet L: 54.00 ns:0.0110 p2yr: 2.20 s:0.0185
impTcReach - Channel L: 406.00 kc:42.00 s:0.0050
PEAK RATE: 1.57 cfs VOL: 0.57 Ac-ft TIME: 470 min
BASIN ID: 10YR NAME: DEV 10 YEAR 24 HR
SBUH METHODOLOGY
TOTAL AREA.......: 1.82 Acres BASEFLOWS: 0.00 cfs
RAINFALL TyPE....: TYPE1A PERV IMP
PRECIPITATION....: 3.00 inches AREA. . : 0.40 Acres 1.42 Acres
TIME INTERVAL. . . . : 10.00 min eN. . . . : 90.00 98.00
TC. . . . : 5.00 min 3.20 min
ABSTRACTION COEFF: 0.20
impTcReach - Sheet L: 54.00 ns:0.0110 p2yr: 2.20 s:0.0185
impTcReach - Channel L: 406.00 kc:42.00 s:0.0050
PEAK RATE: 1.09 cfs VOL: 0.39 Ac-ft TIME: 470 min
,e BASIN ID: 2YR NAME: DEV 2 YEAR 24 HR
SBUH METHODOLOGY
TOTAL AREA.......: 1.82 Acres BASEFLOWS: 0.00 cfs
RAINFALL TyPE....: TYPE1A PERV IMP
PRECIPITATION....: 2.20 inches AREA. . : 0.40 Acres 1.42 Acres
TIME INTERVAL. . . . : 10.00 min eN . . . . : 90.00 98.00
TC. . . . : 5.00 min 3.20 min
ABSTRACTION COEFF: 0.20
impTcReach - Sheet L: 54.00 ns:0.0110 p2yr: 2.20 s:0.0185
impTcReach - Channel L: 406.00 kc:42.00 s:0.0050
PEAK RATE: 0.76 cfs VOL: 0.28 Ac-ft TIME: 470 min
BASIN ID: WQ NAME: DEV 6MO/24HR-WATER QUALITY
SBUH METHODOLOGY
TOTAL AREA.......: 1.10 Acres BASEFLOWS: 0.00 cfs
RAINFALL TyPE....: TYPE1A PERV IMP
PRECIPITATION....: 1.40 inches AREA. . : 0.00 Acres 1.10 Acres
TIME INTERVAL....: 10.00 min eN . . . . : 0.00 98.00
TC. . . . : 0.00 min 3.20 min
ABSTRACTION COEFF: 0.20
impTcReach - Sheet L: 54.00 ns:0.0110 p2yr: 2.20 s:0.0185
impTcReach - Channel L: 406.00 kc:42.00 s:0.0050
PEAK RATE: 0.31 cfs VOL: 0.11 Ac-ft TIME: 470 min
,0
\
~
STORMWATBR MAHAGBHER'r MARUAL FOR THE PUGET SOUND BASIN
('
o
FIGURB 111-1.1
VolU1D8 Correction Factor to be Applied to
Streambank Bro.ion Control BMPs
Based on Site ImperVious Cover
'0
50
4S
'fcPbo
~
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IE 35
0
b
~ 30
z
~
l:;
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IE
g
u
20
15
10
0
20
40
80
80
100
SITE I ~RV tOUS COVER (to
c
III-1-3
FEBRUARY, 1992
o
BUSH, ROED & HITClllNGS, INe.
CIVIL ENGINEERS & LAND SURVEYORS
e 2009 Minor Avenue East
~ Seattle, WA 98102
-- (206) 323-4144
BRH (206) 323.7135. Fax
JOB =tfq'l --; \ "- . 0 \
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Ye.\'^-" ~I+~ A~~
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BUSH, ROED & HITCHINGS, INC. JOB
CIVIL ENGINEERS & LAND SURVEYORS SHEET NO, OF
B- 2009 Minor Avenue East \\F~ II , ~lqB
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~
-- (206) 323-4144 FAX (206) 323-7135 CHECKED BY DATE
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..... ...'...Bush, Roed & Hitchings, Inc:::::!,:::,
:WaterWorks- Release 4 .12g'~':':':':':"
[.] Riser Input Dialog
Orifice Id. OVERFLOW
Descrip: OVERFLOW
Riser Diameter. .....
Weir Coefficient '"
Orifice Coefficient
12.000 in
9.739
3.782
349 290 ft
351 750 ft
0 100 ft
Next . Ok
I
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Riser Elevation. " .
Maximum Elevation. .
Stage Disch Increm .
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Hydrograph ~Storage Discharge LPool
.. ....'..Bush, Roed & Hitchings, Inc:
WaterWorks - Release 4.12g':':':':'::::::::':':
Trapezoidal Vault Input Dialog
Trapeziodal Vault Id'
C,i
Proj. 97312
:::-....:0..
Proj,
97312
[.]
Description: TRENCH
Length. 100.000 1
Width.: 12.000 1
Infiltration Rate:
Starting Elev ...:
Max Elev of Vault:
Stage-Sto increment
H:1V
H'lV
1 500
346.000
349.290
0.100
1 H:IV
1 H'lV
mini in - ~f+.'G
ft
ft
ft
(f'tiG
Structure Vol'
5207.8 cf
o 120 acft
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70
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Menu. Perform Level pool computations using input table instructions
File Input
Hydrograph Storage Discharge ~LPool
Routing Comparison Table
MATCH INFLOW STO DIS PEAK PEAK
PEAK PEAK No. No STG OUT
proj: 97312
DESCRIPTION
OUT
HYD
--------------------------------------------------------------------------
--------------------------------------------------------------------------
10 YEAR
100 YEAR
o 00
o 00
1 09 TRENCH OVERFLOW 349.23
1.57 TRENCH OVERFLOW 349.27
1.09
1 55
21
21
==================>Done<====================
Press any key to exit
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e
01/15/99
RA.INFALL FILE CHART7 RND
r; LiNe lU
--------
LINl#1 UlSCKIPIION
I DOWNLINE#
I
I
1 ~ CB#1-CB#T1
I DNLN = 0
I
2 ! CB#I-CB#7
I DNLN = 1
-I
:3 I CB#1- eB#2
I DNLN =
I
4 I CR#?-CR#3
1 DNLN = 3
I
5 I CB#3 - CB#4
I DNLN = 4
1
6 I CB#4-CB#7
I DNLN = 5
-I
C7,1, CB#4-CB#5
! DNLN = 5
I
R I CR#5-CR#6
I DNLN = 7
STORM seweR SUMMARY RePORT
PIPE CONVEYANCE CALCULATIONS
FILE 97312 STM
~LOW KAll IN~O
25 YEAR DESIGN STORM
PIPe IN~O
PAG[ 1 or 1
7/
I = 11 0.20./ ( Te + 3 250.)' 0. 660.
HYUKAULl C INf-O
[lNC AKlKUNO~~CIINLlIMlIINLI IJlNC CIAt INPUIU IUNHOKMISlLUlINVeKI JPIPe l NVAL IHtiLSLOPIc[HYU tiKI) [ VIcL
ITOT ARIWEIGHTD[ Te LTOTL IlTOT CIAl TOTALQ IFLOWCAPlTYPE lUP/DOWN ILEN IINVSLOPI JLC [UP/DOWN [UP/DOWN
I (ae) I C I (min) I (in/h) I (cfs) I (efs) I (cfs) I (in) I (ft) I (ft) I (ft/ft) I (ft/ft) I (ft) I (ft/s)
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1
0. 31
(} 31
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0. 91
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a 11
0. 71
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0. 21
0. 51
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0. 11
0. 21
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a 11
0. 11
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o 901
0. 90.1
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a 90.1
0. 901
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0.901
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o 90.j
0. 90.1
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a 90.1
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0. 90.1
0. 901
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17 291
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15 181
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5 061
5- 061
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1 541
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1 611
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5- 0.61
1 78!
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1 991
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2 541
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1 661
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1 441
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1 151
1 27!
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0. 341
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0. 831
0. 83j
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l2D1 346 001
1 I
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12DI 347 541
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l2D! 347 54!
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12DI 347 931
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121011 348 45j
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121}! 349- 1 {) t
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349 561
346 30.1
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350 881
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350 691
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350 821
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350 941
35090j
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1 83
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Section X
Covenants, Dedications, Easements
The Owner wIll be responsible for maIntamIng the facIlIty Only onsIte stormwater WIll
be controlled or conveyed by the system, therefore easements are not reqUIred.
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Section XI
Property Owners Association Articles of Incorporation
N/A
7?
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Section XII
Other Permits or Conditions Placed on the Project
The stormwater wetvault wIll be structurally desIgned by others The bUIldIng permIt
process WIll cover thIS process.
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EROSION AND SEDIMENTATION CONTROL REPORT
FOR
RITE AID
LOCATED AT
SOUTHWEST CORNER OF VANCIL ROAD & YELM A VEUNUE E. (S.R. 507)
OWNER.
THE BALDRIDGE GROUP
12813 FLUSlllNG MEADOWS DRIVE
ST LOUIS, MISSOURI 63131
Ph.(314) 966-2300
I hereby state that tlus Mamtenance Plan for Rite Aid Puyallup Canyon has been prepared by me or
under my supervIsIon and meets the standard of care and expertIse wluch IS usual and customary m
tlus commumty for professIonal engmeers. I understand that PIerce County does not and will not
assume liability for the sufficIency, sUItabilIty, or performance of the dramage facilItIes prepared by
me.
PREPARED BY
BUSH, ROED & HITClllNGS, INC
2009 MINOR AVENUE EAST
SEATTLE, WA. 98102
Ph. (206) 323-4144
Fax. 323-7135
ENGINEER.
BRENT D CUMMINGS
January 19, 1999
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EROSION CONTROL/SEDIMENT REPORT
1 CONSTRUCTION SEQUENCE AND PROCEDURE--------------------____ 1
2 SOIL STABILIZATION AND SEDIMENT TRAPPING-------------------- 3
3 PERMANENT EROSION CONTROL AND SITE RESTORATION------ 4
4 GEOTECHNICAL ANALYSIS AND REPORT------------------------------- 5
5 INSPECTION SEQUENCE-------------------------------________________-______ 6
6 CONTROL OF POLLUTANTS OTHER THAN SEDIMENTS------------- 7
7 UTILITIES-------------------------------------___________----------------__________ 8
8 APPE]\[[)l)(---------------------------------________________---------------------_____ 9
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CONSTRUCTION SEQUENCE AND PROCEDURE
1 Contact the CIty ofYelm Department ofPubhc Works and schedule a preconstructIon meetmg.
2 Install filter fabnc fence, CB protectIOn, mterceptor swales, Sediment traps and other ESC
measures as mdIcated on the erosIOn control plans.
3 All temporary and permanent eroSIon control measures shall be mamtamed and reparred as
needed to assure contmued performance These measures shall be repaIred to theIr ongmal desIgn
condItIon.
4 StrIp the SIte m the presence of the on-SIte geotechmcal engIneer so that proper evaluatIon of
the subgrade can be made Tills may Include prootfolhng With rubber tIred eqUipment or other
means to detect soft areas willch need to be replaced pnor to fill placement.
5 Install temporary constructIon entrance
6 PrIor to ant constructIon the contractor shall revIew the recommendatIons of the SIte
geotechrucal engmeer report prepared by Gales EngIneenng AsSOCIates, Inc RelatIvely large
settlements are expected on tills SIte due to the underlymg orgamc silt matenals and the proposed
depth of fill.
7 Fill SIte m 8-mch lifts and allow for expected settlements as recommended by the soils report.
Fill matenal shall meet the charectenstIcts of "common borrow" per sectIon 9 03 14(3) of the
1996 WSDOT/ APW A standard specIficatIons or "gravel backfill for walls" per sectIon 9 03-12(2)
as per the on-SIte soils engmeers recommendatIons and condItIOnS of the SIte dunng constructIon.
NatIve matenal may be acceptable With the approval of the SIte soils engIneer
8 Install new utilitIes and storm draInage structures as reqUired. Install block and gravel filter
Inlet protectIon on new storm dramage structures. No more than 500 feet of trench shall be left
exposed at any tIme If dewatenng deVices are reqUired for constructIOn, water shall be routed to
the sediment trap Cavmg of trench walls should be expected 1f constructed m natIve matenals.
See current geotechrucal engmeenng report for expected subsurface condItIons.
9 Construct new buildmg. Dunng the constructIon penod, any and all pollutants other than
sedIment willch are used on-SIte shall be handled and dIsposed of m a manner willch does not
cause contarmnatIon of stormwater
10 Final grade and pave SIte
11 Landscape or hydro seed all exposed areas.
12 Remove catch basm grate protectIon and clean storm dramage system (do not flush) after
vegetatIon has been stabilized.
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13 Remove all erosIOn control measures when entIre site IS stabilized. All temporary erOSIon
control measures shall be removed 30 days after final SIte stabilizatIon or after they are no longer
needed. Trapped sediment shall be removed or stabilized on-sIte DIsturbed areas resultIng from
sedlffient removal shall be permanently stabilized.
14 Contact the City of Yelm Pubhc Works Department for final mspectIon.
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2 SOIL STABILIZATION AND SEDIMENT TRAPPING
Filter fabnc fence will be mstalled to prevent silt laden storm water from leaVIng the sIte. The
filter fabnc fence will also serve as the Iirrnt of cleanng on the north and west property lines. A
sediment trap will be mstalled near the southwest comer Interceptor ditches will be mstalled
around the penmeter of the sIte to direct silt-laden runoff to the sediment trap Rock check dams
will be mstalled m the mterceptor ditches to reduce sedIment transport.
To protect off-SIte facilities from sedimentatIon catch basm protectIon will be mstalled on all of
the off-SIte catch basms surrounding the sIte Also, a stabilIzed rock constructIon entrance will
help reduce the amount of debns transported off-site and mto the nght-of-way
DIrt whIch IS tracked mto public nght-of-way will be reqUired to be removed unmedIately
The frequency of mamtenance will depend on the amount of rarnfall. Soils on the sIte currently
support vehIcular traffic dunng wet weather and should contmue to hold up dunng constructIon If
normal precautIOns are taken. Smce fill IS requITed, the type matenal will be deterrnmed by the
amount ofrcunfall. If the finIsh grades are reached dunng wet weather, than matenal With less
fines will be requITed.
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3 PERMANENT EROSION CONTROL AND SITE RESTORATION
Grades between the mfiltratIon trench and property line will match the existmg. Slopes between
the future nght-of-way line and onsIte parkmg will be no more than 2 1 (RoY) All slopes will be
landscaped as per the landscape arcmtectural plans. Since the sIte IS relatIVely flat, eXlstmg soils
on the sIte are stable and do not present a senous eroSIOn control problem.
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4 GEOTECHNICAL ANALYSIS AND REPORT
An underground vault will be used for water quality treetment and an mfiltratIon trench IS
proposed for detentIon. Therefore, there IS no danger of dramage onto adjacent property
For geotechmcal Information pertmmng to tlns SIte see
Report of Geotechmcal InvestIgatIon by KleInfelder, Inc
Project No 60-1742021
Date October 10, 1997
Relevant portIOns of the Geotechmcal Engmeenng ExploratIOn are located m the Storm DraInage
Report as part of tlns subffilttal.
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INSPECTION SEQUENCE
The followmg measures are necessary for proper erosIOn/sedunentatIon control.
Phase I
The contractor will mstall the filter fabnc fence shown on the plans. Catch basm protectIon will
also be mstalled where shown on the plans.
Phase II
Install the stabilized rock constructIOn entrance where shown on the plans. Construct the
sedImentatIOn trap and cut m the mterceptor ditches assunng posItIve draInage to the sedIment
trap The contractor shall have the erosIOn/sedIment control facilities mspected after completIon
of tills work.
Phase ill
Rough grade the sIte. Regrade the mterceptor ditches dunng rough grading to assure posItive
dramage to the sediment trap Contractor shall Inspect the erosIon/sedIment control measures
each day or after heavy raInfall. Remove sediment from rock check dams when accumulation
reach a depth of 6 mches. Remove sediment from the sedIment trap when accumulatIons reach a
depth of one foot.
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6 CONTROL OF POLLUTANTS OTHER THAN SEDIMENTS
The contractor will be requrred to perform all constructIon stagmg on-site. In additIon, concrete
truck washmg will be reqUired to be performed m a centralized deSIgnated area.
Stock piled matenals will also be requrred to be stored on-SIte No matenals will be allowed m
public nght-of-way
After constructIon the only pollutants expected on-SIte are those generated by cars and by
fertilizatIon of landscapIng. All of these pollutants are addressed by the BMPs proposed to be
Installed on the sIte.
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7 UTILITIES
A samtary sewer STEP mam IS available on the Yelm Avenue East frontage. A stub has been
proVided and all trenchIng will occur wrthm the boundanes of the sIte work. No addinonal measures
are requIred.
Water maInS are located m Y elm Avenue East and Vancil Road. Fire and domestic water semce will
looped and tIe Into both eXistIng mams. The maJonty of the work will occur WIthIn the lImits of the
SIte and have easements dedicated. No addItIonal measures are requIred.
~
APVE-rroU'
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1/13/99
8:56:8 am
Bush, Roed & Hitchings, Inc
page
10
BASIN SUMMARY
(0
BASIN 10: 100YR
SBUR METHODOLOGY
TOTAL AREA.......:
RAINFALL TyPE....:
PRECIPITATION....:
TIME INTERVAL....:
NAME: DEV 100 YEAR 24 HR
1.82 Acres BASEFLOWS: 0.00 cfs
TYPE1A PERV IMP
4.20 inches AREA. . : 0.40 Acres 1.42 Acres
10.00 min eN. . . . : 90.00 98.00
TC. . . . : 5.00 min 3.20 min
ABSTRACTION COEFF: 0.20
impTcReach - Sheet L: 54.00 ns:0.0110 p2yr: 2.20 s:0.0185
impTcReach - Channel L: 406.00 kc:42.00 s:0.0050
PEAK RATE: 1.57 cfs VOL: 0.57 Ac-ft TIME: 470 min
BASIN 10: 10YR NAME: DEV 10 YEAR 24 HR
SBUH METHODOLOGY
TOTAL AREA.......: 1.82 Acres BASEFLOWS: 0.00 cfs
RAINFALL TyPE....: TYPE1A PERV IMP
PRECIPITATION....: 3.00 inches AREA. . : 0.40 Acres 1.42 Acres
TIME INTERVAL. . . . : 10.00 min eN . . . . : 90.00 98.00
TC. . . . : 5.00 min 3.20 min
ABSTRACTION COEFF: 0.20
impTcReach - Sheet L: 54.00 ns:0.0110 p2yr: 2.20 s:0.0185
impTcReach - Channel L: 406.00 kc:42.00 s:0.0050
PEAK RATE: 1.09 cfs VOL: 0.39 Ac-ft TIME: 470 min
C BASIN 10: 2YR NAME: DEV 2 YEAR 24 HR
SBUH METHODOLOGY
TOTAL AREA.......: 1.82 Acres BASEFLOWS: 0.00 cfs
RAINFALL TyPE....: TYPE1A PERV IMP
PRECIPITATION....: 2.20 inches AREA. . : 0.40 Acres 1.42 Acres
TIME INTERVAL....: 10.00 min eN . . . . : 90.00 98.00
TC. . . . : 5.00 min 3.20 min
ABSTRACTION COEFF: 0.20
impTcReach - Sheet L: 54.00 ns:0.0110 p2yr: 2.20 s:0.0185
impTcReach - Channel L: 406.00 kc:42.00 s:0.0050
PEAK RATE: 0.76 cfs VOL: 0.28 Ac-ft TIME: 470 min
BASIN 10: WQ NAME: DEV 6MO/24HR-WATER QUALITY
SBUR METHODOLOGY
TOTAL AREA.......: 1.10 Acres BASEFLOWS: 0.00 cfs
RAINFALL TyPE....: TYPE1A PERV IMP
PRECIPITATION....: 1.40 inches AREA. . : 0.00 Acres 1.10 Acres
TIME INTERVAL....: 10.00 min eN....: 0.00 98.00
TC. . . . : 0.00 min 3.20 min
ABSTRACTION COEFF: 0.20
impTcReach - Sheet L: 54.00 ns:O.Ol10 p2yr: 2.20 5:0.0185
impTcReach - Channel L: 406.00 kc:42.00 5:0.0050
PEAK RATE: 0.31 cfs VOL: 0.11 Ac-ft TIME: 470 min
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JOB ~ ~ '\ '""\ \ c... . 0 \
BUSH, ROED & HITCHINGS, INe.
CIVil.. ENGINEERS & LAND SURVEYORS
~ 2009 Minor Avenue East
~ Seattle, WA 98102
.......-. (206) 323-4144 FAX (206) 323-7135
BRH 1-800-935-0508
SHEET NO,
CALCULATED BY
CHECKED BY
SCALE
s ~..~. ~ <::;.~~\~ -t \<Q...f>.......
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PROOUCT204'll~11\jIl SbooIsj2llS-1 (PllIloI)
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12.
ENGINEER'S INSPECTION REPORT FORM
PrOject Name, Plat Name:
County Development Engineering Number
Project BuIldmg Permit Number
Location (address, Section, Township and Range).
'.\
41
Pierce
Pond Information:
1 Type:
2(a). After pond construction, have mfiItratlOn tests and/or soIl logs been completed?
2(b) Indicate test results and compare with deSign critena (pre-construction soils mformation). do the
post-constructIOn values indicate a need to modify the system design? Explain.
3
Outlet Type
Filter, Oil Water Separator, Smgle orifice, all Water Separator, Multiple onfice,
Slot, V-notch, Other
(
4 Outlet works at correct elevatlon(s), (hst the structures and elevatIons) filter fabnc mstalled
properly (If needed), etc.
5 Spillway at correct elevation, slope, adequately armored, etc.
Conveyances:
Channels properly graded, sloped, planted, etc.
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2.
Storm drains at proper grade, inlets as designed, trenches as designed, pipe bedding properly
prepared, backfilling procedures correct, matenals as specified, etc.
.
Roof Leaders:
Do roof leaders d.ram to infUtratlOn trenches or as shown on the approved plans.
Erosion Control: (This section to be filled out by ESe Lead)
1 ErOSIOn facilItIes m place at the speCIfied tIme relative to other constructIon.
2. Construction entrance pad as speCIfied.
DId facIlitIes keep sedIment, mud etc, out of water bodies, wetlands, and from crossing the
property boundary
4 Are permanent erosIOn control measures 10 place and as deSigned.
As-Built (Record) Plans:
An "as-built" (record) set of plans for the storm dramage system must be submitted to the MunICipality
with the form. The plans must be Identified as "as-built" (record) and stamped, signed and dated by the
Project Engineer
Any alterations to the system which vary from the accepted deSIgn must be noted on the "as-built" (record)
drawings.
N -3
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Notification of Completion:
I, or someone under my direct supervision, inspected the constructed storm drainage control facility located
on the project known as and)>ased on the current standard of care
and expertise whIch IS usual and customary m this communIty for professional engineers, I fmd that It
conforms to the terms and conditions of the approved plans and specifications for the project.
Signature:
Dated.
Seal.
N-4
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.iJM:
.. KLEINFElDER
JS;
Report of Geotechnical Investigation
Proposed Rite Aid Store - MP #97-327
State Highway 507 & Vancil Road
Yelm, Washington
Prepared For"
Baldndge Development Group, L.L. C
Copyright 1997 Kleinfelder, Inc.
All Rights Reserved
Unauthorized use or copying of tlus document is strictly prohibited. See
.. Application For Authorization To Use" located at the end of this document if
use or copyiog is desired by anyone other than Client and for the project
identified above.
6O-17"2021:\l~17rI21.doc
Copyript 1m 1C~.1Dc:.
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~'s.,....
III KLEINFELDER
TABLE OF CONTENTS
PAGE
~"~C:lJ~I1{~ S~~ ..............................................................................1
1.0 IN'TRODUCTION AND SCOPE ..................................................................1
1 1 ProJect Descnptlon
1 2 Purpose and Scope 1
2.0 FIELD EXPLORATION Ai.'ID LABORATORY TESTING ................................. 2
2 1 Field Exploration
2 2 Laboratory T estmg
2
]
3.0 SITE CO~nITIONS . ... ~... ... .......... ........................ ............ ... .......... ... .... ....3
3 I Site Geology
3 2 Surface Conditions.
3 3 Subsurface Conditions
3
4
4
4.0 <:()~<:~{]S;I()~S ......................................................................................4
5.0 lt~<:()~1J\.~~~1rI()~5; ............................................................................5
5 1 Site Cleanng and Preparation
5 2 Earthwork
5 3 Temporary ExcavatIons
5 4 FoundatIons
S S Concrete Slab-on-Grade Construction
5 6 Pavement Sections
S 7 Other Dramage ConSIderatIons
5
6
6
7
8
8
9
6.0 ~1)I>I1rI()~~~ ~~Il~I<:~ .........................................................................9
6 1 Plan ReVIew
62 Project Bid Documents
6.3 ConstructIon Observation and Testmg.
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PLATES
Plate 1 Site LocatIon Map
Plate 2 Site Plan
APPENDICES
A Bonng Logs
Al Bonng Log Legend
A2 Key to Soil Classification and Terms
AJ-AS Bonng Logs
B ApplIcation for Authonzatlon to Use
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EXECU1TVES~RY
In response to your request, Klemfelder has completed a geotechmcal investigatIOn related tp the
design and construction of a proposed new RIte .~d store located at the southwest corner of State
Highway 507 and Vancil Road In Yelm, Washmgton as shown on the Site Location Map, Plate I
Based on the results of our mvestlgatIon, the site IS sUItable for the proposed construction from a
geotechrucal perspective Key design Items are summanzed below, and are discussed m greater
detail In the body of thiS report. ThIS summary IS Intended for Introductory and reference use
only A thorough readmg of the entire report IS essential to develop an understandmg of the total
deSign concepts and hmItatIOnS
SOlIs: The results of the subsurface explorations indicate that the project site IS underlam by
medium dense to very dense sand and gravel with vanable slit content and occasIOnal cobbles.
Bonng locations are shown on the Site Plan, Plate 2 The bonng logs are presented m Appendix
A. With the exception of the asphalt base course and gravel fill indicated on the bonng log for B-
2, no eVIdence of fill was encountered m the bonngs
Groundwater: Groundwater seepage was not encountered In any of the bOrIngs at the time of
dnllmg.
Site Earthwork Recommendations: We expect that over the majorIty of the Site, It will be
necessary to stnp only the eXIstmg asphalt and topSOIl pnor to subgrade preparation Near surface
soils encountered below the asphalt and base course generally have a hIgh proportion of fines and
WIll therefore be mOIsture senSItive. If possible, we recommend that gradmg and filltng be
performed dunng perIods of relatively dry weather The exposed subgrade should be proof rolled
(or probed) and compacted before any new fills are placed Site cleanng and preparation
recommendatIons are prOVIded m Section 5 1 If site cleanng, preparation and earthwork must
take place dunng wet weather, recommendations are proVlded In SectIon 5 2 for earthwork
dUrIng wet weather construction.
Structural Fill: The on-site soils below the topsoil and/or eXisting pavement are generally
SUItable for use as structural fill dunng dry weather and provIdmg that mOisture contents are
adequately controlled. However, the near surface soils have a high proportion of fines and may
reqUire mOIsture condltlOrung to achIeve speCIfied compaction levels. The use of Imported
crushed rock or pit run sand and gravel may be required If construction proceeds dUrIng wet
weather All Imported structural fill for placement dunng wet weather should consist of well-
graded sand and gravel With less than 10 percent fines (portion passmg the No 200 sieve) See
SectIon 5 2
Compaction: All natIve or Imported structural fill placed for support of the proposed buildmgs
should be compacted to at least 95 percent of the MOD (maximum dry denSIty), as deternuned by
the ASTM D-1557 test procedure. Fill placed m areas to receive new pavement should be
compacted to at least 95 percent of the MOD to a depth of 2 feet below grade. Beiow tlus depth,
fill should be compacted to at least 90 percent of the MOD Waste fill In landscapmg areas need
only be compacted to the degree reqUired for trafficabihty of construction equipment
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Slopes: No slgruficant permanent cut or fill slopes are anticipated for tillS proJect.
Temporary Excavations: We anticipate that temporary excavations can be accomplished at trus
site uSlOg conventIonal equipment The soils encountered are conSistent With a Type C soil when
applymg the OSHA regulations on sloplOg and shonng excavations, See Section 5 3
Building Foundations: Based upon the solis encountered. shallow spread foundations can be
used for this project provIded footlOg excavatIons are prepared In accordance WIth the
recommendations provIded 10 Section 5 4 IndivIdual column footmgs with loads up to 60 laps
and mIrumum Widths of 24 IOches and contmuous stnp footmgs With loads up to 3 laps per foot
and mmImum wIdths of 18 mches maj be deSigned for beanng pressures up to 3,000 pounds per
square foot. This allowable soil beanng pressure apphes to dead and long-tenn hve loads, and
may be mcreased by up to one-thIrd for wmd or seismIC loadmg conditions For frost protection,
exterIor footmgs should be founded a minImum of 18 mches below lowest adjacent grade; IOtenor
footIngs should have a mInimum embedment of 12 Inches. Total settlements are not antIcipated
to exceed I lOch, With less than Y2 lOch of dIfferential settlement between adjacent footmgs. See
Section 5 4
Slabs-on-Grade: We recommend that floor slabs be underlam by a mInImUm 4 Inch thick layer
of free drammg sand and gravel fill An Impermeable membrane should be Installed If mOIsture
senSItive floor covenngs are used See Section 5 5
Seismic Hazards and Design: The proJect site IS located withIn Zone 3 on the Selsrruc Zone
Map of the UnIted States, Plate No 16-2 10 the 1994 edition of the UBC (Umform Buildmg
Code) The SIte coeffiCIent used m calculatIng seismiC forces on structures IS based on soil profile
type ThiS relationship IS Indicated 10 Table 16-J of the UBC Based on the subsurface conditions
encountered 10 the bOrIngs and on our understand 109 of the geology In the vIcmlty of the SIte, we
conclude that the approprIate soil type IS S2 WIth a correspondmg "S factor" of 1 2
Pavements: We recommend that the prehmmary deSign pavement section In automobile parkIng
areas conSIst of 2 Inches of Class B asphalt concrete and 4 Inches of crushed rock base course. In
truck traffic areas, the tluckness of Class B asphalt concrete and crushed rock base course should
be Increased to 3 Inches and 6 Inches. respectively See Section 5 6 for a more thorough
diSCUSSion of Pavement recommendations.
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REPORT OF GEOTECHNICAL INVESTIGATION
PROPOSED R.lTEAID STORE - MP #97-327
STATE HIGH\VAY 507 & VA~CIL ROAD
YELM, "ASH~GTO~
1.0 L'lTRODUCTION AND SCOPE
1.1 Proj eet Description
ThIS report presents the results of our geotechnical mvestlgatlon for the proposed Rtte AId store tn
Yelm, WashIngton, The approxImate location of the project site IS shown on the Site Location
Map, Plate 1
We understand that the project wdl Include construction of a 16,730 square foot, one-story
bUilding. We further understand that the building may be of masonry construction and that the
floor will be constructed at grade Structural loads for the bUIlding are not known at thIS time
For the purpose of this report, we have assumed that mdlvIdual column loads WIll not exceed 60
kIps per column and that wall loads wIll not exceed 3 kips per hnear foot. Paved parkIng stalls,
paved Intenor roadways plus landscapmg, utihues and other appurtenant features will be located
adJacent to the budding.
The scope of geotechmcal and envIronmental services for the subject Rtte AId store III Yelm IS
described In our wntten proposal for these services. Verbal authonzatlon to proceed WIth tlus
work was gIven by Mr Wayne Miller of the Mulvanny PartnershIp Because of the very short
time frame available to complete work on the Site, Mr Miller requested that we continue to
prOVIde servIces based on hIS verbal authonzauon. All work for thIS project has been performed
In accordance WIth our proposed Master Services Agreement with the RIte AId CorporatIon dated
June 19, 1997, In accordance WIth the verbal authonzatlon from Mr Miller
1.2 Purpose and Scope
The purpose of tlus investigatIOn IS to evaluate the subsurface soil and groundwater conditions at
the project SIte, and to develop geotechnIcal recommendatIons and cntena for project desIgn and
construction. Our specific scope of servIces Includes the follOWing tasks
1) Collect and review readily avadable geotechmcal and geologiC data for the
project area.
2) Perform a geotechmcal site reconnaissance pnor to the subsurface
investIgation.
3) Plan and conduct a subsurface investigation consIsting of advanCing three
hollow stem auger bonngs to depths ranging from 6 5 to 13 feet to provIde
information relative to soil, groundwater. and other geologiC condlt1ons In the
VIClruty of the proposed development.
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4) Conduct limited laboratory testing in general accordance with appropriate
American Society for Testing Matenals (ASTM) standards to check the visual
soil classifications and to provide estimates of engineering parameters
necessary for geotechnIcal design.
5) Based on the field exploration and laboratory testmg programs. provide
diSCUSSIOns and recommendations regarding the followmg:
. Regional geology and seismicity;
. General site surface and subsurface conditions,
. Shallow foundation deSign Includmg soil contact pressures,
embedment depths, resistance to lateral loads, and settlements;
. Earthwork construction Includmg site preparation. fill
placement and compaction,
. Anticipated excavation conditions,
. SOIl slopes,
. Subsurface drainage's,
. Pavements,
. Mitigation of deletenous soil conditions, If appropnate.
6) Prepare a report summanzmg the results of our subsurface exploration
program. and our analYSIS and recommendatIOns.
This geotechrucal InvestigatIOn report does not mclude an assessment of eXlstmg or potential
enVIronmental concerns associated With this site The environmental services proVIded by
Klemfelder have been subrrutted under separate cover
2.0 FIELD EXPLORATION AND LABORATORY TESTING
2.1 Field Exploration
The subsurface conditions at the project site were explored by drilling 3 test bonngs at the
locations shown on Plate 2 Explorations were located In the field by measunng or estimatIng
distances from eXIstmg site features.
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The test borings were drilled on September 29, 1997 to depths rangmg from 6 5 to 13 feet below
eXJstmg grade. The bonngs were advanced usmg a truck-mounted, hollow stem auger drill rig.
Relatively undisturbed samples were obtamed from the bonngs usmg a 2-mch-outside-diameter
standard penetration split spoon sampler The sampler was dnven mto the soil with a 140-pound
hammer free-falling 30 mches. The number of blows reqUired to dnve the sampler the last 12
mches, or other Indicated distance, IS recorded on the bonng logs.
Plate Al presents a bonng log legend (Appendix A) The test bonngs were morutored by an
engmeer from our firm who mamtamed detailed logs of the explorations and obtamed
representative samples of the soils encountered for further exammatlon In our laboratory The
soils encountered were Visually claSSified m accordance WIth the claSSification system described m
Plate A2 The bonng logs are presented on Plates A3 through A5 After the bonngs were
completed, they were backfilled WIth excavated soil us10g the eqUipment at hand In areas where
the eXIstmg ground surface was asphalt, the bonngs were sealed with concrete
2.2 Laboratory Testing
Representative soil samples obtamed from the Standard Penetration Sampler were returned to the
Klemfelder laboratory for further examInation and testIng to retine the field claSSifications and to
evaluate phYSical properties of the SOlis whIch may affect the geotechnical aspects of project
deSign and construction
The laboratory testIng program mcluded the followmg
. MOIsture content tests m general accordance with ASTM Test Method D 2216,
The results of the mOisture content tests are mcluded on the bonng logs 10 Appendix A.
3.0 SITE CONDITIONS
3.1 Site Geology
The entIre project site IS underlam by glaCial outwash SOils, mapped as Vashon outwash gravel by
the Washington DIVISion of Geology and Earth Resources. These soils are thought to have been
depOSited dunng the late Pleistocene Vashon Stade some 12,000 to 18,000 years before present.
Several feet of silty sand soIls overly the relatively clean glaCial outwash s01ls No surface faults
are mapped WIthin the Immediate site VICinIty However, several nonnal faults and an anticlinal
ndge have been mapped approXimately 9 mIles southwest of the site
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3.2 Surface Conditions
The proJect site IS located at the southwest corner of the mtersectlon of State Highway 507 and
Vancil Road m Yelm, Wastungton. The site currently contaInS one reSidential structure, one
vacant antique sales bus1Oess, and a church The site surface topography IS relatively flat. The
ground surface surrounding the church IS paved. The ground surface surrounding the other
structures IS covered WIth topsoil, gravel, and/or grass.
3.3 Subsurface Conditions
The results of the subsurface explorations indicate that the proJect site IS underlain by medIUm
dense to very dense sand and gravel With vanable silt content and occasional cobbles
Bonng B-1 encountered medIUm dense silty sand with vanable gravel content to a depth of
approXImately 4 5 feet. B-1 encountered very dense sand WIth lesser amounts of silt and
occasional gravel from 4 5 to 6 5 feet.
Bonng B-2, m the proposed building pad area, encountered dense gravel fill WIth silt and
occasional cobbles to a depth of 2 feet. From 2 to 7 5 feet and from 12 to 13 feet, B-2
encountered very dense sand WIth gravel, Silt and occasional cobbles From 7 5 to 12 feet B-2
encountered dense silty sand With gravel and occasional cobbles B-2 was terminated at 13 feet
due to refusal on a cobble
The soil profile m B-3 consisted of very dense silty sand With gravel and occasional cobbles to a
depth of 5 feet. From 5 to 6 5 feet, B-3 encountered medium dense sand With silt, gravel and
occasIOnal cobbles
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No groundwater seepage was observed m the bonngs at the time of drilhng.
4.0 CONCLUSIONS
It IS our opinIon that the proJect site can be satisfactorily developed as planned usmg standard
construction practices The site grading plans were not available at the time thiS report was
wntten. Although not encountered m our test bonngs, loose fill or surfiCial soils may be
encountered dunng grading actiVIties. These loose matenals, If encountered, will require removal
and replacement WIth compacted structural fill Other areas of the site Will require stnpp10g of the
upper 0 5 to 1 foot ofloose surfiCial soils (topsoil) and/or asphalt.
We recommend that all foundations for structures bear on the medium dense to very dense native
soils, or on a zone of structural fill which extends down to the medIUm dense to very dense native
soils. Bulldmg slabs, dnveway and parkIng area pavements should be supported directly on the
medium dense to very dense native soils or on structural filL
Soils that will be excavated from cuts are generally expected to be satisfactory for use as
structural fill However, the soils that will likely be encountered m the excavations have a
relatively high fines content and are therefore mOIsture-sensitive. It Will be difficult, If not
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Impossible, to properly compact these soils dunng excessively wet conditions. Therefore, It will
be preferable to schedule site earthwork for extended penods of dry weather in order to minimize
earthwork costs We also recommend that all surface water runoff entenng the site be collected
and tlghtlined, or otherwIse channeled, to a sUitable discharge pOint to avoid ponding of water on
the site
SpecIfic recommendations for proJect deSIgn and construction, including mitigation of potential
problems described above, are presented 10 SectIon 5 0
5.0 RECO\nIENDA TIO"S
5.1 Site Clearing and Preparation
We recommend that all sod and topSOIl be removed from bUildIng and pavement areas Any
eXIsting fill 10 bUilding areas that does not meet the reqUirements for structural fill should be
removed and replaced. We expect that the eXlstmg asphalt concrete pavement may be left m
place, except wIthin the building footpnnt. All detenorated or damaged pavement areas should be
repaired or replaced
It should be anticIpated that underground vaults or tanks may be present at the site If these
structures are to be abandoned, they should be overexcavated and backfilled with structural fill to
deSign sub grade elevations.
We recommend that site cleanng and preparation be completed dunng pen ods of dry weather to
mlnIrruze related costs. Areas that are stnpped or excavated to deSign subgrade elevatIOns, or are
to receive structural fill, should be proof rolled with heavy, rubber-tired construction eqUipment
(such as a dump truck or large roller compactor) Soft, loose or otherwIse unSUitable areas
Identified dunng proofrolling should be repaired as appropnate We recommend that proofrolling
of the sub grade be observed by a representative from our firm to assess the adequacy of subgrade
conditions, and to Identify areas needmg remedial work. We recommend this procedure not be
performed dunng wet weather Dunng wet weather, systematic prob1Og should be used to
evaluate the subgrade mstead of proofrolhng.
Temporary construction access roads and/or workmg pads consistIng of clean sand and gravel,
crushed rock or ATB (asphalt treated base) may be needed to support construction traffic on the
site dunng wet weather
We expect that the eXIstIng asphalt concrete pavement may be left In place, except wtthIn the
building footpnnt and at the locations of other structures. All detenorated or damaged pavement
areas should be repaIred or replaced
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S.2 Earthwork
Based on the subsurface conditions encountered in the explorations. we expect that all of the soils
on the site can be excavated with conventional excavat10g equipment. Cobbles and boulders may
be encountered at the site, and the contractor should be prepared to deal with large-sized matenal.
New fill for the proJect may be Imported or may come from cuts Into the eXIstIng site soils. Much
of the sod In these cuts (With the exception of topsod) are generally expected to be satisfactory for
use as structural fill However, some of the sods that Will hkely be encountered In the excavations
have a relatively high fines content and are therefore mOlsture-sensltl':e (Note that fines 10 this
report are defined as that portIon of the sod pass10g the U S Standard '\;0 200 sieve) It will be
difficult, If not Impossible, to properly compact soils \vlth high fines contents dunng excessively
wet conditions Therefore. It will be preferable to schedule site earthwork for extended penods of
dry weather In order to mInimIZe earthwork costs
All Imported structural fill for use dUrIng wet weather should consist of well-graded sand and
gravel with less than 10 percent fines (portion pass10g the No 200 sieve) As the amount of fines
(portion passing the No 200 sieve) Increases, the sod becomes increaSingly senSItive to small
changes In mOisture content and adequate compaction becomes more difficult to achieve,
particularly dUrIng wet \veather Generally, sods conta101Og more than about 10 percent tines by
weIght cannot be properly compacted when the mOisture content IS more than a few percent
wetter than the optimum mOisture content All structural fill materIal should be free of orgaruc
matter, debrIS and other deleterIOUs materIal, With no 10dlvldual particles larger than 3-1Oches 10
maximum dimenSion.
All native or Imported fill should be placed as compacted structural fill follow1Og proofrolhng.
prob1Og, and remedial work on the subgrade, as approprIate The fill should be placed In
honzontal hfts not exceeding 10 Inches 10 loose thickness; each lift must be thoroughly and
uruformly compacted to an unYielding condition uSing mechanical equipment. All native or
Imported structural fill placed for support of the proposed buildings should be compacted to at
least 95 percent of the MDD (maxImum dry denSIty), as deternuned by the ASTM D-1557 test
procedure Fill placed 10 areas to receive new pavement should be compacted to at least 95
percent of the MDD to a depth of 2 feet below grade Below thiS depth, backfill should be
compacted to at least 90 percent of the MDD ThiS 10cludes utihty trench backfill In pavement
areas Waste fill 10 landscapIng areas need only be compacted to the degree reqUired for
trafficablhty of construction eqUipment
5.3 Temporary Excavations
We antiCipate that excavations for footIngs and utihty trenches can be readily made WIth a
conventional backhoe or excavator We expect the walls of these trenches to stand near vertically
for a short penod of time Without Significant sloughing. If trenches extend deeper than four feet,
or If loose soils or groundwater seepage are encountered.
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the excavations may become unstable and should be evaluated to venfy theIr stability pnor to
occupation by construction personnel Shonng or slopmg of deeper trenches may be necessary to
protect personnel and provide temporary stability ~I excavations greater than 4 feet depth
should be sloped to 1 5H.l V (honzontal to vemcal) to comply with current OSHA and WISHA
safety requirements for Type C soils.
Dunng wet weather, runoff water should be prevented from enterIng excavations Water should
be collected and disposed of outside the construction limits Heavj construction equipment,
building matenals, excavated soil, and vehIcular traffic should not be allowed In close proXlrruty to
the excavatIons
5.4 Foundations
We recommend that the new building be supported on spread footings that are founded on the
medIUm dense to dense nattve soils, or on a zone of structural fill whIch extends down to these
competent native sOils. Where used, the structural fill should be compacted to at least 95 percent
of the maxImum dry density (as determIned In accordance wIth ASTM D-1557)
Contmuous wall footings and IndiVidual column footmgs should have mInimum Widths of 18 and
24 Inches, respectively For frost protectIOn. exterIor footings should be founded a minImum of
18 Inches below lowest adJacent grade, interior footings should have a mlmmum embedment of 12
mches Spread footIngs may be deSigned usmg an allowable bearmg pressure of 3000 pounds per
square foot (pst) for support on structural fill or on the medIUm dense to very dense native soils.
These allowable soil beanng pressures apply to dead and long-term live loads, and may be
Increased by up to one-third for WInd or seismic loadIng conditions.
We estimate that the total settlement of spread footmgs, founded as recommended, will be less
than 1 Inch, wtth less than 0 5 lOch of differential settlement between adjacent footIngs. Loose fill
or disturbed soil not removed from the footIng excavations pnor to pounng concrete may result In
Increased settlement.
The footIng subgfades may possibly be susceptible to disturbance when wet. It may be necessary
to pour a lean concrete "mud mat", or place a layer of crushed rock or clean sand and gravel on
the bottom of the footIng excavatIOns, to protect the foot1Og subgrades from water and/or wet
weather dunng reInforcement bar placement and preparatIOn for plac10g concrete. We
recommend that the conditIon of all footing excavations be observed by a representative from our
firm pnor to placement of concrete to confirm that the bearIng SOils are undisturbed and that the
conditions and construction methods are consistent With our recommendations
The proJect site IS located wtdun Zone 3 on the SeismiC Zone Map of the UnIted States,
Figure No 16-2 In the 1994 edition of the UBC (UnIform Bulldmg Code) The site coeffiCient
used In ca1culat1Og seismiC forces on bUlldmgs IS based on soil profile type. ThIS relattonstup IS
Indicated 10 Table 16-1 of the UBC Based on the subsurface conditions encountered In the
bonngs and on our understandmg of the site geology, we conclude that the appropnate overall
soil type IS S2 wtth a corresponding "S factor" of 1 2
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The ability of soil to resist lateral foundation loads IS a function of the frictional resistance which
can develop on the base and the passive resistance which can develop on the face of below-grade
foundation elements as they tend to move Into the soli For spread footIngs founded on structural
fill placed and compacted In accordance With our recommendations, or on undisturbed native
solis, the allowable thctlonal resistance may be computed uSing a coeffiCient of thction of 0 3S
applied to vertical dead-load forces The allowable passive resistance on the face of footmgs or
other embedded foundation elements may be computed us10g an eqUivalent flUid denSity of 225
pounds per cubiC foot (pcf) (tnangular dlstnbutIOn) for medIUm dense on-site soils. Alternatively,
passive pressures may be computed uSing an eqUivalent flUid denSity of 350 pcf for dense native
solis and structural fill, prOVIding all structural fill extend10g out from the face of the foundation
element for a distance at least equal to two and one-half times the height of the element has been
compacted to at least 95 percent of maxImum dry density (ASTM 0-1557) The above coeffiCient
of fnctlon and passive eqUivalent flUid denSity values Include a factor of safety of about I 5
5.5 Concrete Slab-on-Grade Construction
We recommend that floor slabs constructed on-grade be founded on a mInImum thickness of 4
Inches of clean sand and gravel (less than 5 percent fines) to proVide uruform support and a
capillary break. It may be possible to support floor slabs directly on the native SOils If these soils
meet the above cntena.
In floor slab areas where mOIsture sensitive floor covenngs are planned, an Impermeable
membrane (e.g. polyethylene sheet) should be placed over the zone of free-draInIng matenal to
reduce the migration of mOisture vapor through the concrete slab The Impermeable membrane
should be protected by two 10ches of fine, mOist sand placed both above and below the
membrane The sand cover will proVide protection for the membrane and will promote uruform
cunng of the slab concrete. The sand cover should be mOistened and tamped pnor to slab
placement.
5.6 Pavement Sections
We expect that the eXIstIng asphalt concrete pavement may be left m place, except WIthin the
buildmg footpnnt and at the locations of other structures. All detenorated or damaged pavement
areas should be repaired or replaced.
The follOWIng paragraphs proVIde recommendations for new pavement areas, mcludIng patching
of detenorated and distressed areas
We recommend that the sub grade m new pavement areas be probed or proof rolled With heavy
rubber-tired construction equipment pnor to paVIng. Any soft, loose or otherwIse unsuitable
areas should be recompacted, If practical. or removed and replaced With structural till. We
recommend that the probIng or proofrolhng of subgrade areas be observed by a representative of
our firm to Identify areas needing remedial work and to assess the adequacy of subgrade
conditions.
60-174002160 17R 121
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We recommend that the design pavement section In automobile parkmg areas COnsist of 2 Inches
of Class B asphalt concrete, and 4 IOches of crushed rock base course overlying a subgrade which
has been compacted to at least 95 percent of the rvmD <ASTM 0-1557) to a mmlmum depth of
12 IOches In truck traffic areas, the thickness of Class 8 asphalt concrete and crushed rock base
course should be Increased to 3 Inches and 6 Inches, respectively An appropnate thIckness of
A TB (asphalt treated base) may be substituted for a portion of the crushed rock base course, If
deSired The substItution of A T8 for crushed rock base course WIll prOVIde a Similar structural
section. but Improve trafficablllty over the areas to be paved pnor to placement of the Class 8
asphalt pavement
Our recommendations for pavement sectIons are based on dry \"earher construction conditions. If
the pa....ement areas are constructed dunng extended penods of wet weather, a 6 to 12 Inch layer
of compacted sand and gravel may be reqUired A separation laver of geotextile fabnc may be
used between the subgrade SOlis and the layer of clean sand and gravel to mmuruze the thIckness
of select matenal reqUired In areas of soft or disturbed subgrade solis The geotextlle fabnc
should be a heavy duty, non-woven matenal
5.7 Other Drainage Considerations
We recommend that the ground surface adjacent to bUlldmgs be sloped to dram surface water
away from the structures. Roof drams should be connected to a collection and disposal system
which IS mdependent from the wall and footing drams
As a precautionary measure, we recommend that footIng draInS be mstalled around the penmeter
of the buildmg. The footIng drams should consist of a minimum 4-mch perforated ngld-wall dram
pipe embedded In a zone of free-draInIng sand and gravel contalnmg less than 3 percent fines.
The zone of free-dramIng matenal should be at least 24 mches duck (measured honzontaIly) and
extend from near the base of the footIng to wtthm 1 foot of the fimshed ground surface. The
perforated dram pipe should be 10stalled near the base of the footmg, and sloped to draIn Into a
sUitable collectIOn and disposal system.
6.0 ADDITIONAL SERVICES
6.1 Plan Review
We recommend that our firm be gIven the opportunity to revIew the geotechnical aspects of the
proJect plans and specIfications after the deSign has been finalized to confirm the applIcability of
our recommendatIOns, or to make the appropnate modifications It IS possible that thiS reVlew
might Indicate the need for supplemental geotechnical analYSIS, dependIng on the Issues Involved.
6.2 Project Bid Documents
It has been our expenence dunng the blddmg process that contractors often contact us to discuss
the geotechnical aspects of the project. Informal contacts between KleInfelder and an mdivldual
contractor could result In Incorrect or Incomplete mformatlon being provided to the contractor
Therefore, we recommend a pre-bid meetmg be held to answer any questions about the report
60-174002160 17R12I Page 9 of 11 Prin&ed: 10109191
Copyright 1997 K1einfelder. lnc.
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III KLEINFELDER
prior to subrruttal of bids. If thIs IS not possible, questions or clanfications regarding the report
should be directed to the project owner(s) or their designated representatives. After consultation
wIth Klemfelder, the proJect owner(s), (or their representatives) should proVide c1anficauons or
additional mformatIon to all contractors biddIng the Job
6.3 Construction Observation and Testing
The recommendations presented In thiS report are based on the assumption that an adequate
program of tests and observations WIll be made dUring construction to venfy compliance WIth our
recommendations These tests and observatIons should Include, but not necessanly be hmlted to,
the followmg
I Observation and testIng dUring site preparation and earthwork (including cuts and fills)
2 Observation of footIng subgrade preparation and soil conditions.
3 Observation of floor slab and pavement subgrade SOIl conditIOns.
4 Consultation as may be reqUired dUrIng construction.
The reVIew of plans and speCifications, and field observation and testing by Klemfelder, are an
mtegral part of the conclUSions and recommendations presented 10 thiS report. If we are not
retamed for these services, the ClIent agrees to assume Klemfelder's responsibility for any
potential claims that may anse dunng construction.
7.0 LThHTATIONS
The recommendations contamed In thJS report are based on the field explorations and our
understanding of the proposed proJect. The mvestIgatIon was performed usmg a mutually agreed
upon scope of work. It IS our oplnlOn that thiS study was a cost-effective method to explore the
subJect Site, and evaluate some of the potentIal geotechmcal concerns.
The soils data used 10 the preparation of thiS report were obtamed from test bonngs completed at
the proJect site. It IS possible and likely that vanatlons m soils eXIst between the pomts explored.
The nature and extent of soil vanatlons may not be eVident until constructIOn occurs. If any soil
conditions are encountered at the SIte which are different from those described 10 tlus report, our
firm should be Immediately notified so that we may make any necessary reVISions to our
recommendatIOns. In addition, If the scope of the proposed proJect, locations of structures, or
assumed buildmg loads change from the descnptlons given In thiS report, our firm should be
notified
The scope of our work does not mclude services related to construction safety precautions and
our recommendatIOns are not mtended to direct the contractors methods, techniques, sequences
or procedures, except as speCifically described m our report for conSideration 10 deSign.
60-174002160 17R121
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.. KLEINFELDER
This report has been prepared for planning and design purposes for specific application to the
subject project in accordance Wlth the generally accepted standards of practice at the time the
report was written. No warranty, express or Implied, is made.
This report may be used only by the CLIENT and for the purposes stated, WlthIn a reasonable
time from Its issuance. Land use, site conditions (both on- and off-Site), or other factors including
advances 10 man's understanding of applied sCience may change over time and could materially
affect our findings. Therefore, this report should not be relied upon after 12 months from Its
Issue. Klemfelder should be notified If the proJect IS delayed by more than 12 months from the
date of this report so that a revIew of site conditions can be made. and recommendations reVlsed If
appropnate.
It IS the CLIENT'S responsibility to see that all parties to the proJect mcluding the deSigner,
contractor, subcontractors. etc, are made aware of thiS report 10 ItS entirety The use of
mformatlon contamed 10 this report for bidding purposes should be done at the Contractor's
option and nsk. Any party other than the CLIENT who WIshes to use this report shall notify
Klemfelder of such mtended use by executmg the ,i Application for Authonzatlon to Use" which
follows this document as an appendix. Based on the lOt ended use of the report, Klemfelder may
require that additional work be performed and that an updated report be Issued. Non-compliance
WIth any of these reqUirements by the CLIENT, or anyone else, will release Klemfelder from any
liability resultmg from the use of this report by any unauthonzed party
60-174002160 17R121
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SOIL CLASSIFICATION SYSTEM
MAJOR DMSlONS GROUP CiR.OUP NAME
---.
COARSE GRAVEL CLEAN ow ~GaIMIL."'1'OCCWtS8
GRAINED ORAVEL GltAWL
son.s ~fcn ThaA ~ OP PClClI1r.QWJED Ga.IMlI.
of Coane Fnctioa
R.A&iDed CID ORAVEL OM SUY GRAVU
No. " Sieve wmt FINES I
Mare ThaD ~ c;c cum GJtAWI.
RctaiDed CID I I
No. 200 Sieve SA." 1> CUA.'1 SW WElJ...GJWJED SAM). F1HB 1'0 COAJUB SAND
SA.'ID ! I
~{cn TbaD ~~. SP I POOlU..Y ~!AND
o(~ Fraaioa I I SM ! SIUY SA.'iO
Puscs ! SA. 'ID I
I '10. " Sie'ic wmt f'D;t:S I I
! : SC I cur::: $A"n
: : i ,
sn. T A. ',1) etA y I I SIlI
FINE j ~n.
rNORGA.'iIC
GRAlNED I )
soas liquid LimIt I I CL cur
Less TbaD 50 ORGANIC I OL I OR.CiA'UC SIl.!. ORGANIC C1.AY
Ma"e ThaD 5~ SILT .-\.'\,1> cu.y I MH SIU or B1GH~ EUS'1lC SllJ'
PasIe:s DoiORGA.'l1C I
>';0. 200 Sieve CH cur Cf HIGH PUSnCrI'Y. F,tJ CLAY
Uqu id Limit
SO or Men ! ORGA.'l1C I OH OR.G....'UC C1J.y. OR.GA'<IC SIU
HIGHLY ORGA.'>lC SOn.S I I
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PARTICLE SIZE LIMITS
()
BOUlDERS COBBLES
GRAVEL
SAND
SILT
CLAY
Coarse
Fine
Coalse
Fme
12"
3"
3/4"
#4
#10
#.W
#200
0.002 rom
Strongest
j
DESCRIPTIVE TERMS USED WITH SOILS
CONSISTENCY clAPPARENT DENSITY
SILTS AND CLAYS SANDS cl GRAVELS
Han:1 Very Dense
Very Stilf Dense
Stiff Mcd.iwn Dense
Medium S tiff Loose
Soft Very Loosc
Very Soft
MOISTURE CONTENT
Wettest
)
Wet
Very Moist
Moist
Slightly Moist
Dry
Weala:st
Driest
NOTES.
1. FICId c:lassifcation is based on visual examination of soil
in gcncrallCCOrdancc wirh ASTM 02488-90.
2. Soil classi1ieation using laboratory tcsls is based on
ASTM 02487-90.
son. MOISWRE MODIFIERS.
Dry. Absence of moisture, dusty, dry to touc:h
Moist - Damp. but no visible walcr
3 Dcs:ription of 30iJ dc:n5lty or conmt.ency arc based on Wet. VlJible free water or saturated. usually soil IS
IIltcrpretalion of blow count dall.. visualappcarancc of oblAmcd from below water table
30' and! or test dara.
C k~ KLEINFELDER KEY TO SOIL CLASSIFICATION AND TERMS
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Surface CondItiona: Graa o.ce 0riIed: llnIr'97
Logged By. SOH
Gnlundwater No gr'ClUI1CtftIer obMfwd Apprax. SurfIIc:e a.v (ft):
Total 0epCtl: 8.5 feet
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L..abaraDy
oeSCRIPTlON
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Sod and topsoil
SM Carl< Brown silty fine sand with occasional gravel (medium dense. moist)
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SM Light Brown silty fme sand with gravel (medium dense, moist)
5 - . SP-SM Light brown sand with silt and occasional gravel (very dense, moist) - 5
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15 - - 15
20- -20
25 25
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LOG OF BORING B-1
to KLEINFELDER SR 507 & Vancil Rd
Yelm. Washington
) I PLATEA3
.I-.....m 1llilMllr,a. LOG 01 IC*NO 11GI2.0I1 Project " 60-1742-02
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NOTE: See plata A1111C1 A2 lilt ~tiftn of symbols
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Surface CondIIIona: AIpNlt 08le 0riIIed: 9I2M7
Logged By: SGH
Groundwater No ;roundwate' obMfved Apprax. Surface EJey (ft):
Total Depth: 13 feet
)
L..aborItIIlc 'f Field
DESCRIPTlON
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2"' ot asphalt and 6" ot CNShecI rocIc base course
p'-..I GP-GM Carl< brown gravel with fine to medium sand and silt (dense. moist) FILL
he
x - SP-5M Carl< brown fine to medium sand with gravel. silt. and occasional cobbJes (very dense,
SM 6.4 5014 moist)
'-'
5 - f- 5
r- I SM Brown silty medium to coarse sand with gravel and occasional cobbles (dense, moist)
~ 48 I
10- -10
~ :2 r SP-5M Brown fine to medium sand with silt. gravel and occasional cobbJes (very dense, moist)
5016
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15 - - 15
20- -20
25 2S
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LOG OF BORING B-2
WI KLEINFELDER SR 507 & Vancil Rd
Ye/m. Washington
)'-4..1'" ICkiIlIIWor. & LOG 01 8OUIO 11GI2.ClPJ Project /I 60-1742.02 I PLATEA4
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NOTE: See.... AI ud A2 filr "",,"ft.~ of symbols
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Lagged By. SGH
Groundwater No graundw8ter obMMld Apprax. SurfKe EIev. (ft):
.J TataI Oepch: 6.5 feet
L*lratoI y Field
DESCRIPTION
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SM Brown silty line to mecflUm unci with gravel and oc:casionaf cobbles (very dense, moist)
tx SM 5.5 64
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~ 22 .. .
10- -10
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20- 1-20
25 25
LOG OF BORING B-3
WI KLEINFELDER SR 507 & Vancil Rd
relm. Washington
)..J CWWIIt97IC1oi1M11r.a. LOO C1I 8llIINO 17CI2.ClPI Project f# 60-1742-02 I PLATEA5
- - IIIIIm
NOTE. See plates AI_ A2 fix' ~a.1ioa of symbols
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MAINTENANCE PLAN
FOR
RITE AID
LOCATED AT
SOUTHWEST CORNER OF VANCIL ROAD & YELM A VEUNUE E (S.R. 507)
OWNER.
THE BALDRIDGE GROUP
12813 FLUSIDNG MEADOWS DRIVE
ST LOUIS, MISSOURI 63131
Ph.(314) 966-2300
PREPARED BY
BUSH, ROED & illTCIDNGS, INC
2009 MINOR AVENUE EAST
SEATTLE, W A. 98102
Ph. (206) 323-4144
Fax: 323-7135
ENGINEER.
BRENT D CUMMINGS
I hereby state that trus Mamtenance Plan for RIte Aid Puyallup Canyon has been prepared by me or
under my supefVlSIon and meets the standard of care and expertIse which IS usual and customary m
trus comrnumty for professIOnal engIneers. I understand that Pierce County does not and will not
assume liability for the suffiCIency, SUItabilIty, or performance of the dramage facilitIes prepared by
me
January 19, 1999
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MAINTENANCE PLAN
1 0
20
30
40
50
60
70
St()rnnl)r~e l'aclUtIes------------------------------------------_______---------- 1
VegetatIon Management Plan----------------------------------------------------- 2
What are PollutIon Source Controls, and Why are they Needed?------------- 3
Purpose of tills PollutIon Source Control Manual-------------------------------- 3
Background 3
Wastes Generated at a Retail Site 5
RequIred PollutIon PreventatIve Source Control ActIons 5
AJ>J>endIx---------------------------------------------------------------------------------------- 7
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1.0 Storm Drainage Facilities
The owner will be requIred to maIntaIn storm the draInage facilities on-site m accordance Wlth the
City of Yelm standards This mcludes entenng mto an agreement for maIntenance of the grounds
and stormwater facihtIes see "Commercial Industnal Agreement to MamtaIn Stormwater
Facilities and to Implement a PollutlOn Source Control Plan" m the appendix. The facihtles which
requIre maIntenance mclude catch basms which collect dramage, conveyance pipes which convey
draInage, a wet vault which treats stormwater for quahty, and a detentlOn system which mfiltrates
water at a controlled rate to ground water
The result of msufficlent mamtenance mcludes poor performance of the dramage facihtles,
possible flooding of the parkmg lot, and 10 cases of neglect, fines as outhned 10 the attached
"Commercial Industnal Agreement to MamtaIn Stormwater Facihtles and to Implement a
PollutIOn Source Control Plan."
The goal of this MaIntenance Plan IS to msure a properly functlOnmg storm draInage system and
to aVOld costly repaIrS m the future like replacement of the entire mfiltratlOn system. The Items
hsted m "Attachement A" are standard preventive maIntenance Items. Most of these maIntenance
Items could be performed by the on-site manager, property manager, or a landscapmg contractor
The estunated yearly cost of maIntenance of these facihtIes IS $2,000 This figure mcludes
cleanmg of catch basms (Gelco SefVlces), cleanmg of pipes (Gelco SefVlces), clearung of the wet
vault (Gelco SefVlces), checkmg the mfiltratlOn trench, and landscapmg services.
1.1 Storm System Maintenance Activities
BMPs for the storm draInage facihtIes fall mto two categones, maIntenance BMPs and preventIOn
BMPs MaIntenance BMPs are those actIVIties which restore the treatment capacity and
effiCiency of the treatment facilities while prevention BMPs are those actIVltIes which prevent
pollutants from reaching the facihtles m the first place MaIntenance BMPs are the subJect of this
sectlOn. Each of these actIVIties IS discussed below Prevention BMPs are discussed m sectIOn
70
1.1.1 Catch Basin Cleaning
One of the purposes of catch basms IS to collect sedIments transported m stormwater Therefore,
accumulation of sediment and debns In the sumps of catch basm structures IS expected.
Neghgent or delmquent clearnng can result 10 parkmg lot floodmg and pollutant release to
downstream systems. A typiCal problem IS sediment build-up mSlde the catch basm structure
which blocks or restncts water flow It IS unportant that a good maIntenance program be
estabhshed to remove the sediments and debns 10 the catch basm sumps.
Also, debns which collects m grates of catch basms can restnct water entry mto the structure and
cause floodmg on parkmg lot surfaces. To prevent these problems, debns and vegetatlOn should
be removed when 20% or more of the grate IS covered. Also, cleanmg of the catch basm sumps
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should be performed With a vactor truck when 10% or more of the capaCIty of the basm IS
occupied by silt and debns.
VegetatIOn removal from catch basm grates can easily be performed by regular mamtenance
personnel or a landscapmg contractor Removal of silt and debns from catch basm sumps should
be contracted out to comparues willch own vactor trucks and speCialize m these actIVIties.
1.1.2 Pipe Cleaning
The storm dramage conveyance pipe at the SIte needs to be cleaned occasIOnally to protect pIpe
capacIty This can be achieved With the use of a vactor truck.
When pIpe cleanmg IS required, It can be performed by a company that operates vactor eqUIpment
like that recommended for catch basm clearung. Clearung can be achieved by flushing sedunents
caught m the bottom of the mfiltratIon pIpe to an adJOlnmg catch basm where the mIXture can be
sucked up by the vactor truck. The vactor truck should be eqUIpped to remove water from the
catch basm as fast as the flushIng water IS apphed.
1.1.3 Wet Vault and Inrdtration Trench Maintenance
SedIments should be removed from the wet vault and mfiltratIon trench at the same tIme that the
catch basms and conveyance pIpes on SIte are cleaned.
Negligent or delInquent cleamng can result m parkmg lot flooding and/or decreased mfiltratIon
rates.
All of the elements of the storm dramage system that reqUIre mamtenance are described m the
mamtenance checklist found m "Attachement A" m the appendIX. The recommended frequency of
clearung IS speCIfied m these checklists.
2.0 Vegetation Management Plan
In terms of vegetatIon on-Site, the landscape arcilltecture plans should suffice for the vegetatIon
that IS proposed on-SIte It IS customary that landscapmg contrators proVIde a VIabilIty guarantee
for the plants that are planted on a SIte. It IS recommended that tills standard proceedure be
adhered to m tills case
Therefore, the landscape contractor's contract with the owner will msure that plants are
establIshed well 10 the first place It IS also typiCal for a commercIal development to have
profeSSIOnal landscape mamtenance personnel that perform regular SIte mamtenance Tills should
be the case for this development at well.
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3.0 What are Pollution Source Controls, and Why are they Needed?
PollutIon source controls are actIons taken by a busmess to reduce the amount of pollutIon
reaching surface water or groundwater PollutIOn source controls, also called "best mangement
practices" mclude
· Altenng the pollution generatmg actiVIty (use alternate means)
· Enclose the pollutIon generatmg actIVIty
· Covenng the pollutIOn generatmg actiVIty (WIth a roof or shed)
· Segregatmg the pollutIon generatmg actIVIty (routmg stormwater around actIVIty)
· Treatmg certaIn types of runoff at a sewage treatment plant or deSIgnated stormwater
treatment facilIty
PollutIon source controls are needed because of the contam.matIon found m runoff from
commercIal areas and the effect of tills contarrunatIon on aquatIC lIfe and human health. reasearch
on urban runoff 10 the Puget Sound area and elsewhere has found oil and grease (roads and
parkIng lots), nutnents (fertilIZer), orgarucs (pet waste), toXIC metals (lead, zmc, and cadrruum
from parkIng lots), bactena, VIruses, and sedIments (contaInIng all of these pollutants) at levels
higher than those of typICal sarutary wastewater Effects of contarrunated runoff mclude closures
of shellfish beds, and sWImrrung areas, fish kills, fish tumors, and cessatIon of fish reproduction.
4.0 Purpose of this Pollution Source Control Manual
C The purpose of tills manual IS to outline recommended best management practIces (BMPs) for the
operatIon and maIntenance of the storm draInage facilIties at the proposed development. These
storm dramage facilitIes mclude dramage culverts, catch basms, a wet vault, and a mfiltratlOn
trench. BMPs recommended 10 this manual will be taken from the Stormwater Management
Manual for the Puget Sound Basm, 1992, as prepared by the Washmgton State Department of
Ecology, and from best known management practIces
SatIsfactory maIntenance of the stormwater conveyance and water quality facilitIes on SIte will
msure theIr best possible functIon. MaIntenance of the conveyance facilitIes, like catch basms
and storm culverts, will msure that the potentIal for on-sIte flooding is kept to a lll1l1llllum.
In addItIon to reduced floodmg potential, maIntenance of stormwater conveyance, detentIOn, and
water qUalIty facilIties will help prevent pollutIon of downstream recelvmg waters. Runoff from
parkIng areas has been shown to contaIn many dIfferent types of pollutants mcludmg oil, grease,
lead, cadrruurn, tOXIC heavy metals, and tOXIC orgarucs from vehicular traffic. These types of
pollutants are harmful to orgamsms downstream mcludmg mvertebrates at the bottom of the food
cham which proVIde sustenance for larger anunals mcluding fish. PreventIon of the off sIte
rrugratlOn of these tOXICS has obVIOUS POSItIve effects on downstream ecosystems
5.0 Background
c
To appreCIate the need for water quality facilitIes on commerCIal development SItes, It IS
mformatlve to reVIew the pollutants commonly found 10 stormwater runoff
L-
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.
Oil & Grease ConcentratIOns In stormwater from commercIal and mdustnal areas often
exceed the Waslungton State Department of Ecology guideline of 10 mg/l.
c',
. Nutnents Runoff from landscape areas of commercial developments has been shown to
contribute large quantItIes of nutnents to downstream waters as a result of over-
fertilizatlOn. Fertilizers, wluch contam phosphorus and mtrogen, find therr way mto
downstream receIvmg streams and lakes and can cause large growths of vegetatIon or
"blooms" These types of blooms can lead to the deoxygenatIon of the water and to stress
or kill of mvertebrates and vertebrate lITe
. Oxygen demandIng orgamcs natural orgaruc matenals washed from paved surfaces are
consumed by bactena present m receiVIng waters. Oxygen may be depleted 10 the process,
threatemng lugher orgamsms such as fish.
. TOXIC Orgamcs. A recent study found 19 ofthe US EnVlfonmental ProtectIon Agency's
121 pnonty pollutants present m runoff from Seattle streets. These mcluded pestiCIdes,
phenols, and polynuclear aromatIc hydrocarbons (P AHs)
. Metals Stormwater runoff from parkIng areas and roads contams metals such as lead,
ZInC, cadrruum and copper at concentratIOns that exceed State water quahty cntena.
.
Bactena and Viruses Research has shown that stormwater contams dlsease-causmg
bactena and VIrUses, although not at levels found In sarutary sewage As a result, often
shellfish m the Puget Sound area located near urban areas are unsafe for consumptIon.
o
. Eroded Soil. EroslOn of soil dunng constructlOn carnes soil partIculates mto streams.
These sediments destroy the requrred spamng gravel beds m local streams and nvers.
TYPical stormwater pollutant concentratIons for several of these pollutants IS gIven In the
Stormwater Management Manual for the Puget Sound BaSIn, by the Department of Ecology and
the table IS reproduced here for reference.
Table 5.1 Companson of TypICal Stormwater Pollutant ConcentratIOns vs Water QJ1a1ity Cntena
ConcentratlOn(ppb) EcologylEP A Std. (Ppb)
Pollutant ReSIdential CommercIa11 Highway Acute2 Chromc
Cadmmm <3 5 <10 06 032
Copper 20 245 100 39 30
Lead 210 380 1,780 105 041
Zinc 120 275 400 300 270
Oil/Grease 15 10 03
Fecal Coliform 980/100 rnl 50/100 rnI.4
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1 geometnc mean values for commercIal areas; concentrations of mdIVIdual samples often exceed
the mean by a factor of 5 to 10
2 for freshwater at a hardness of 20 ppm.
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3 Ecology effluent gUideline, 10,000
4 Ecology cntena for class AA waters.
6.0 Wastes Generated at a Retail Site
Retail SItes generate high volumes of car tnps every day Two potentIal sources of
stormwater pollutIOn are from the parkIng lots and from the garbage dumpster If It IS
exposed to preCIpitatIon. Stormwater runoff from parktng lots has been shown to contaIn
concentratIons of oil and grease 10 excess of the Department of Ecology's gUIdeline of 10
mg/l (see table In sectIon 5 0 )
The blOfiltratIOn swale deSIgned for tills SIte IS an accepted BMP that uses the filtenng
mecharusm of the grass (medIa) to clean stormwater runoff It IS a recommended BMP by
the Washmgton State Department of Ecology and PIerce County
7.0 Required Pollution Preventative Source Control Actions
The follOWIng pollutIon preventIon actIons are taken from volume IV, "Urban Land Use
BMPs", of the Stormwater Management Manual for the Puget Sound BaSIn as prepared by
the WashIngton State Department of Ecology, 1992.
The recommended BMPs below Included those listed In sectIOn IV -2.3 4 "Retail General
MerchandIse" willch IS appropnate for the proposed Rite AId development.
1 InformatIOnal SIgnS, (i.e "Dump No Waste Drams to Stream") shall be pamted or
embossed on or adJacent to all storm dram m1ets. The constructIon sequence IdentIfies
thts requrrement.
2 ParkIng lot shall be swept on a regular contracted schedule to remove debns.
3 Sedunent shall be removed from the conveyance system 10 accordance WIth the
gmdelmes of" Attachement A" Contact a sefVIce proVIder to proVIded such sefVIces
4 No employee vehtcle washtng or vehicle maIntenance shall be allowed on SIte RinsIng
of Intenor cleamng supplies shall not be allowed m the parkIng lot. (EMP S 1 20)
5 Employees shall be Instructed on the reqUirements of this pollution preventIon plan.
6 F ertihzatlon of landscapmg should not exceed the recommended values by
manufacturers or the formula gIven below (BMP S 1 90)
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Soil Amendments.
Apply lime at a rate of 100 pounds per 1000 square feet. Apply actual mtrogen at a
rate of 1-2 pounds per 1000 square feet, phosphonc aCId at a rate of 1 5 pounds per
1000 square feet, and potasSIUm at a rate of 1 5 pounds per 1000 square feet. (per
sectIon Il-S 4 3, BMP E1 35)
Work m hme and other nutnents to a depth of 4-mches WIth SUItable eqUIpment. Scatter
amendments umformly amd work mto the soil dunng seedbed preparatlOn.
7 LIds of garbage dumpsters shall be mtact and m good workmg order m order to prevent
the entry or ram. Dumpsters shall be replaced If they have corroded or leakmg onto the
pavement below the dumpster (BMP S 1 50)
8 Storm dramage facihtIes shall be mamtamed as per Attachement "A" m order to prevent
pollutIon from flOWIng to downstream systems. (BMP S2.00)
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1
APPENDIX
CommercIa1/Industnal Agreement to Mamtam Stormwater FacilitIes and to Implement a
Pollution Source Control Plan
mcludes.
Attachment "A" - Stormwater Facility MaIntenance Program
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Inspection Period:
Number of Sheets Attached:
Date Inspected:
Name of Inspedor:
Inspector's Signature:
AnAar~ wAw
IIAJNTENANCE PROGRAM
- ----------
J -17
- 8
"~
9
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INSTRUCTIONS FOR USE OF MAINTENANCE CHECKLISTS
The foIowing pages contain mainterl8llC18 needs for most 01 the aM~"'" that .. pM of
your drUtage system. as well as for some components that you may not have. let the County
know if there are any components that are missing from these pages. Ignore the requirements
that do not apply to your system. You should plan to complete a cheddist for at system
components on the following schedule:
(1) MonthJy from November ttvough April.
(2) Once in late summer (preferabte September)
(3) After any major storm (use 1-inch in 24 hours as a guideline), items marfa!d "S" onJy
Using photocopes of these pages, check off the problems you Jooked for each time you did an
inspection. Add commentl on problems found aI'ld actions taken. Keep these -chec:ked'" sheets
in your files, as they wiD be used to write your annual report (due in May, for Pierce County Only).
Some items do not need to be Jook8d at every time an illSpection is done. Use the suggested
frequency at the left of each item as a guideftne for your inspedioo.
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~~10<"""'" ~ 5 ~"To ~"..--~
~ ../ Pfddi'P' Cl-"For
~ ~ ~ ~___..,.s
~ ~ ...,.,.l..-a ~~-_....~..,.... ~
~ Ill"" piIC.... ---
" ~.... ~r;;:$ ~ ~.,...r:IJIl"""
(piP'8"'" ~...tll~
~..,.s~ ~~..~ ~~.::--
1S'ftal~' ~ 12-~ ~':,c::=:---
" ---..~--~
""""~-.",,- ~
~ ~~~
t:SfIJIo rJP1i'4 ___tll"-'-
-----~ ~. ~".
,. ~ I-Zffll"'-~~ia~~ 'T~~OI~
'T~~~~ tll~tor
,., ".,. rP~~ ~.&IDft.
cdlfllia~= ~ia~
~_llIt1fP'
tLS ~ ~ ~...'fI/II""
~~1ltA ~~~;:. ...
,. ~ ~----....~~
~__~_.ptftll
.-'). CI1IfII all "" ~.-
~__tll~ "",~.:;::::.::;.-~ ~....---
,. ~-:::...__Wl'-" ,..-.
olI~tll-~ d/IIIfII1IP"""'-
1.JIlllW~'-- ~_.......- -::-..;;:::-~
-.;:::::::,'::_ ,..-__- I
,. __"",-Ol~-- ......
a~~
,,11 "e",,,EN1 ..,....
~EPfloG~"
~ (P~af\~)
_.. ____. f<dd""'''-' ~ ~
\i .,ou are ua- - '#IIf1D"'-
ccmmentS:
'(&! .... ....... ~ or .... ~ .
lA' ~~... ~ ,-" 2' t>O"" as ......-i
s~f4t1JC~~
l' \9
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"TT~.'" Ic;oMt'MUED\
.....-.If'CN ~
~ ~... f:AdId ~e..s (OciIil'Il
t~_~rate.. ~-rO~For ~"..~~
~ ~ ./ V'fddtII'"
~ ~~___----'(1fIII1fl'd. ",-"--------
~ -r-" .--- t;tiItDt r;IfIII' II ... o-n ,_,n Wll-
la ~
~;::~~.,.,. ~~~.
:::: .... _ cPfI1IA t/fJIl'-
" rr;;:..- ,._~al..orfillllll'
~ ......iII~~
~lIrllllill~~"".,....
" '\~ fIOI"~). ~.--!;':<<
~ IlIcPf111A \llPlI- rllll....
" _ __<#p al fUll. ~~~-
~
",.,,~\l'lIl'~~- ~-1IO....--
--~.....
IA ~ 0.--"""""- ---
~ ~<< ~".lInal~<<lI~ ~
...s ~ o.-__Ilf - tJ11I14-*
~ c:;.-~.--..-fiIIIIII'tlf- --~
,. ~~ ~-.tJIIII'---
Q\8il' -"Ill ".1I........<<~ ~
...5 GlIlll is nJ1III4 r:t* .."". al'll .... ...... 0.-11 ~<<fIIIIIIII"llI
--~~
" ",."~---,,,.,.,..tJt~ p.-lI_tJ~~
~ _.---
...5 ~..~ f'4llt lI_tJ ~ ttd/II!"
",.",....<<~~{<<--... l
~ ......"",.....
...5 oIfIIItI" ~tJ~"'~~
~ aPt~~
.
.""....",se.",...... ~..-. ~ ~
~
c
\II! ,..--llA""" '" """ ~
~ lS'" ~l ,_ ;n 2' hO'" as · 'l""'""'"l
~ef ma\OC' ~ \use
\
......
1 - '2,0
G
12-
-"",
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ATTACHMENT "An (CONTINUED)
MainI8nance CheddiltforCab::h Basins and Inlets
o
~ ~ ./ ProIlIIm C4ndiIlons To Check For C4rdIialw ". ..... &ill
~
......
...S ~ TI8IIl. .... .., T..-, ~ oellnI in flQnt at1lle ~ __ No lI'8SII 01 cIIIIlla ..... . - ~.
...... in Of on ~ illlIDcbIg ~ lly_ in Inn at ~.... ~ GI.-
tIain "*' 1 0% ... c:IMn..s.....-rID_.
II SednwJl ~ ... (in !he 1leIin) _ No ..... 01 dItlria iII"'__
lIXCIIeds 113 ... clelllIll'tam .. Ill*In tII tIIIAL CaIIIlain." OIl'"
Ilain ID '-t at tile kM.r _ _ 01 cIMn.
out at... tIIIAL
...S Trash 01'" in "'" inIIl 01_ InIIt ..s OUlIII" ... at DIll 01
bIocbIg _lMn 1/3 atllllligllt. ....
iii SN:UaI CQmer at'-..... INn'" 3U F_ is _ will CUItl.
dImIgIlD '- ft:Il_ QIIb ,.. .., .... (f
.." lap"" 1IlClbI*)'
iii Top.." ,.. IlaIIIlIlgIrlllM 2.... Top sIIb it ... atllalll... CIlICb.
incIIa 01 crIICQ wIdIr... 1J4 IldI
(tlIInt is 10 n-......"'" it
I\lllNlg .. ... tIain).
iii F_ llllt II&lg a.tI an. -. i.e.. F_ is sIIIng tulI an. IIIIl.
I8pIrIIIlan at_1hm 3U IldI at..
'- frail .... IIIIl.
A CIxb iI bain CIacb wIdIr Ihm 1n 1ldI_1oagIt BelIn ..... 01......10.....
~ Ihm 3 fIIIC. .., IftidIncI at_..... ....... CGlIMI:t. r . ......
Il'Dring '*' bain lInI9I__ 01 .-far.......
m.a....IQ"..... ~..
IlnIdIn it___
A CIacb wIdIr lIwn 1n 1ldI_1oagIt No c:rKb ...... U4I11d1W1a.
lIwn 1 foclt.... iC*Il atlllJ ___ ...;omr at.......... c..ct.
plpe 0181'1'/ ewidIncI at____ llIa~ 111e ... ...._.........
enlIIring CIIIctI ....lInI9I CRCb.
A SIIlIIIMalt s.- ha MlIlId _... 11ld1 01 BelIn ..... 01"'-" 10.....
II'J "...~. '* ~ _lIl8n 2 inl:Ms _ tII .... COllIiICl. ~ I' .~
8IgnnwIt. .- far.......
u.s Fh,.... 01 ~ at dlemic8IIlUl:Il. ..... No calor. 0dlIr. 01'" ..... it..
ae.r poMan gal. ai, ... pIllb. 0IlnaIilIUI ClllIar. cU ..s dIM.
ocIar. 01 aIudge IlOeId.
"'5 01*_ it V.-n Of IaaII gnMIg i1........ No-~ Ofl'llllt~"'"
dllpd will pipe jclfts !Nt . _... . indlIII
~ tal and lea lMn . indlIIIlIPM.
If you are unsure whether a problem exists. please contact a Professional Engineer
Comments:
Ku-
A=Annu8I (March << April preferred)
M=MonttIIy (see schedule)
S=Aft8r major storms (use 1-inc:h in 24 hours as a guideline)
J - 21
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ATTACHMENT "A" (CONTINUEDt
MairltelIa'IC:8 Chedlist for ~ ScreenIOlher ~~lg
e
~ o..iMga ./ PI-.m c.c.dIarw. CNdI For eor.ea.. TllIr SIloulIf
"... e:..r
......
.. ~ ..... or Ant dIfIIc:t ..ow __ Qf _ 0lIl1*IIID "-....... or
...... .., erey . I -..y. ~ ...... _Iaan I
~ IOId __ _.ey.
IIIMIbefy
"'5 EIllSiDn E/llMln ,.. I-*d in .. opening .... I R8plIce IGi ____
__ _.. erey by peapII at" 10 _ no ClC*Iilg
~~~in
heigIlt.
.. lJftMJ SIwbbery . ~ out at CllIeaI or. .... SIIMbery .......
......., wiIIl ...... ... ..... -.......
~....... OD
lllIlI_ dIMIicIIII_
ClllIeal.......
A ...... F..- DInIIglId ... POIb out at plumb men ... e...... POIlI plumb _.... t.
112 .... fII......
A Tap rail .. men'" 8.... Tap ,.. he flllIIndI
....,... t lid\.
A Ant pM fII.... {kadlg....... -. IIIll "-..... ...
fItlrfcJ men'" t blC out fII.......... ,....... ........
A ~ 0I1Do1l1....... will. T......iII...
hldIg fIIIIIc.
A ..... or__ ........ lilt..... 811bed..III....
men... 2-tJ2 .... ~ pIlIII. .... .... 3oIt-Indl1ll
..... pclIIL
A &IInIIon _ ..... ...... 01'" GIll at ElIIInIiaa IIIIl ill.....
....men... t-1121nc:ML wilt /10 bInlII......
3/4 ind\.
A 0IeIIIalIMd P8It 01 peItI_ '- llUIIng.--" SlIudInIy ---
pIinl. CIIIIIdIIlln _... dIdId....~. podI OIpMa we.
...... uribm plaIIdIwe
CIllI6Ig ~
.. 0IleI*lllI ill 0peniIgI in flIIIrlc _IUCII... _ NIcII No openings it fIIIIIc.
fIIlrtc cIInIIeIr IlIlI ClIlIId allnllglL
If you are LI'lSUr8 wheIher a problem exists, please contact a Prvr.s.icc18l Engineer
Coo1ments:
~
A=AnnuaI (March or April preferred)
M=MonthIy (see schedule)
S=After major stonns (use 1-inch in 24 hours as a guideline)
1- 26
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=-..-".
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Mail....
ATTACHMENT "A" (CONTlNUED)
Chedlist for ConYeyanc:e SY*mS (Pi Oft
c
. ICe pes. . ctles. and Swas) (
~ Dr-. ./ PraoIMI CondGans III o.cx Fer I ~ ThaI SIloolIiI ex.
s,.m I
,....
w.s ~ SedimInt & dera ~___lIlII_ ~_at"___1ftlI
20% at lIle ...., at lIle IlCle. dD1I.
M VegIIIIiDn VegetIIion II..- rwduces Iiw Aj~ --.r 10....
~ at_~llIl*- !lows fnIefy lIlnlu!IIl ~
A o.m.g.d (1\IIIIId. bent. Of PrllIIIdMl ~ is ~". is ~ ~ Of /eClIK8l1
CNINd) causing rnoralllln 5ll" <liIIIl1i)o*"
10 .., PIrt at pipe.
.. Any dIInllMt ~..... ~ repaAd Of rwpIKed.
flaw (I.... ~.. c:rwa.aion
_ at pipe by _lIIIn 2O'lro}.
.. ~ Ila IIIIiar aacD at.... P'C>>~ OI~
~~.....
w.s 0pIn dIcMI Trash & deIlriI ~ at.....IUCII. RemcMt trasIIlftlI dDiI and
gr-. ~ IIId laaI::Ns_ diIpoIe as ~ by"
bain. UnIigIllIy IClCIIlIIlIIIIc 01 Counly
.MlI~~sudI.
gIaa. pIMtic. IIIIIC:II, am. IIld aoG8d
"...
W Sedinent ~ AaulUIIIId......1lIIt ___ Oildl dNned at.. ~...
20% at lhe deI9l deplIL deIlriI SO lIlIIl ~ dIsigIL
A VegItIIIIon ~ (~-..,1INlI 01 WaIIr 1IlMs frMlJ..... -C
apIngI) lMt..... We dIdleL Gr.-y~
_._. at...,lRugI\~ be 11ft ...
W EnlIIcln ......10 IIDpea See Panda CIledIIIl. See Panda CtledlIIt.
A RacIlIRng oat at ~ 01 WW........ 1*IllIIl2l _ ".. RepIK:e racb 10 cMign ItandIId.
milling (f 1IIlPbI*) soi benaIIlllle Illdt rnng.
V... c.tl..... See ca:n s.m ClIecdIt. See c.n BaIinI CMdlIIl
w.s Sw8IIa TI8III & dIbIlI See awe for 0Ictw.. See abCIw llr OII:ML
W Sdnwlt~ See aIIoft for OldIes. V... ",., ne.llo be
........ cM*Ig.
W VegiIlIIIon Illlt gnMWIg 01 Graa __ is spne IIId .-ly << AenD .... .., ...... ...
-.- _.. ~ ftllWllCld1 nUcft c.. _ .........
........ IleigN . . "**- atl....
far belt A."...___ ~
RemcMt waody gIlMlII. -*U.
and,....., as~.
w.s EroIion dIrMge III Iiopes See Poncls ClledciIl See Puna a.cdIt
M Cclnwnian by ~ SwaIe r.s _ !lid .. at ~ IIy lf~. roaIl"-~JIIj
1lI~~_ INd. ~. sIW\lIlllery. III:. and ~ lMt..._1Ie
~ ConaIc:t IJIe c-.r III
l'IIOOrt ~ , nat redIIId
....uuriy
A- s... does lICIt drain Wl/f1Ir sQnl1S .. _ at /Igw ..eloaly A surwy ....,. lie ,...., III d**
" --, SlOW. Sl:a9naon ocan. ~ Gt.-,.., III De " 1-
5% ran;e I PGIIIIIIIL '''' ill
.... 1!WI1% undeldr-. rIW!'
/-.:lID lie ~
.J
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Jbi-01-98 WED 04:41 PM KLEINFELDER
FAX NO. 4255624201
p, 01
k~ KLEINFElOER
2405 - 140th Avenue Northeast, Suite A 101
Bellevue, WA 98005
Transmittal Cover Sheet
Original ClWiII ~Will not follow
DATE: July 1, 1998
FilE NO. 60-1742-02
PHONE:
FAX: (206) 441-8372
PHONE: (206) 562-4200
FAX: (206) 562-4201
Mr Wayne Miller
Mulvanny Partnership
FROM: Gary D. Beckham
Klelnfelder, Inc.
TO:
RE: Rite Aid Store #5286, Infiltration Tests
cc: Mr Brent Cummings, BRH Engineers, Fax (206) 323-7135
Number of pages including cover sheet:4
Message:
Enclosed please find the results of our infiltration tests for the storm water system at the
above property
Accordmg to our test results, it is our opinion that the southern portIon of the property
south-adjacent to the south driveway IS suitable for the discharge of storm water, The soil
types tested are the sandy gravel and gravelly sand which are present below a depth of 4
feet at the location ofPerc-l and 1 3 feet at the location ofPerc-2 The mfiltratlon area
should be completed In these urnts and not in less permeable soils if possible. Locattons of
excavatIOns for Perc-l and Perc-2 are shown on the attached map
At your request we observed condItIOns In the shed In the southwest portion of the site
and noted well casmg and other eqUIpment suggesting past use as a well house Also note
that capped well casing was observed In the planter at the southwest comer of the church
buildmg and that the locked shed west of the residence in the southeast portion of the site
is a well house accordIng to the resident at the east-adjacent property
fucvr.doo
J~l-OI-98 WED 04:42 PM KLEINFELDER
FAX NO. 4255624201
P. 02
~lIfJ KlEINFElDER
PERCOLATION TEST DATA FOlliy!
Percolation test
Depth to bottom of hole bO Inches DIameter of hol';~lI1ches
Depth , Inches Sol! texture
() -'7 S~ t!ll1d - '/ - LtX'se
1t:J1J Sol
,
'1- '1~ Pk. Bv-owlA.. So ~y ~ t1 /;-\ '-" M-ed. Jb..,sc
'1rp~hO 1..-.;-, BY"OwV'l SQ~7 (; Y'tt VP } })e"1s.e
,
PercolatlOn test by t(/, Sf) LewiS
Date of test
7/61/Cj~
r
Tun e Time Me<lsure- Drop In Pcrcola- Remarks
Interval, ment, water level, tlOn rate,
mInutes Inches inches mw II tes
oer Inch
1~o 3D -- SN.dn..,~ - 100'1,,110..),
10' II -- I ,rJ ~V'-t ~ v
.Lf2 · I 2- I l?- ~ ?.-% ,,3tD
10: (3 2- 1 I J-O" 3~ I
IO~'3"!' ':l-1-~ 0 - IS , I r SO
I
Percolation rate=. I. So minutes per Inch
JWL-Ol-98 WED 04:42 PM KLEINFELDER
FAX NQ 4255624201
p, 03
k~ KLEINFELDER
PERCOLATION TEST D.:\.TA FORi"!
Perco!::...on [;;St
Location fnF~J fI;rc A-,;f S~.-e)' S R G"07 nw/ tJ/f""d/ II~
Test hok nurber Pe"'," rz-
Depth w bot:or:-. 0: r.ok 'f'?' \nch~s Diameter of hole & lnches
Denth, lr.cnes
SOIl textllre
0-1
'i -ICo
Ib - e.;~
.$cJd a....eI ~".s~,' I - I..-("~o \.~
,
/3 Y"()WlIf Sb~/ L.&Jw. ~ M~ Dt?~s.(-l.
l-f. BNJWvt ~Y'~tlel/'L .s6l"f(:Q
/
t
Percolatlon test by t(/, S. L.et.P's
Date of test 7/ C) I /q~
/.
I
Tlme T uti e ~ kasu re- Drop In Percola- Remarks
Inter/a!, ment, water level, tJon rate,
mmutes Inches Inches minutes
Der mch
;,,' Lfn 1.. _or- $t!>().!l ~ /0 f;;Q/IoV1!..
[/ ~ 0 f" IS- Sfo" f v
........... --
J/ .'0) , '1~ S--!; o .or
I/:or 7- I 7~ 7~ I
11:/<4'" q{ 0 I .t;""' I D. {,-..'3
I
\
PercolatIOn rate== O~ "'6 minutes per inch
KLEINFELDER
Jl~I_-O [-98 WED 04' 43 PM
I '" '"
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