HomeMy WebLinkAboutTract Map 3334 WQMP � �
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F X G 1 N F F R I X G
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WATER QUALITY MANAGEMENT PLAN ��
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Apri 1 2015 ��y��.
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prepared for: � 1��'�
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Costco Wholesale � �
999 Lake Drive .
ssaquah, WA 98027 ��4� �. " -�'�`. �
425.427J540 �'`��- l�,` -
Fuscoe Engineering, Inc.
6390 Greenwich Drive, Suife 1 70 �
San Diego, Califomia 92122 � �
858554.1500 _ - �ys (
www.fuscoe.com ��
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Bryon Smith �'y;� _
Job 9t02156-085-01 �. '� �
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Project Specific Water Quality Management Plan
A Template(ar preparing Project Specific WQMFs for Priority Developmen[Pmjects lom[ed within the San[a
Margarito Region oJ Riverside County
Pfoject Title: Costco Temecula Building Additions
Development No:Tract TR 3334;APN 921830014
DESigll R2VICW�CdSE NO: TBD
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Contactlnformation:
❑ Preliminary
� Final Prepared for: Costco Wholesale,
999 Lake Drive, Issaquah, WA 980D
Original Date Prepared:January 2015 (425) 427-7540
Prepared by: Bryan o. 5mith, P.E Prqea
Revision Date(s):TBD Manager, Fusme Engineering, Inc.
6390 Greenwich drive, Suite ll0,
Prepored forComplianre with San Diego, CA 92122 (S58)554-1500
Regional Board Order No. R9-2030-0016
A Brief Introduction
The Municipal Separate Smrmwater Sewer System (M54) Permit' for the Santa Margarita Regian (SMR)
requires preparation of a Project-Specifc Water Quality Managemen[ Plan (WqMP) for all Development
Projectr as defined in rection F.l.d.(1) of the Permit. Thls Project-Specific WQMP Template for
Development Projects in the Santa Margarita Region has been prepared to help document compliance
and prepare a WQMP submittal. Below is a flowchart for the layout of this Template that will provide
the steps required to document complianre.
� Section A � ��Section B � � � ! �Sechon C �
P )ett d5t i i mation � •Opt zeSteUEllzato� � � f ate�r age
Id n�� t tLl�dntl i M gementAreaS�DMAS�
Hydm tl( LOn
qwre t fany
... . . . . __ _,..�,.,. —
��Section F � � ''�. � Section E � Section D
qp m � C pfanre�L10 •T h I F zlblllly •Te[M1n caI Feaslbllity
� W rve P g m& 'I I pl [ •ImplementLI0BMC5
Hytl�o6 tl f d6on) { Hyd d f a[ion BMPs
f
4..
r Section G SecHon H
� KourceConlml6MPs � •OOetafion,Malntenanre,
I antl W ntling
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� O�de�No.R9-2010-0016,NPDES No.CA50308]66,Wasle Diz[Farge Requlrements for Oizcharges(mm tM1e M54 O�aining tM1e County of
Niversitle,the Inmrpo2ted Clties of Rivenitle County,entl IM1e Plversitle County Flootl Contml antl Water Conservalion�izenct wlthln IM1e San
�lego Reglon.Callfomla Regional Water qualiry Contml Board, Nwembee 10,2010.
Water Quality Management Ptan(WQMPJ
Costm Temecula 6uilding Additions
OWNER'S CERTIFICATION
This Projec65pecific WQMP has been prepared tor Costco Wholesale by Fuswe Engineering, Inc. for fhe Cos[co
Temecula BuildingAdditions pmjeR.
This WQMP is IntenEetl to comply with the �equirements ot 4ty o£Temecula fot Order No R9-2010-0016 which
indudes[he requiremen[forthe preparation and Implementatlon of a PrqeRdpedfc WQMP.
The undersigned,while owningthe pmperty/Project described in the prereding paragnph,shall be responsible for
the implementation and lunEing o( [his WMAP and will ensure [ha[ this WqMP is amended as appmpria[e to
reflec[ up-to-0ate canClOons on the site. In adCition, Me property owner accep[s ruponsibility for interim
opera[ion and maintenanre of 5[ormwa[er eest Management PraRices un[il such time as thls responslbllity Is
formally transferred to a subsepuent owneo This WQMP will be reviewed with the facility operaroq fanlity
supervisors, employees, renancs, maintenance and service mntacmrs, ar any other party �or parties� having
responslblliry for implementing portions of this WQMP. At leart one ro0V of this WqMP will be maintained a[[he
projecc site or pm�ect offlce in perpetuiry.The undersigned is authorized m certify and to approve implementafion
of this WQMB The andersigned is aware ihat implementaHon of this WqMP Is enforteable under Ciry of
Temecula Water qualRy Ordinance(Municipai Code Sec[ion8.28.500�C)�.
"I, the undersigned, certify under penalty of Iaw that the pmvisions of this WqMG have been reviewed and
accepted and ffiat the WaMP will be tramferretl[o fuNre suaessors in interes[."
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OwneYs SlgnaNr Oate
Mostafa Ahanchi Aulhori¢ed Agent tor Costm Wholesele
Ownei 5 Ponted Name OwneYs Ti[le/Posi[ian
PREPARER'S CERTIFICATION
'The selec[ion,sizing antl tlesign of siormwater ireatment and other stormwater quality and quantily mntrol Bez[
Management Prac[ires in this plan meet the requirements of Regional Water Quality Control 9oard Order No. X9�
2030-0O16 and any subsequent amendments thP�eto."
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Preparer's5ignature Dace
Bryan �.Smith,P.E Project Manager
`OQPOFESSIp,y,_
Preparer'zucensure: RCE75822Ex6-30-16 ��y%p.N �� S.y��F2�
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Water Quality Management Plan (WQMP)
Cos[co Temecula BuildingAdditions
Table of Contents
Section A: Project and Site Information.......................__.._.__.._._.................................................._......... 6
A.1 Maps and Site Plans...................................................._...._.__.._._,.............___................................6
A1ldentifyReceiving Waters............................................_...._....._.._...._...._.......................................J
A3 Drainage System Susceptibility to Hydromodification .....__.._........._.._......................................_..J
A.4 Additional Permits/Approvals required for the Project ............._..___...................__......................8
Section B: Optimize Site Utilization (LID Principles� ..._...___._..__.,....._............................................__..... 9
Section C: Delineate Drainage ManagementAreas (DMAs)......................_........_....__............._......____ 10
SeciionD: Implement LID BMPs........._.............................................._...........,...........,...,..............._......... 12
D.1 Infiltration ApplicabilitY..........._.._..._..___...........__........................................._...........__......___. 12
D.2 Harves[and Use Assessment..........__..__....._...._...._............_......................................_............... 14
D.3 Biore[ention and 8iotreatment AssessmenL..........._....................._....___....._.............................. 16
D.4 Other Limiting Geotechnical Conditions_.._.__......................._.._..__..__................................_..... 17
D.5 Feasibility Assessmeni Summaries_........___.................................._____................................_..... 17
DbLID BMP SizinB ......................______...................................._...._..__.......__..................................18
Sec[ion E Implement Hydrologic Control BMPs and Sediment Supply BMPs ..........._.............................. 19
El Onsite Feasibility of HydrologicControl BMPs........._....._...___...,..._........................._................... 19
E2 Meeting the HMP Performance Standard for Small Project Sites ......._......_...................................19
E3 Hydrologit Control BMP Selection ...._..................__..._...._.....__......................._._........................ZO
E.4 Hydrologic Control BMP Sizing.._......................_..................................._...._._.............................._21
ES lmplement Sediment SuPPIy BMPs.....___........................._....................................................._.._..21
Setiion F: Alternative Compliance........................_.......__........................................,...................._..........25
F.1 Identify Pollutants of Concem.._._.........................._..._____........._...._......_..........................__.._26
F.2 Stormwater Credits.................._._......_.........................___.........___.........._.........................._..__27
F3SizinH Criteria......._...................................._....._................_...__..__............_................_....__...__.27
F.4 Treatment Control BMP Selec[ion ......._.._......_..................._...._..._......______........................_._29
ES Hydrologic Performance Standard —Altemative Compliance Approach_..._...........................____29
F.6 Sediment Supply Performance Standard -Altemative Compllance .._........................._..................30
Section G: Source Control BMPs_.._......_................_.......___.....__......_......................_.._.._......._.......... 31
Section H: Construction Plan Checklist_.._.._......_.............................._.............,....................................... 32
Section I: Operation, Maintenance and Funding..............................___.............................._________.... 34
AcronVms, Abbreviations and Definitions ......_...................................................................._......_............ 35
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Water Qualiry Ma�agemen[Plan (WQMP)
Cos[co Temecula Building Additions
List of Tables
Table A.1 Identification of Receiving Waters......_........_...__..._...................................................._............7
Table A2 Identification of Susceptibiliry to Hydromodification......................._.........................................J
Ta61e A3 Other APPlicable Permits._..._.._..........................................................................._......_.._......_.8
Ta61e C1 DMA Classifcations..........___.._....._...........__....._..............................................................._... 10
Table C2 Type 'A', Self-Treating Areas........................................._............._......__.._...._...._.._..___._.._ 10
Ta61e C3 Type 'B', Self-Retaining Areas ...___.................._..........................................................._........... 10
Ta61e C4 Type 'C, Areaz thai Drain to Self-Retaining Areas.._...........__........_.__._..._.._____......___.._ 11
Table C.5 Type 'D', Areas Draining to BMPS ..........._....._...._....._.._....._..____..._.__._................___...... 11
Table D.1 Infilvation Feasibillty........................___..._....___..._...............__.._...__................................_ 12
Table D2 Geote�hnicai Concerns for Onsite Retention Table ......._._...___................................_............ 17
Table D3 LID Prioritization Summary Matrix ._..._.__......__....................................._............_..._.__._.... 17
Table D.4 DN Calculations for LID BMPs.__..........................._........._...............__.._...._..._..._......._...... 18
Table DS LID BMP Sizing.............._.._.........___............._.....___........._......................__.._.._....__........... 18
Table E.1 LID & Hydromodification BMP Location........_.............................................._._..._._..............._ 20
Table E2 Hydrologic Control BMP Sizing....__._._...____............___........................................_...._..._.._ Zl
Table F1 Potential Pollutants by Land UseType.__.__...._.....___......._......................................_.._......_ 26
Table E2 $tormwaterCreditr ..............._..___.__..__.................._............................_...._......_..._.__....... 27
Table F3 Treatment Control BMP Sizing._...__....................................__.._....................._......................_ 27
Table F 4 Treatment Control BMP Selection....................._....._..__.........__............................................_ 29
Table RS Offsite Hydrologit Gonvol BMP Sizing ........._......_............................._...................................... 30
Table G1 Structural and Operational Sourre Control BMP.........................._............................................32
Table H.1 Construction Plan Cross-reference......_......._.............................................._.........................._ 32
List of Appendices
Appendix1: Maps and Site Plans_................._................................................_._...._................................42
Appendiz 2 Construction Plans............._................................................_._.........,.................................._43
APPendix3: Soils Information............_.._...__..................................._.....___.......,....................................44
Appendix4: Histori<al5ite Conditions..............................._.._....._..........._............................._..___........45
Appendix 5: LID Infeaslbility...._.................................._...__.....__........._............._..______......___...._....46
Appendix 6: BMP Design Details.__...._.........................................................................._........_................47
Appendix 7: HYdromodification......................_......................................................._............................._..45
Appendix 8: Source Control _......._............._..._..___.._...__._............................_......___.........................49
Appendix9' O&M ............._.............................._.........................................._...........................................SO
Appendix 10: Educational Materials............................................................_..__...........__....................._.43
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Warer Quality Management Plan (W QMPJ
Costm Temecula Building Additions
Section A: Pra�ect and Site Information
PPOIEQ INFOPM(�TION
TypeofProjecL Commercial
PlanningArea: CP-7
Community Name: Temecula Regional Center
Development Name'.
PRoi[Cr LOUnorv
Latitude & Longitude (DMS�: 33521278
Pmject Watershed and Sub-Watershed:-1ll154206
APN(s�: 921810014
Map Book and Page No.' N/A
PNOIEQ CHARAQERISTI6
Proposed or potential land use(s) Commercial
Pmposed or Potent1aI51CCode(s)
Area of Impervlous Project Fwtprint(SF) 48,110st
Total area of r�o on sed Imperviaus Surfaces within the Project Limits(SF�/or Replacement 48,110sf
Total Prolec[Area �ac) 1.1
Doesthepro7ec[conSistofoffslteroadlmprovements? ❑Y � N
Does the project propose m mnstruct unpaved roads7 ❑V � N
Is the prqect part of a largercommon plan of development �phased pmject�? ❑Y � N
IstheprojectexemptfmmHMPPerformanceSiandards? �V ❑ N
ExirnN�Site CHnenaraisria
Totalareaofexistin ImperviousSurtaceswiffiintheprojectlimits �SF) 48,068
Is ffie project located within any MWti-Species Habitat Conservation Plan (MSHCP Criteria ❑V � N
Cell?
If so, Identify ffie Cell num6er N/A
Are there any natural hydrologic features on ffie project site? ❑ Y � N
Is a 6eotechnical Report attached? �V ❑ N
If no Geotech. Repori, Gst the Natural Resources Conservatlon Service (NRCS) soils type(s)
present on ffie site (A, B, C and/or D)
W hat ls the Water Quallty Design Storm Depih for the project7 0.9in
A.1 Maps and Site Plans
When completing your Project-Specific WQMP, indude a map of the Projeci vicinity and existing site. In
addition, indude all grading, dralnage, landscape/plant palette and other pertinent consVuction plans in
Appendix 2. At a minimum, your WQMP Site Plan should indude the following:
• DrainageManagementAreas (DMAs) • SourceControlBMPs
• Proposed Structural eest Management • euildings, Roof Lines, Downspoutr
Practices (BMPs) • Impervious5urfaces
• Drainage Path • Standard Labeling
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Wa[er Quality Manage�nent Plan (WQMP)
Costca Temecvla BuildingAdditlons
• Drainage infrastru�ture, inlets, overflows
Use your disaetion on whether or noi Y�u may need to create mukiple sheets or can appropriately
acmmmodate [hese feawres on one or two sheets. Keep in mfnd that the Copermittee plan reviewer
must be able to easily analyze your Projec[ utilizing this template and its associated site plans and maps.
A.2 Identify Receiving Waters
Using Table A1 below, list in order of upstream to downstream, the Receiving Waters that the Project
site is tri6utary to. Continue m flll eath row with the Receiving Water's 303(d) lisred impairments (if
any), designated Beneticial Uses, and proximity, if any, to a RARE eeneficial Use. Indude a map of the
ReceivingWaterSinAppendixlpv�v � � ����bom'dc< � nidiegoinieric��ur�m�uonmc�Gaelnidmo7
iame A.1 identlficzGon of ReceNIDg N.�z.ers
USEPA Approved 303(d) List �esignated PmximitytoRARE
Rereiving Waters Impairments Beneficial Uses Beneficial Use
Savtu Genrudis Chlorphynfos,Copper. Fecherfehia coli, AGR,COLD, GU'R, Ml1N,
Geek T��I Coliform, Imn, Ma�ganeae_ P20C.RHC1, R�C2.WARM. 45
Phon.horus WILD
ChlorPhyrfiav,Copper. Iron. AGR, INU. MUN, PROC,
MurtietaC�ceA Mangnnene,Nilmgen.Phosphoms, KkCI. REC2. WARM. WILD �-��
Toxici�v
Santz Marganla , _ AGR, COLD, IND, NNN,
Phospho[ue,l'oxm�ty RARE. RECI, RPC2, WARM. 0
River(Upper) \NILU
AGR,COLD_W D,MUN_
SanteMurgnvtz LvmrococcvE_FecelColifoim. µqµ[. RGCI. RGC2_WARM_ 0
River(Low7) Phoephorus,'IbsiciTy W��U
Snvte Marga�ita E � � -` ES'I. MdR, MIGR. RARG, ��
Lauoov p RECI. RF_C2.WII D
A.3 Drainage System Susceptibility to Hydromodification
Using Table A2 below, Ilst ln order of the polnt of dlscharge at the pmject site down to the Santa Margarita River,
each drainage sYstem or receiving water ffiat ffie projeci site is tributary ta Continue to fill each row wiffi ffie
material of the drainage system, the storm drain su5ceptibilitY using ffie SWQ2 (Srormwater & Water
Conservation Tracking Tool - http�//rivm.permitrack.com/� or Map 2 of ihe Hydromodification Susceptibility
Documentation Report and Mapping: Santa Margaritz Region (Appendix D of the SMR HMP�, and the mndition for
exempting the drainage system, if applicable. If the exemption indudes rereiving waters that were not evaluatetl
in Appendix D, pravide supporting documentation in Appendix ] m demonstrate that they dassify as Engineered,
Fully Hardened and Maintained �EFHM) channels, mnsistent with the definition provided in Appentlix D. Indude a
map exhi6iting each drainage system and the associated susmptibility in Appendix 1.
TableP.zidertif t mp� I � i:;Hycromo 'fcz:ion
� � orainage5ysiem Susceptibiliryof Hydromodification
Drainage5ystem Ma[erial DrainageSystem Exemption
Exempt area as
Ynez Road SD, 0.8 Miles Variable Not Susceptible depicted in Appendix D
of the SMR H MP. See
Appendix 7 of this
Report for map.
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Water Qoaliry Managemen[ Nlan (WQMP)
Costm Temecula Building Additions
A.4 Additional Permits/Approvals required for the Project:
Table Fd OthcrAopli�eble Pertnlb
AgencY Permit Requirnd
State Department of Fish and 6ame, 1W2 Streambed Alteration Agreement ❑Y � N
State Water Resources Contml Board, Clean Water Act Section 401 Water Quality �� � N
Certification
US Army Corps of Engineers, Clean Water Act Section 404 Permit ❑ V � N
US Fish and Wildlife, Endangered 5pecies ActSection 7 Biological Opinion ❑Y � N
Statewide Construction General Permit Coverage �Y ❑ N
Statewide Industrial General Permit Coverage ❑V � N
WesternRiversideMSHCPConsistencyAppmva1 �e.g.,1PR, DeESP) ❑Y � N
Oiher(please list in the spare below as requiredf
❑V � N
If yes is answered to any of the questions above, the Copermittee may require proof of
approval/mverage from ihose agencies as applicable Induding documentation of any associated
req uirements that may affect this Project-Specific W QMP.
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Wa[cr Quality Management Plan (WQMP)
Costm Temecula Building Addi[ions
Section B: Optimize Site Utilization (LID Principles�
Review of the information mllected in Section 'A' will aid in idenYifying the principal constraints on site
design and selection of LID BMPs as well as opportunities to reduce imperviousness and inmrporate lID
Prmclples into the site and landscape design. For example, constraints might indude impermeable
soils, high groundwater, groundwater pollution or mntaminated soils, steep slopes, geotechnical
instability, high-intensity land use, heavy pedestrian or vehicular traffic, utility locations or safety
concerns. Opportuni�ies might indude existing natural areas, low areas, oddly mnfigured or otherwise
unbuildable parcels, easements and landscape amenities induding open space and buffea (whlch can
double as locations for LID Biore[ention BMPs�, and differenres in elevation (which can provide
hydraulic head). Prepare a brief narrative tor each of the slte optlmlzation strategies described below.
This narrative will help you as you proceed with your Low Impact Development (LID) design and explain
your design decisions to others.
The 2010 SMR M54 Permit further requires that LID Retention BMPs (Infiltration Only or Harvest and
Use) be used unless it can be shown that those BMPs are infeasible. Therefore, it is important that your
narrative identify and justify if there are any constraints that would prevent the use of those categories
of LID BMPs. Similarly, you should also note opportunities that exist which will be utilized during project
design. Upon completion of identifying Constraints and Opportunities, indude there on your WQMP
Site plan in Appendix 1.
Site Optimization
The following questians are based upon Section 31 of the WQMP Guidance Document. Review of the
WQMP Guidance Document will help you determine how hest to optimize your site and subsequenUy
identify opportunities and/or ronstraints, and document mmpliance.
Did you identify and preserve existing drainage patterns? If so, how? If not, why?
Yes, projec[is in mmmerciol use now. Existing drainoge patteins will be preserved
Did you identify and prote<t existing vegetation? If so, how? If not, why?
Na Existing vegetotion within the project scope is within building mnstructian orea or proposed parking
area. Candscoping will be replonted in new parking islands where required.
Did you identify and preserve natural infiltration capatity? If so, how? If not, why?
Not applicable ExB6ng siYe is impervious.
Did you identify and minimize impervious area? If so, how? If not, why?
Ves, prqect minimized impervious areos. Praposes flow throu9h planter ond Ipndscaping on parking
islands.
Did you Identify and disperse runoff to adjacent pervious areas? If so, how? If not, why?
Yes, where feasible. OMA2 dispeaes runoff to an LID BMR The remainder of the project preserves
existing droinage pattems which flow to storm droin.
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Water Qual(ty Management Plan (WQMP)
Costco Temecula Building Additions
Section C: Delineate Drainage Management Areas
(DMAs)
Utilizing the procedure in Section 33 of the WQMP Guidance Document which discusses the methods of
delineating and mapping your projed site Into individual DMAs, mmplete Table C1 below to
appropriately categorize the types of dassification (e.g., Type A, Type B, etc.) per DMA for your Project
site. Upon mmpletion of this table, this information will then be used to populate and tabulate the
mrresponding tables for their respective DMA dassifications.
Table Cl DM�f 4 ssi�lcatlons
OMANameorldentif[a[ion SurtaceType�s�� Area�Sq. Ft� DMATVPe
1 Mixed 88000 �
2 Mixed 7450 D
3 Mixed 28750 D
Fe)e�en[eTable 31 in[he W4MG Gui�vnre Ooromen[ro populpte Miv mlumn
Table C2�ype A'.SeI6Treaflng Areaa
DMANameorldeniiflcation Area�Sq.R.� StabilizationType ImlgationType�itany)
N/A
TableC3TYPe'It', tiel�-Ite�alrJngA�eas _ _.
Self-RetainingArea TYPe 'C' DMAsthataredrainingtothe5elf-Reiaining
Area
Area Storm
(square Depth [C]fromTable RequiredRetentionDepth
DMA post-pmject feet) (inches� C4= (inches)
Name/I� surfacetYPe f/+I fe] DMAName/I� 1�1 f�l
N/A
`p� _ �B� + �B� ' ���
[A]
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Watcr Quality Management Plan (WQMP)
Costco Temecula BuildingAdditions
Table C.4 lype'C,Areas Lhat Draln to Self-RetalnID�Arcas
DMA Receiving Self-Retaining DMA
0
U o 0
� a ^ o n � �
z Area (square
a ., Product feet) Ratio
� a �
� lAl lal fq=lalxlel DMAname/io !o] Iq/I�l �.
N/A
Nofe(See Sec[ion 33 of WQMP Guidonre Documen[)Ensure tba[partiplly pe�vious orebs droinin9�o o SeIJ-Retainin9 a/eo do
no[exceed[he Jollowing�a[io:
/I Z \I 1
\hnperviovs Fraatian/ �
�TtlbutaryArea:Self-Re[aining Area)
Table CS type 'u', a�.cas Drzming m 6NPs
DMANameorlD 9MPNameorlD
1 1—Media Filter—BioClean W ater Polisher W P-4-8-84
2 2—FlowThruPlanter
3 3—MediaFllter—BioGeanWaterPolisherWP-2S4£0
Ngte: More [han one DMA may dioin to a si�gle LIO BMF;however, one OMA maY not drain ro
mare thon one dMP.
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Warer Quality Managemen[Plan (WQMP]
Costco Temecula Building Additions
Section D: Implement LID BMPs
D.1 Infiltration Applicability
An assessment of the feasibility of utilizing Infiltratlon eMPs is required for all proJeccs, exrept in the
/ollowing case:
❑ Harvest and Use BMPs will 6e Implemented to address the Design Capture Volume (see the
Harvest and Use Assessment below) for all Drainage Management Areas AND the project is
exempt from HMP Performance Standards (Proreed to Section D2 ond5ection f).
If [he a6ove 6ox remains unthecked, perform a site-specific evaluation of the feasibiliTy ot Infiltation
BMPs using each of the applicahle criteria identified in Chapter 3.4.1 of the WQMP 6uidance Document
and mmplete the remainder of Section D.1.
Is there an infiltratiom m�cem (see discussion in Chapter 23.4 of ihe WQMP Guidance Document for
further details�? � Y ❑ A
If yes has been checked, both Infiltration BMPs and Hydrologic Control BMPs that indude an infiltration
functionalities may not be feasible for the site. It Is remmmended ffiat you contact your Copermittee to
verify whether or not infiltration within the Project is infeasible.
Geotechnical Report
A Geotechnical Report or Phase I Environmental5ite Assessment may be required by the Copermittee to
confirm present and past site characteristics that may affect the use of Infiltration BMPs. In additioq the
Copermittee, at their disuetion, may not require a geotechnical report for small projectr as described in
Chapter 2 of the WQMP Guidanre Document If a geotechnical report has 6een prepared, indude it in
Appendix 3. In addition, if a Phase I Environmental Site Assessment has been prepared, indude it in
Appendix 4.
Is this project dassified as a small proje�t ronsistent with the requirements of Chapter 2 of the WQMP
Guidante Document? � Y ❑ N
Infiltretion Feasibility
Table D.1 below is meant to provide a simple means of assessing which DMAs on your site support
Infiltration BMPs and is discussed in the WQMP 6uidanre Document in Chapter 2.3.4. Check the
appropriate box for each question and then list affected DMAs as applicable. If additional space is
needed, add a row 6elow the mrresponding answer.
r�me o.i i�nivdeo�� i easmd���v
Does the project site... ves no
._hav anyDMAswi[M1aseasonalhighgrountlwa[ermarksM1allowerffianIDfeeV
If Yes, I¢l aftected DMAS:
_.have any DMAs located within 100(eet of a water supply welR
IfYes, Ilst affected DMAs-
_have any a s IdenEiled by [he geotechNcal report as posing a publlc szfery rizk where InfFltrafion of
smemwzter mWd have a negative impact>
If Yes, Ilst affected DMAs' OMA 1, DMN 2, DMA3 (All DMAS,See Appendlx 3 for Geotechnlcal Report)
._have meaw red in-sim -mfllha[ion rates of lezz than l.fi inches/houR
If Yes, lizt affecteA fJMAs: DMA 1, DMF 2, �MA3 (All �MAS, See Appendlx 3 for 6eotechnlcal Report)
12 -
Water Quality Managemen[Plan (W QMP)
CostcoTemecula BuildingAdditions
._have signiflcant cu[ and/or illl mndlHons that would pretlude In-situ testlng of inflltatim rares at che tlnal
mflfration surface?
If Yes, Iist affected oMAs:
...have any mntamina[ed gmundwaier plume'm[he vicinity of[he site?
I!Ves, list affe[[ed OMAs:
...geotechnlcal report Itlenflfles other Sce-specific facrors that would preolutle effecHve antl sale inflltra[lon2
Describe here:
If you answered "Yes" to any of the questions above for any DMA, Infiltration BMPs should not be used
for those DMAs and you should proceed m the assessment for Harvest and Use below.
- 13 -
Wa[er Quali[y Manage�nent Plan (WQMPJ
Cos[co Temecula Building Addi[ions
D.2 Harvest and Use Assessment
Please check what appl ies:
❑ Reclaimed water will 6e used for the non-potable water demands for the Project.
❑Downstream water rights may be impacted by Harvest and Use as approved hy the Regional
Board (verify with the Copermittee).
❑The Design Capture Volume (DCV) will be addressed using Infiltration Only BMPs. In such a
case, Harvest and Use BMPs are still encouraged, but it would not 6e required if the DCV will be
infiltrated or evapotranspired.
If any of the a6ove boxes have been checked, Harvest and Use BMPs need not 6e assessed for the site. If
neither of the above aiteria applies, follow the steps below to assess the feasibiliry of irrigation use,
milet use and other non-potable uses (e.g., industrial use�.
Irrigation Use Feasibility
Complete the following steps to determine the feasibility of harvesting smrmwater runoff for Irrigation
Use BMPs on your site:
Step 1: Identify the total area of irrigated landscape on the site, and the type of landscaping used.
Total Area o(Irrigated Landscape: 0.16 Acres
Type of Landscaping (Conservotion Design orActive iurf�: Conservaiion Design
Step 2: Identify the planned [o[al of all impervious areas on the proposed project from which runoff
might be feasibly captured and stored for irrigation use. Depending on the tonfiguratlon of
buildings and other Impervious areas on the site, you may mnsider the site as a whole, or
parts of the site, to evalua[e reasonable scenarios for capturing and storfng runoff and
directing the stored runoff m the potential use(s) identified in Step 1 above.
Totol Area af Impervious Surfpces 1.1 Acres
Step 3: Cross reference the Design Storm depth for the project site (see Exhibit A of the WQMP
Guidance Document) with the left column of Table 2-4 in Chapter 2 to determ'me the
minimum area of Effective Irrigated Area per Tributary Impervious Area (EIATIA).
Enter your EIATIA factor: 326
Step 4: Multipty the unit value obtained from Step 3 by the total of impervious areas from Step 2 to
develop the minimum irrigated area [hat would be required.
Minimum required irrigated area: 3.26
Step 5: Determine if harvesting stormwater runoff for irrigation use is feasible for the project by
mmparing [he mtal area of irrigated landstape (Step 1) to the minimum required irrigated
area (Step 4�.
Minimum required irrigated area (Step 4) I Available Irrigated Landscape (Step 1)
326 0.16
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Watcr QualiTy Managcment Plan (WQMP)
Costro Temecula BuildingAdditions
Toilet Use Feasibility
NOTE: This step not applicable— no new toilets proposed.
Complete the following steps to determine ihe feasibility of harvesting stormwater runoff for toilet
flushing uses on your slte:
Step 1: Identify the projected total number of daily toilet users during the wei season, and account
for any periodic shut downs or other lapses in occupancy:
Projecied Number of Daily Toilet Users: 0
7rojec[Type: mmmercial N/A
Step 2: Identify the planned mtal of all impervious areas on the proposed Project from which runoff
might be feasibly captured and stored for toilet use. Depending on the mnfiguration of
buildings and oiher impervious areas on the site, you may mnsider the Projett site as a whole,
or parts of the site, m evaluate reasona6le scenarios tor capturing and storing runoff and
directing the stored runoff ro the potential use(s) identified in Step 1 above.
Total Area of Impervious Surface5: N/A
Step 3: Enter the Design Storm depth for the projec[ site (see Exh7blt A) inm the left mlumn of Ta61e
2-3 in Chapter 2 to determine the minimum number or toilet users per tributary impervious
acre (TUTIA�.
Enter your NTIA fpctor: N/A
Step 4: Multiply the unit value obtained from Step 3 by the total of impervious areas from Step 2 to
develop the minimum number of toilet use¢ that would be repuired.
Minimum number of foilet users: N/A
Step 5: Determine if harvesting smrmwater runoff for toilet Flushing use Is feasible for the Project by
comparing the Number of Daily Toilet Usea (Step 1) to the minimum required number of
toilet users (Step 4).
Minimum required Toilet Users (Step 4) Projected number af toilet users (Step 1)
N/A N/A
Other Non-Potable Use Feasibility
Are Yhere other non-pota6le uses for stormwater runoff on the site (e.g. industrial use)? See Chapter 2
of the Guidance for further information. If yes, destribe below. If no, write N/A.
N/A
Step 1: Identify the projected average daily non-pota6le demand, in gallons per day, during the Wet
Season and atrounting for any periodic shut downs or other lapses in occupancy or operation.
Avera9e Daily �emand: N/A
IS -
Wa[er Quality Managemen[ Plan [WQMP]
Cos[w Temeoula �uilding Additions
Step 2: Identify the planned total of all impervious areas on the proposed Project from which runoff
might be feasibly capwred and stored for the identified non-potable use. Depending on the
mnfiguration of buildings and other impervious areas on the site, you may consider the
Projec[site as a whole, or parts of the site, to evaluate reasonable scenarios for capturing and
storing runoff and directing the smred runoff to the potential use(s) iden[ified In Step 1 above.
Totol Areo of Impervious Surfaces: N/A
Step 3: Enter the Design Smrm Depth for the Project site (see Exhibft A) into the left column of Table
2-5 in Chapier 2 to determine the minimum demand for non-pota6le uses of smrmwater
runoff per tributary impervious aue.
Enter Ihe fottoi from Toble 2-3: N/A
Step 4: Multiply the unit value ohtained from Step 4 by the total of Impervious areas from Step 3 to
develop the minimum gpd of non-potable use that would be required.
Minimum required use: N/A
Step 5: Determine if harvesting stormwater runofffor oiher non-potable use is feasible for the Project
by mmparing the Number of Daily Toilet Users (Step 1) ro the minimum required number of
toilet users (Step 4).
Minimum required non-potable use (Step 4) I Projected average daily use (Step 1)
N/A N/A
If Irrigation, Toilet and Other Use feasibility anticipated demands are less than the applicable minimum
values, Harvest and Use BMPs are not required and you should proceed to utilize LID Bioretention and
Biotreatmen[ BMPs, unless a site-specific analysis has been mmpleted that demonsvares technical
infeasihility as noted in D3 below.
D3 Bioretention and Biotreatment Assessment
Other LID Bioretention and Biotreatment BMPs as described in Chapter 23 of the WQMP 6uidance
Document are feaslble on nearly all development sites wi[h sufficient advante planning.
Select one of the following:
❑ LID Bioretention/BioUeatment BMPs will be used for some or all DMAs of the Project as
noted below in Section D.4
0 A site-specific analysis demonst2ting the technical infeasibility of all LID BMPs has heen
performed and is induded in Appendix 5. If you plan ro submit an analysis demons[rating the
technical mfeasibility of LID BMPs, request a pre-submittal meeting with the Copermit[ee with
jurisdittion over the Project site to discuss this option. Proceed to Section E to document your
altemative mmplianre measures.
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Water Quality Management Plan (WQMP)
Costca Temecula BuildingAdditions
D.4 Other Limifing Geotechnical Condifions
Onsite retention may not be feasible due to specific geoTechnical concems identified in the Geotechnical
Repori. If any, desaibe 6elow. If no, write N/A:
Table D2 6eoLedinlcal Corren�s tor Onsl�e Re[entlon Tabl�
Type of Geotechnical Concern DMAs Feasible(By Name or ID) DMAs Infeasible (By Name or ID)
CollapsibleSoil N/A N/A
Expansive5oil N/A N/A
Slopes N/A N/A
Liquefaction N/A N/A
Othec Low'mf'Jtratlon rates 1, 2, 3
D.5 Feasibility Assessment Summaries
From the Infiltration, Harvest and Use, Bforetention and BioVeatment Sections above, mmplete Table
D3 below to summarize which LID BMPs are technically feasible, and which are not, based upon the
established hierarchy.
Tablc o3 _IfJ �riorifization lunn�,aiy Ma�'ir
lID BMP Hierarchy No LID
DMA (Altemative
Name/ID 1. Infilhation 2 Harvestanduse 3. 8ioretention 4. Blotreatment Compliance)
1 ❑ ❑ ❑ ❑ �
z ❑ ❑ ❑ � ❑
s ❑ ❑ ❑ ❑ �
❑ ❑ ❑ ❑ ❑
❑ ❑ ❑ ❑ ❑
❑ ❑ ❑ ❑ ❑
For those DMAs where LID BMPs are not teasi6le, provide a brief narrative below summarizing why they
are not feasible, indude your technical infeasibilitY uiteria in Appendix 5, and proreed to Section E
below to document Alternative Compliance measures for those DMAs. Recall that each proposed �MA
must pass through ihe LID BMP hierarchy before al[emative mmpliance measures may 6e mnsidered.
The sire is located on soils that are not mnducive to infltration (see site specific drainage study in
Appendix 3). Harvest and use is infeasi6le due to lack of available uses onsite. Bioretentfon and
biotreatmentare infeaslble wiYhin the site due to ste mnstrains such as slte layout, exiSYing utlGtles, soil
quality and lack of available area for such BMP treatments, with one exception 'm DMAL A flow through
planter with subdrain is proposed in DMA2 where available space allows (see Appendix 1 for WQMP Site
Plan).
17-
Water Quality Management Plan (W QMP)
Costm Temecula Bufldfng Additlons
D.6 LID BMP Sizing
Each LID BMP must be designed to ensure that the DCV will he addresred by the selected BMPs. First,
calculate the DCV for each LI� BMP using the VBMp worksheet in Appendix F of the LID BMP Design
Handbook. Second, design the LID BMP to meet the required Vemr using a method approved by the
Copermittee with jurisdictian over the Project site. Ufillze the worksheets found in the LID BMP Design
Handbook or �onsult with the Copermittee to assist you in correctly sizing your LID BMPs. Complete
Table D.4 below ro document the DN and the Proposed Volume for each LID BMP. Provide the
mmpleted design procedure sheets for each LID BMP in Appendix 6.You may add additional rows to the
table below as needed.
Table D.9 DN Calaiktir,m Ic �.I J tlN.F�
Past- DMA
DMA Project Effec[ive pry�q Areas x
DMA (square Surtare Impervious RUnoff Runoff
Type/ID feet) Type Fraction, l� Factor Factor �MAI—FLOWTHROUGHPLANTER
IA] Ca] �q .. IA]z ���.
2 7450 Mixed 0.�5 .54 4020
__ .-- ___-___
Proposed
Design Volume
Srorm on Plons
-- Dep[h ON, Vamv (c�bic
(in) (cubic fee[) JeetJ
�F� = 302
q _��q� 4W0=�D] �E] �3998�x{0.9] �G7=310
12
�B�, �C] is obtainetl as described -m Section 25 of the W QMP Guldance Document
�E� Iz obtained (rom ExMbit A in ffie W QMP 6uidance Document
�6� is obtained (wm a design pmcedure sheet,nch as in LI� BM P �eslgn Handbook and placed In Appendix 6
Ea�h LID BMP must be designed to ensure that the Design Capture Volume (DN) will be addressed 6y
the selected BMPs. Fiat, calculate the Design Capmre Volume for each LID BMP using [he 'Van�r
worksheet In Appendix F of the LID BMP Design Handbook Second, design the LID BMP to meet the
required Vema using a method approved by the Copermittee. Utilize the worksheetr found in the LID
BMP Design Handbook or consult with your Copermittee. Complete Table D.5 below to documen[the
Design Capture Volume and the Proposed Volume for each LID BMP. Vou can add rows to [he ta61e as
needed. Alternatively, the Santa Margarita Hydrology Model (SMRHM) can be used m size LID BMPs to
address the �CV and, if appllcable, to slze Hydrologic Control BMPs to meet the Hydrologic Performance
Standard of the SMR HMP, as identified in Section E.
Table U.5 I� 3MP Siz�n�
8MP Name/ DMA No. BMP Type / Description Design Capture Proposed Volume
ID Volume (ft') (ft3)
Z Z FlowThroughPlanter 302 310
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Water Qoaliry Management Plan (WQMP)
Cos[co Temecula Buildi�g Additions
Section E: Implement Hydrologic Control BMPs and
Sediment Supply BMPs
If a completed Table A.2 demonstrates that the project is exempt from HMP Performance Standards,
specify N/A of proteed to Section F, if applicable, and Section 6.
E.1 Onsite Feasibility of Hydrologic Control BMPs
An assessment of the feasibility of implementing onsite Hydrologic Control BMPs is required for all
projects.
Select one af the fallowing.�
❑ Ves — The implementation of Hydrologic Conirol BMPs is feasible onsite. (Pmreed to Step E3
and 5[ep E 4)
- Or -
❑ No —The praject site is larger than one acre and the implementation of Hydrologic ConVol BMPs
is not feasible onsite. (Proceed to Step E.5 and Step F forAltemative Complipnce upon approvol
of the Techniml Feasibility Assessment by the Copermitteef
❑ No — The project site is smaller than one acre and [he implementation of Hydrologic Control
BMPs is not feasible onsite. (Proceed to 5[ep E2J
If Che reasons for infeasibility are different from those listed In Sectton D.1, descri6e the technical or
spatial reasons that predude the implementation of onsite Hydrologic Control BMPs. If none, write N/A:
N/A
Approval of the condition for infeasibility, If any, is required by the Copermittee. Has the mndlfion for
infeasibility been approved by the Copermittee?
� V � N � N/A
E.2 Meeting the HMP Performance Standard for Small Project Sites
Seled one of the following:
❑ Ves —The project site is equal to or larger than one acre. (Croceed to Step E3, Step E4, ond Step
E5J
- Or -
❑ No—The project site is less than one acra (Pollow the remoinderof5tep E2J
Only a Simplified Technical Peasibllity Study ls required from the applicant Complete The Simplifled
Technical Feasibility Study in Appendix 7, which must indude, at a minimum, the soil mnditions at ihe
19-
Water Quality Managcment Plan (WQMPJ
Cos[co Temecula Buiiding AddiHons
PDP, a demonstration oF the lack of available space for onsite Hydrologic Control BMPs, an explanation
of prohibitive <osts to fmplement Hydrologic Control BMPs, and a written opinion from a Registered
Geotechnical Engineer identifying the infeasibility due to geotechnical toncems.
Select one af the following:
❑ Yes —Onsite Hydrologic Control BMPs are feasi6le (Proceed to Step E, Step E4, ond Step ES)
Or -
❑ No — Onsite Hydrologic Control BMPs are not feasible per the Simpllfled Techni<al Feasi6ility
Study. (Proceed ta Section ES for Sediment Supply Performpnce Standard ond Section F for
Altemative Complianre)
E3 Hydrologic Control BMP Selection
Capture of the DCV and achievement of the Hydrologic Performance Standard may be met by com6ined
and/or separate structural BMPs. Similarly, compliance with the two identified requirements may be
fully or partially achieved onsite.
Por each DMA, identify in Ta61e El if ihe DCV is fully or partially captured onsite, if the Hydrologic
Performanre Standard is fully or partially met onsite (by using the SMRHM identifled in Step E4), and if
structural BMPs for mmpliance with the LI� requiremen[ and the Hydrologic Performance Standard are
comhined.
Table 61 LID & HyJio"ocice-tion 13MN Lcatlor.
DMA LID BMP Hydrologic Control Combined BMP type and ID
BMP BMP
❑ Onsite ❑ Onsite
❑ PartiallyOnsite ❑ PartiallyOnste ❑ Yes mencfymeioa�arypeornyaromglccontmiamp�o
❑ Offslte ❑ Offsite ❑ No mnlgareinoma
� None Required ❑ None Required
❑ Onsite
❑ Onsite � pariially Onsite
� PartiallYOnsite ❑ Yes mP�eii�meioand�vpeo�N�a,omgxco�,o-oiomrm
❑ Offsite ❑ Offsite � No m�ceaie zna omn
❑ None Required
❑ None Required
❑ Onsite
� Onsi[e � partially Onsite
❑ PartiallyOnsite � Offsite ❑ Yes idemltycheioandrypeotnyammgicco�noiemaio
❑ ONofne Required � None Required No
mitiga�e 3rtl DMP
For each DMA provide a narrative describing if the DN and the Hydrologit Performance Standard are [o
6e fully managed onsite. If not, the narrative should detail how and where offsite stru<tural BMPs will
achieve management of the DCV and the Hydrologic Performance Standard.
ID -
Water Quality Managemenl Plan (WQMP)
Costco Temecula Building Additions
E.4 Hydrologic Control BMP Sizing
Ea�h Hydrologic Control BMP mus[ be designed to ensure [hat the flow duration curve of the post-
development DMA will not exceed that of the pre-existing, naturally occurring, DMA 6y more than ten
perrent over a one-year period. Using SMRHM, the applicant shall demonstrate that the performance of
each designed Hydrologic Control BMP complies with the Hydrologit Performance Standard. Complete
Table E2 helow and idwtify, for each DMA, the type of Hydrologic Control BMP, if the SMRHM model
tonfirmed the managemeM (Identified as "passed" in SMRHM�, the total volume capacity of the
Hydrologic Control BMP, [he Hydrologic Control BMP footprint at top floor elevation, and the drawdown
time of the Hydrologlc Control BMP. SMRHM summary reports should be dotumented in Appendix 7.
Refer to [he SMRHM Guidance Document for additional information on SMRHM. You can add rows m
the table as needed.
Tahle E2I lydiologc Conlml 5Mi'S¢Ing
BMP DMA BMPType/ Description SMRHM BMPVolume BMP Drawdown
Name/ ID No. Passed (arft) Footprmt (ac) time (hr)
❑
❑
❑
❑
E.5 Implement Sediment Supply BMPs
The applicant may refer to Section 23 of the SMR HMP for a comprehensive desuiption of the
methodology to meet the Sediment Supply Performanre Standard Complete the following steps to
determine mmpliance with the Sediment Supply Performance Standard:
Step 1: Identify if the site is a Significant Sourre of Bed Sediment Supply to the receiving channel
❑ Step 1.A— Is the Bed Sediment of onsite streams similarto that of receiving streams?
Rale Ihe similarity: ❑ High
❑ Medium
❑ Low
Results from the geotechnical and sieve analysis to be performed boih onsite and in the
receiving channel should be documented in Appendix 7. Of particular interest, the results of the sieve
analysis, the soil erodibility factor, a description ofthe Copographlc relief of the project area, and the
lithology of onsite soils should be reported in Appendix 7.
❑ Step 1.B —Are onsite streams capable of delivering Bed Sediment Supply from the site, if any, to
[he receiving channel?
21 -
Watcr Quality Management Pian(WQMP]
Gostco Temecula Buildfng AddiBons
Rare lhc potcntial: ❑ Iligh
❑ Medium
❑ Law
Results from the analyses of the sediment delivery potential ta the receiving channel should be
documented in Appendix 7 and identify, at a minimum, [he Sediment Source, the distance to the
receiving channel, the onsite channel density, the project watershed area, the slope, length, land use,
and rainfall intensity.
❑ Step 1.C—Will the receiving channel adversely respond to a change in Bed Sediment Load?
Rote die need Por bcd scdiment supply_
❑ Ilioh
❑ Medium
❑ Low
Results from the in-stream analysis to be performed both onsite should be dotumented in Appendix 7.
The analysis should, at a minimum, quantify the bank sta6ility and the degree of incision, provide a
gradation of the Bed Sediment within the receiving channel, and identify if the channel is sediment
supply-limited.
❑ Step1.D—Summaryof5tepl
Summarize in Table E3 the findings of Step 1 and associate a smre (in parenthesis) to each step. The
sum of the three individual srores determines if a stream is a significant mntributor to the receiving
stream.
• Sum is equal to or greater than eight - Site is a signiflcant murce of sediment bed
material — all ornsite streams must be preserved or by-passed within the site plan. The
applicant shall proceed to Step 2 for all onsire sVeams.
. Sum is greater [han flve but lower than eight Site is a source of sediment hed material —
some of the on-site streams must be preserved (with identified streams noted�. The
applicant shall proceed to Step 2 for the identified streams only.
• Sum is equal to or lower than five. Site is not a significant sourte of sediment bed
materiaL The appli�ant may advance to Section F.
Table t3 Tri=_d Assessmrn�5ummary
Step Rating TotalScore
1.A ❑ Hi;h (3) ❑ Medium (2) ❑ Low (1)
1.B ❑ Hieh (3) ❑ Medium (2) ❑ Low (1)
1.0 ❑ [Ifeh (3) ❑ Medlum (2) ❑ Low (1)
Slgnificant Source Rating of Bed Sediment to the receiving thannel�s)
- ZZ
Water Quality Management Plan (WQMPJ
Costco Temecula Building Additions
Step 2: Preservation of Identified Onsite Channels
Onsite streams identified as a Significant Source of Bed Sediment should be avoided in the site design.
Check one of the fallowing:
❑ The site design does avoid all onsite channels identified as a Significant Source of Bed Sediment (The
opplicon[ moy disre9a�d subsequent steps of Sectian ES and directly advpnce directly to Sec[ion F�
Or -
❑ The site design does NOT avoid all onsite channels identifed as a Significant Source of Bed Sediment
(The applimnt may proceed with the subsequent steps of Section ES).
Provide In Appendix 7 a site map that identifies all onsite channels and highlights those onsite <hannels
that were identified as a Significant Source of Bed SedimenL The si[e map shall demonstrate, if feasible,
that the site design avoids those onsite channels identified as a Significant Source of Bed Sediment. In
addition, the applicant shall describe [he characteristics of each onsite channel identified as a Signlficant
Sourre of eed Sediment. If the design plan tannot avoid the onsite thannels, please provide a rationale
for each channel individually.
Identified Channel #1 - Insert narra[ive des�ription here
Identified Channel #2 - Insert narrative des�ription here
Identified Channel #3 - Insert narrative des�ription here
Step 3: By-Pass of Upstream Drainage(s) To Preserve ihe discharge of Bed Sediment Supply to the
receiving channel(s)
Onsite channels identified as a Significant Source of Bed Sedlment Supply should be by-passed the
discharge of Bed Sediment Supply to the receiving channel(s).
Check one of[he following:
❑ The site design does avoid and/or 6ypass all onsite channels identified as a source of Bed Sedlment
Supply /The applimnt may directly advonce to Section F.)
- Or -
❑ The site design does NOT avoid or by-pass all onsire channels identified as a source of Bed Sediment
Supply (The applicant may proceed [o an AI[ernative Approach, as defined in Section FJ.
Provide in Appendix 7 a site map that identifies all onsite channels and highlights [hose onsite channels
that were identified as a Significant Source of 8ed Sediment Supply. The site map shall demonsvate, if
feasi6le, that the site design avoids or 6y-passes those onsite <hannels of significant Bed Sediment
Supply ro the receiving channel(s). In additioq ihe applican[ shall describe [he characteristics of each
onsite channel identified as a Significant Source of Bed Sediment Supply. If the design plan tannot avofd
or by-pass the onsite channels, please provide a rationale for ea<h channel individually.
23 -
Water Qualiry Management Plan (WQMP)
Cos[co Temecula BuildingAdditions
Identified Channel #1- Insert narrative descriptian here
Identified Channel #2 - Insert narratfve description here
Identified Channel #3- Insert narrative description here
- Zq _
Water Qualify Manageme�t Plan (WQMPJ
Cos[co Temecula Bu�dfngAddiffons
Section F: Alternative Compliance
LID BMPs and Hydrologic Control BMPs are expected m be feasible on virtually all projects. Where LID
BMPs and/or Hydrologic Control BMPs have 6een demonstrated to be infeasible as documented in
Section D and/or Section E, respectively, other Treatment Control BMPs or alternative compliance
approa�hes must be used (subject LID waiver and/or HMP alternative compliance approval by the
Copermittee�.
In addition, if supporting documentation demonstrates the infeasi6ility to implement Sediment Supply
BMPs onsite (See Section ES), the applicant may refer to Section F.S.
Check one of the following boxes:
❑ LID Principles, LID BMPs, Hydrologic Control BMPs, and Sediment Supply BMPs have been
inmrporated into the site design to fully address all Drainage Management Areas. No altemative
complianre measures are required for this project and thus this Section is not required m be
completed.
- Or -
Q LID Principles and LID BMPs have NOT been incorporafed into the site design to fully address the
LID requirements for all Drainage Management Areas AND HMP Performanre Standards are not
fully addressed in the following Drainage Management Areas.
o The following Drainage Management Areas are una6le to be addressed using LID BMPs.
A site specific analysis demonstrating technical infeasibility of LID BMPs has been
approved by the Copermittee and induded in Appendix 5. The following alternative
tompliance measures on the following pages are being implemented to ensure that any
pollutant loads expected to be discharged by not inmrporating LID BMPs, are fully
mi[igated.The applicani should romplete Section F.1, Section F2, and Section F3, as
applicable.
o A site specific analysis demonstrating technical infeasibility of Hydrologic Control BMPs
and Sediment Supply BMPs has been approved by the Copermittee and Induded in
Appendix 7. Projects less than one acre have completed the Simplified iechnical
Feasibility Study. The applitant should mmplete Sectlon F.5 and/or Section F.6, as
applicable.
- Or -
❑ LID Princlples and LID BMPs have been incorporated into the site design to fully address the DCV
forall Drainage ManagementAreas. However, HMP Performance Standards are notfully
addressed in the following Drainage Management Areas. A site specific analysis demonstrating
technical fnfeasibiliry of Hydrologic Control BMPs and Sediment Supply BMPs has been
approved by the Copermittee and included in appendix 7. Prqects less than one acre have
mmpleted the Simplified Technlcal Feasibllity. The applicantshould complete Section F.5 and/or
Section E6, as applicable.
25 -
Water QualiTy Management Plan (W QMP)
Costco Temecula 6uildingAddifions
F.1 Identify Pollutants of Concern
Utillzing Table A1 from Section A above which noted your project's Receiving Waters and their
asso�iated USEPA approved 303�d) listed impairmenis, uoss reference this information with that of
your selected Priority Development Projec[ Category in Table F1 below. If the identified General
Pollutant Categories are the same as those listed for your Receiving Waters, then these will be your
Pollutants of Concem and the appropriate box or boxes will 6e checked on the last row. The purpose of
This is To document mmpliance and to help you appropriately plan for mitigating your Pollutants of
Concern in lieu of implementing LID BMPS.
iable F.1 �oirni,2 i=ull�,i.nn� hy �acJ �scTypt
Priority DevelopmenlGencralPOlWtantCategories
Projea Categories andlor roxic
P�ojec� FeaWres (check those gacierial Me�als Nutrien�s Pesticides Organic Sediments Trash & Oil &
Iha[apply) Indicamrs Compounds Debris Grease
Detached Residential
� �evelopment P N P P N P P P
� Attached Residential P N P P N P P Pp�
Development
� CommemiaUlnduslrial ppi p p�» pp� pisi pri p p
Development
� Automo�ve Repair N P N N P�°'Sj N P P
Shops
� Restaurants P N N N N N P P
(>SA��fl )
� Hillside Development P N P P N P P P
(>5,0�0 H')
� Parkin9 Lots plzi p pm Prl P�a� P��' P P
(>50�0 tl�)
❑ RetailGasoline0udels N P N N P N P P
Project Prioriry Pollutant�s) � � � � � � � �
of Concern
P=Potenlial
N=Not Polenlial
'��A poten6al Pollulanllfnori-nafive lentlsceping exists or is proposetl oosde;otherwlse not expected
1°A po[entlel Polluten[!f Ne pmjecf includes uncovered parking erees;otherwlse nat expec(ed
�`�Apotentlal Pollufant is land use involving enlmal wasle
"'� Specilically peboleum hytlmcarbons
jb' Specilicellysolvents
�`"6acferiel indicators ere roo[lnely tletectetl lo pavement runol/
26 -
Water Qualify Management Plan (WQMP)
Costm Temecula Building Additions
F.2 Stormwater Credits
Projects that cannot implement LID BMPs but nevertheless implement Smart 6rowth Principles are
potentialiy eligi6le for Stormwater Credits. Utilize Table 3-7 within the WqMP 6uidance Document to
identify your Project Category and itr associated Water Qualiry Credit. If not applicable, write N/A.
Table el5lormwater Gedits
qualifying Project Categories Credit Percentage'
N/A N/A
Taml Credi[Percentage'
'Canno[Exreetl50%
'Oblaln ronesponOfng dolo from Toble 3-0!n[M1eWqMP Guldanre Oommen[
F.3 Sizing Criteria
After you appropriately considered Stormwater Credits for your Project, utilize Table E3 below to
appropriately size them to the �CV, or Design Row Rate, as applicable. Please reference Chapter 3.5.5 of
the WQMP Guidanw Domment for further information.
Table F3 'rearmert Con:ml ISMV 5�¢In�
TREATMFNTCONTROLBMPS
� O
¢ Q a V � �
Q z a p a � � a a o z
o p — � d W
> > > w
d a o ¢ w W a a � � o
� � — a 3 ,� � z � � z �
�MA1 810QEAN 2.02v 036 099 BIOQENN �]60)433-0640 WP-4-8-84
MEDIA FlLTER
(HI6HER RNT[ Water PolisherUp
M[DIA RLTER) Flow Medla Filter
DMA3 BIOCLEAN 0.0] 012 O.11 BIOCLEfN (]60�433-J640 WR25-4-60
MEDIP FlLTER
(HI6HER RATE Water Pof¢her-Up
M[DIA RLTER� Row Medla FJter
Design qow rate for DMA1 and DMA3 were calculated per 2014 Water Qualiry Management Plan for
the Sania Margarita Region of Riverside CountY Section 2.5.1.d Design Row Rate (Qema)� The site is
located in BC Soils, a mnservative value for the composite runoff factor �C) was taken from the Soil
Group C Runofi CoefficientCurve (see Appendlx 6�.
DMA1 BMP Sizing: 4=CiA DMA3 BMP Sizing: Q=CiA
C=0.89 C=0.89
i = 0.2 in/hr i = 0.2 in/hr
A= 2A2Ac A =0.66Ac
q= 0.89xQ2x202 =0.359cfs Q= 0.89xQ2x0.66 =0.11lcfs
_ z7 .
Water Quality Management Plan (WQMP]
Costco Temeoula Building Additiuns
DMA2 BMP Sizing:
Design Storage Volume for DMA2 BMP was calculated using Santa Margarita Watershed BMP Design
Volume worksheet as shown below.
Sama �iar_arira\Ma�crshed ����:..i. -- k��������_���_�
6hIP Ihan V' I ' - � ( culm�l l'dw
<
.narR �1dL4EF.NG. �cCc�CCv�EMft-wA i�".����jp�•g�„7At5
nuld,�dby gfCLef su4H a._ngclpc..�4� lgD
�Cmnmo�-R���=�i�,minue�ame CEST�CT6�ELu�.9 D21S4. -D�S-Oi
ominnczAin N�e�no�>ama
IuivnlmAs.al�lrvv nirF.aor+� i il^i nu.a
F ` Iv.cu ' I .mNnWf.l.lhk f �-��.Ir.d.� At . IIaJb..�4Appmd�.nL
S{¢1.2�u� Tcao.M1lp
H:m�c
tiv:i
�u
fimwtlmA"Pcaz.�i:.:,'-HmmRvinfall�epin Il,. � U90
—. un�m,l��i,,�[rzai�o�imrm�,��.r�cem, _ _
' I\YerIV,•:'.:.:a.a!npmcn's.:lrarecer �1iwMSurfaoeiµms
�, . .cpW.IJuw.�.n�w
' F�r..��..�e��r��..���.�-n..�� i_ u;.
Ca'wSi.i'c�mnl+^�•�c Rp:mliCceR�Aem_C foe Nc tl\tP�fntm!m A�e.
/'� 1 nll..�n.inp.o y. ...m !m\\I I d4 I licLrr.. • . .
� C�utiNl�°-09NI/'J�]Jy-lLlli C= L_
. _ __ _ ._
De�nninrt➢n_n9ur:yv'�'nl¢ e\'i.n . ..
'. Cl :lmq.in..s � _ s...},.vom . \i1J:�.['. .. c i �. �•0:1��
'. amwwe �.Pa�, �.o����,.�m�orn�.u�m_r„�.. . .
v t'r �� :u:H;, �, u.=eJ�4m:� �'_,"- h` .v0ww[ �[4'0
��FmvF � ,_i.i .ii_ .._
1vG:�qnCEv�.lul - l5:4 . . < ��r -� ' 1^pl �� � C �° nJLH
1 oYA¢nCc � �4°�tl" � IL°c L�'
M�L vplVu�[ Ocpant9 ' ��810.0( -F1 I vmps�n[5 - 40'.
�_ l
zg_
Water Qualitl'Management Plan(WQMP)
Costco Temecula BuildingAddiHons
F.4 Treatment Control BMP Selection
Treatment Control BMPs typically provide proprietary treatment mechanisms m treat potential
Pollutants in runoff, but do not sustain significant biological pmcesses. Treatment Control BMPs must
have a removal effi�iency of a medium or high effectiveness as quantified 6elow:
• High: equal to or greater than 80% removal efficienty
• Medium: between 40% and SO% removal efficiency
Such removal e�ciency dotumentation (e.g., studles, reports, etc) as further tliscussed in Chapter 3.i2
of the WQMP Guidance Document, must 6e induded in Appendix 6. In addition, ensure that proposed
Treatment Control BMPs are properly identified on the WQMP Site Plan in Appendiz 1.
Table R0.Tmatmc�[COOhGI 3MV Solo.[ion
Selected Treatment Con[rol BMP Priority Pollutant(s) of Removal Efficiency Percentage3
Name or ID' Concem to Mitigate'
1 (Water Polisher — Up Flow Media Nutrients 70%
Filter) HeavyMetals 44-95%
OrganicCompounds 84%
Pesticides Unknown Removal Efficiency
Bacteria 68%
2 (RowThrough Planter) Nutrients High/Medium
HeavyMetals High
OrganicCompounds High
Pesticides Medium
Bactena High
3 (Water Polfsher — Up Flow Media Nutrients 70%
Filter) HeavyMetals 44-98%
OrganicCompounds 84%
Pesticides Unknown Removal Efficiency
Bacteria 68%
`Treo[ment Contml BMFz mw[not be mnsbvcletl wltl�in Feceiving Wote¢In oOGINon, o p�opmedTieotmen! Conlml FMP moy be llsted
re mon once�t�hey possess more enon one qumiJ�jinq uo�mmne�emom�eryarency.
'Cross Fe)e�en[e Tahle E I obove to populote this mlumn.
'A5 dommenfe0 in o CopeimineeAppmmd SfudV o���V�ovided in Flppendix 6.
F.5 Hydrologic Performance Standard — Alternative Compliance
Approach
Altemative compliance options are only available if the governing Copermittee has acknowledged ihe
infeasibility of onsite Hydrologic Control BMPs and approved an altemative wmpliance approach.
Attach m Appendix 7 the Technical Feasibility Study (Projects equal or greater than one acre) or
Simplified Technical Feasfbility Study (Projects less than one acre) along with a written approval from
the Copermittee.The appllcant may refer to Section 2.Z.iv of the SMR HMP for extensive guidelines on
the altemative compliance approach.
Select the pu�sued altemative and describe the specifics of the olternative:
❑ Offsite Hydrologic Control Management within the same channel system
zg_
Wa[er Quality Management Plan (WQMP�
Costco Temecula Bullding Add7Gons
Nh�
❑ In-Stream Restoration Project
Nih
For Offsite Hvdroloeic Control BMP Ontion
Each Hydrologic Control BMP must 6e designed to ensure that the flow duration curve of the post-
development DMA will no[exceed [hat of the pre-existing naturally o¢urring, DMA by more than ten
percent over a one-year period. Using SMRHM, the applicant shall demonstrate that the performance of
each designed Hydrologic Control BMP is equivalent with [he Hydrologic Performance Standard for
onsite ronditions. Complete Table F.4 below and identify, for each Hydrologic Control BMP, the
equivalent DMA the Hydrologic Control eMP mitigates, that the SMRHM model passed, the total volume
capacity of the BMP, the BMP footprint at top floor elevation, and the drawdown time of the BMP.
SMRHM summary reports for ihe altemative approach should be documented in Appendix 7. Refer to
the SMRHM Guldance Documentfor addltional information on SMRHM. Vou can add rows to the table
asneeded.
rauoFSCUJ.�z I .� r„I riv�
BMPName/TYpe Equivalent SMRHM BMPVolume BMP Drawdown
DMA (ac) Passed (ao-ft) Pootprint(ac) time (hr)
NA �
❑
❑
❑
Farinstream Restoration Option
Attach m Appendix 7 the technical report detailing the condition of the receiving channel subje<t to the
proposed hYdrologlc and sediment regimes. Provide [he full design plans for the in-stream restora[ion
project that have been approved by the Copermittee.
F.6 Sediment Supply Performance Standard - Alternative Compliance
The altemative compliance option to the Sediment Supply Performance Standard is only available if the
goveming Copermittee has approved the investigation of altemative Bed Sediment Supply options.
Attach to Appendix 7 the Technical Feasibility Study, along with the modeling analysis, the long-term
monitoring program, and the potential mrrective actions, that demonstrate [he performanre of the
overall alternative mmpliance program. ihe applicant may refer to Section L3.ii of the SMR HMP for
ex[ensive guidelines on the alremative mmpliance approach.
Provide a narrative describing the altemative Bed Sediment Supply approach, induding the long-term
monitoring program and the findings of the numerical modeling.
N/n
- 30 -
Water Quality Managemen[ Plan (W QMP)
Costco Te�necula 6uilding Additiuns
Section G: Source Control BMPs
Source Control BMPs indude permanent, structural features that may be required in your Projett plans
— such as roofs over and berms around trash and recyding areas — and Operational BMPs, such as
regular sweeping and "housekeeping", that must be implemented by the site's occupant or user. The
Maximum Extent Practicable (MEP) standard typically requires both types of BMPs. In general,
Operational BMPs cannot be substituted for a feasible and effecfive struc[ural BMP. Using the Pollutant
Sources/Source Control Checklist in Appendix S, review the following procedure to specify Source
Con[rol BMPs for your site:
1. Identify Pollutont Sourres: Review Column 1 in the Pollutant Sources/Source Control Checklist.
Check off the potentlal sources of Pollutants that apply to your site.
2. Note Lomtions on Project-Spetifit WQMP Exhi6it Note the mrresponding requirementr listed in
Column 2 of the Pollutant Sources/Source Control Checklist. Show the location of each Pollutant
source and each permanent Source Control BMP in your Project-Specific WQMP Exhi6it bcated in
Appendix 1.
3. Prepare a Toble and Norrative: Check off the corresponding requirements listed in Column 3 in the
Pollutant Sourres/Source Control Checklist. In the leR mlumn of Ta61e 6.1 below, list each potentfal
source of Pollutantr on your site (from [hose that you �hecked in the Pollutant Sources/Source
Control Checklist). In the middle column, list the mrresponding permanent, Structural Source
Control BMPs (from Columns 2 and 3 of the Pollutant Sources/Source Control Checklist) used to
prevent Pollutants from entering runoff. Add additional narrative in this rolumn that explains any
special features, materials or methods of construction that will be used to implement these
permanent, S[ructural5ource Control BMPs.
4, Iden[iJyOpera[ionol5oarre Control BMPs:To mmplete your table, refer once again to the Pollutant
Sources/Source Control Checklist List in the righf column of your table the Operational BMPs that
should be implemented as long as the anticipated activities continue at the site. Copermittee
stormwater ordinances require that applica6le Source Con[rol BMPs be implemented; the same
BMPs may also be required as a mndition of a use permit or other rewcahle Discretionary Approval
for use of the site.
- 31 -
Wa[er Quality Management Plan (WQMP]
Costco Temecula Buiiding AddiHons
Table G.Illrcrlural and OFeixLion�i Sourtt CocUo. 8F4=
Potential Sources of Runoff Operational Source Control BMPs
Pallutants Sbuc[ual5ourceContmlBMPs
Commercial/Industrial Education for Property Owners,
Development M54 Stenciling and Signage Operators, Tenants, Oaupan[s,
or Employees
ParkingLots >S,OOOsf Landscape and Irrigation System
Design A�Livity Restrictions
Propedy Design:
❑ Air/WaterSupply
Drainage
❑ Loading Do�ks Irrlgation System and Landscape
❑ OutdoorMaterial Maintenance
Storage Areas
❑ OutdoorWorkAreasor
Processing Areas
Common Area Litter Control
Street Sweeping Private Stree[s
and Parking Lots
Drainage Facility Inspection and
Maintenanre
Section Fi : Construction Plan Check{ist
Populate Table H.1 below to asslst the plan checker in an expedi[ious review of your project The first
two mlumns will contain information that was prepared in previous steps, while the last rolumn will be
populated with the corresponding plan sheets. This table is to be completed with the submittal of your
final Pmject-Spe<ific WQMP.
Table H.1 Coutruction Plan Gacs m
BMPNo.orlD BMPldentifierandDescription CorrespondingPlanSheet�s)
1 BMP — Bio-Clean Water Polisher Up Row Media C-8
Filter (WP-4-8-84)
2 FlowThroughPlanter C-8
3 BMP — Bio-Clean Water Polisher Up Flow Media G8
Filter (WP-2.5-4-60)
3L
Water Qualiry Maiiagemcnt Plan (WQMP)
CosTco Temecula �uildingAddibons
Note that the updated table — or Construction Plan WqMP Checklist — is only a reterence tool m
facilltate an eary mmparison of the construction plans to your Prqec45peclfic WQMP. The Copermittee
with jurisdiction over the Project site can advise you regarding the process required to propose changes
totheapproved Project-Specific WQMP.
- 33 -
Water Qualiry Management Plan (WQMP)
Costco Temecula BuildingAdditions
Section I : Operation, Maintenance and Funding
The Copermittee with jurisdiction over the Project site will periodically verify that BMPs on your Project
are maintained and continue to operate as designed. To make [his possible, the Copermittee will require
that you indude in Appendix 9 of this Project-Specific WQMP:
1. A means to finance and implement maintenance of BMPs in perpetuity, induding replacement
cost.
2 Acceptance of responsibiliry for maintenance from the time the BMPs are constructed unYil
responsibiliry for operation and maintenance is legally transferred. A warranty covering a
period following mnstruction may also be required.
3. An outline of general maintenance requlrements for the 5[ormwater BMPs you have selected.
4. Flgures delineating and designating pervious and impervious areas, location, and type of
Stormwater BMP, and ta6les of pervious and impervious areas served 6y each facility. Geo-
locating ihe BMPs using a mordinate system of la[itude and longitude is remmmended to
help facilltate a future sCatewlde database system.
i A separate list and location of self-retaining areas or areas addressed by LID Principles that do
not require speciallzed Operations and Maintenance or inspections 6ut will reqwre typical
landscape maintenance as noted in Chapter 5, in the WQMP Guidance. Indude a 6rief
description of typical landscape main[enance for these areas.
The Copermittee wiih jurisdktlon over the Project site will also require that you prepare and submit a
detailed BMP Operation and Maintenance Plan that rets forth a maintenance schedule for each of the
BMPs built on your site. An agreement assigning responsi6ility for maintenance and providing for
inspections and cer[ification may also 6e requlred.
Details of these requirements and insvuctions for preparing a 8MP Operation and Maintenanre Plan are
in Chapter 5 of the WQMP Guidance Document.
Maintenance Mechanism: Costco Wholesale, Inc. will be responsi6le for maintenance of all proposed
BMPs per Operations and Maintenance outlined in Appendix 9.
Will ihe proposed BMPs be maintained by a Homeowners' Association (HOA) or Property Owners
Association (POA)7
�Y � N
Indude your Operation and Ma'mtenance Plan and Maintenance Mechanism in Appendix 9. Additionally,
indude all pertinent forms of educational marerials for those permnnel that will be maintaining the
proposed BMPs within this Project-Specific WQMP in Appendix 10.
- 34 -
Water Quality Management Plan (WQMP)
Costm Temewla BuildingAdditions
Acronyms, Abbreviations aud Definitions
20'10 SMR M54 Ocde�� Na R9-2070-0016, an VPDES Pe�mit issued by the San Diego
Permit Regiona] Wate� Qnality Control 13oa�ti.
Applieant Publ9c or private entih� seeking fl�e disa'elionary approval of ne�v
or replaced iinprovemcnts fi'om the Copermittee with jm'isdiction
over N�e project siCe. The Applicant has oveialL responsibility fox
the implementation and the approval of a Priority Deve]opmen[
ProjecL The INQMP uses consish>nNy the tcrm "us��" to refer tn the
appBcant such as developer oi project proponent.
The WQMP einplocs 21so tlm dcsignation "uscr" tn identifn [he
Registr�'cd R'ofessional Civil En�ineer cesponsible foi submitting
the Pro'ect-S eci[ic WQMP, and desi �u>> fl�e re uired BMPs.
Best Management Ucfined in 40 CFR 1222 as sd�edules of activitics, prohibitions of
Practice (BMP) PT�ctices, maintc7iance procedures, and other management
}�ractices to prevent oi' xeduce the pollution of waters of [he United
States. BMPs .lso indude rreatment requirements, operating
p�'oc�dures an�9 piac[ices to control plant site runotf, spillage or
leaks, sludgc or wasm disposal, or ��aviage t�nm raw matciial
storage. ]n the case of mmi3dpal storm water pexmits, BMPs are
tv icallv used ui �lace of numeric effluent limits.
BMP Fact Sheets BMP F�ct SheeLs are avulable ui Hie LID BMP Desian Hai�dbook.
Individual BMP Aa�t Sheefs indude sitting mnsidcrations, an�9
design and sizing guidelines for seven typen of structwal I3MPs
(infilhation basin, nifilh'atirni trench, pei�meable pavement harvest
.u�d-use, bioretention, extended detenhon basin, and su�3 fiL[er).
Califomia Publisher of the Califnrnia Stonnwater Best Mznagement Practices
$tOrmwater Quallty Handbooks, available a[
Association (CASQA) ww�v.cabmphandbnoksrnm.
Conventional A type of BMP fliat procides trcahnent of smi�inwater runoff.
Treatment Control Conventional h'eafinent conh-ol 6MPs, while desianed to tieat
BMp paxticulaz Pollutants, typically do not provide the same level of
volwne reductirn� as LID BMPs, 2nd mnnnonly require moie
specializecl maintenuice than LID B�1Ps. As such, the 2070 SMR
MSl Peimit and Hiis WQMP requirc thc usc of LlD BMPs whexever
feasible, befo�'e Conventional Trea�ient BMPs cazi be considered or
im lemcnteci.
Copermittees 'Thc 2070 SMR MS4 Permit identiFies the Citics nf Murrieta,
Temecula, and Wildomar, H1e Comity, and the District as
Co�eimitlees for the SMR.
County The abbreviaRon refers to the County of IZivrrside in this
docmnent.
CEQA C2lifornia Enviro�mental Quality Act- a etatute th�t reyuires stafe
and loczl agencies to identifv the si�,mificant environmental impacts
of their �cfions and to avoid or �niti ate those iin �acts, if feasible.
- 35 -
WaCer Quality Managemen[Plan(WQMP]
Costm Temecula BuildingAddi[iuns
CIMIS Californinlrrigatirn� ManagementlnfonnationSystem-an
inte,�,rated netcvork of ll8 automated active weadiex statione all
over CaLifornia man2ged bv the California Depar[ment oF W2ter
Resouices.
CWA Clean Water Act- is{he prunary fede�'al law gwe���ung watei
polluHon. Pzsscd in 1972, thc CWA estaUlishccl dic goals o[
eluninatina wLeases of high amountr of toxic subctances into water,
eliminating ad�titional wa[ex pollution by 1985, and ensuring fli�t
surface waters would meetstandards ne�essary forhuman sports
znd��cc��carion bv 1953.
CW95ec[io� 402(p) is [helederal statute requiring NPDES permits
for diechar>cs from MS4s.
CWA Section 303(d) Im}'+aired water in which watcr yi�ality dois notmeet zpplicable
Waterbody °r"�tei qualih� slandards azid/oc is no[ expected to mee[ water
quality standa��ds, even after the applicaHon of tecl�nologv based
pollutiom m�trds reyuired bv the CWA. The discharge of urban
runoff to thesc watcr bodies by thc Coper�vttecs ie signifirant
because these discharges can cause or conhibute to violafions of
a i ilicable water ualiN standar'ds.
Deslgn Storm 172e 2010 SMR MS4 Permit has eskablished the 85[h pei'centile, 24-
hour shrnn cventae Nic 'Dc�si�,m Storm". Thc ap]�licantmay i-�`fcr to
Ezhibit A lo idenLifv tLie applicable Design Storm Depth (U85) to
N�c �ro ec[.
DCV Desi�m CapLvre Volumc (DCV) is the volume of�vnoff f�roduced
from the Design Stocm Lo be uii[igated ttuough 11D Reten[ion
BMPs, Other L1D BDQPs and Volume Bascd Conventiona]
Trcatment BMPs, as a � ro �riate.
Design Flow Rate The design llow ratc represents the minimum Flnw rate ca��acity
thatfloH�-based convenHonal treahnent con[rol 6MPs should heat
to thc MEP, when considered.
DCIA Dn'ecNy Connected Impe�vious Areas- those impc�vious areas that
are hyAxauliczlly connected to Ehe NLS�} (i.e. street curbs, catch
basu�s, storm drains, eM.) and thence to the sh'uctura] B.'dP without
Flowin ovei ervious ueas.
Diseretionary A decision in which a Coperm5ttec uses its judgment in decidmg
Approval `�'hether and how to carry out or appi�ove n En�oject.
Distriet Riverside CountV Plood Conh'ol and Water Conscivatirni Dishict.
DMA A Drainage Managemenl Area-a delineated portion of a project
site that ls h��draulicallv m�nected m a co�runon sn�uctural Bn4P ar
m�veyance point �Il�e Applica�t may iefer to Section 2.3 for
turther uidelines on how to dclincate DMAs.
36 -
Water Quality Managemen[ Plan (WQMP)
Costco'femecvla Building AdAitfons
Drawdown Time Refes to the amount of hme the dcsi�n volumc takes to pase
through the BMP. The specified or incorpo�ated drawdown times
are to ensure tt�zt zdequate contact or detention tvne has occw��ed
for trcamunt, while not c��eating vec[or or other nuisance issues. It
is impoi'tant to abide by the dr2wdown 6merequu'ements siated in
the fact sheet for each s ecific BMP.
Effeetive Area Area which 1) is suitaUle foc a 6MP (for example, if infilhaHon is
potcntially fcasible for the site based on uifeasibility criteria,
infilh'ahrn� must be allowed ovei this acea) and 2) receives runoff
from im ecvious aseas.
ESA An Enviromnental Sensitive drea (ESA) designates an aEea "in
which plan[s nr animals Life or their habilats are ciHier rare or
esF Eriallp va]uaMe because of their specia] naluie or roLe ui an
ecosvste�n and v,�hich wouLd be casily disturbed or degraded b}�
human activi[ies and developments". (Aefecence: Cali£onua Public
Resources Code § 30107a" .
ET F.vapotranepiiation (ET) is the loss of water to the atmosphc�'c by
[he mmbincd processes of evaporation (from soil and plant
surfaccs) �and h'anspiration (finm plan[ tissues). It is tdso an
aidicator of how much watc�' a'ops, Iawn, garden, and 4'ees need
fon c�althv rowll� and roductivih�
FAR The Floor A�'ca Ratio (FAR) is the total syuaie feet of a buildvtg
divided bv the total s�utlre feet ot thc lot the b�ildino is]ocated on.
PIOW-BaSed BMP Flow-based BMPs zre crn�venfional [ieatvtent<onh'ol BMPe that arc
sized to ti'eat [he desi m Flova rate.
pppp FaciGty Pollution Preve�tion P]zn
NCOC 1lydrologic Condition of Concern - Pxists when Nic alteratinn of a
sim's h��dro7ogic regime caused by development woidd cause
sihm9ficant unpac[s on dov�aistrea�n channele and aqua[ic habiLats,
alone or in co�i unetion wiN�im �acts of other �rci ects.
HMP Hvdi'omodification Manage�nentPlan - Plan defining Pecformance
Standards for PDPs to manage increases in xunoff discharge rates
znd durations-
Nydrologie Control BMP [o inifigate tl�e increases in runoff discharge rates an�{
Bry�p durallons and meet the Performance Standards set forth ui the
11�1P.
HSG Hy�rologic Soil Ginups - soil dassiEication to indicatr thc
minimmn rate of infiltration obta9ned For bare soil after pcolonged
wettina. Thc HSGs ace A (very low runoff potentiaL�high
ndilhafion cate), B, C, and D (hig,l� runoff �otential�vc�y low
infiltration rate)
HydromodifiCation The 2070 SMR M54 Pennit idcntifi�s that increased vo]uine,
velocity, fi'equency and discharge dmation of s[orm water runoff
6�om develo}�ed areas has thc pote�tial to greatly acceleratr
do�ms'h'eam erosion, unpair stream haUitat in natura] dcainages,
andne ativrJpim actbenefidaluses.
37 -
Water QualiTy Management Plan (WQMP)
CosCco Temecula Building Additions
JRMP A sepaxate Jur3sdictiona7 Runo[[ Management Plan QR?vIP) has
been devcloped bv each Cupennittec and idenNfics the local
programs and activities [ha[ the Copennittee is iuz}lementuig lo
meet the 2U10 SMR MSh Pci'mit re uirements.
LID Low Impact Deve]opmcnt(LID) is a site design strategy with a goal
of maintaining or replicaring the pre-developmen[ hy3lologic
regime through the use of desUm techniques. LID siYe design BMPs'
help preserve and restore the natuxal h�=drologic cycle oF the site,
allowing for filirntion and aih7fl�ation which can greatly eeduce Hic
volwne, peak Flow �ate, velocitv, and pollulant loads oF stonn
water runoff.
LID BMP A trpe of stormwat��' Bb1P that is 6ased upon Low l�npact
Devclopment mncepts. LID BMPs not only provide Itighly effective
h'ea[ment of storinwaLer �t�noff, but aLso yieLd polentiallv
signific�nt�'eductions in rmioff volwne -l�elping to mimic the pre-
pcoject lmdrologic re�me, and also rec�uire Icss �mgouig
maimm�ance than Treatrnent Comrol BMPs. The applicant mae
refei tn Cl�a�ter 2.
LID BMP Design Thc LID BMP Desi�i Handbook was devclopcd lry the
Nandbook Copermitmes to providc ��idanm tor the pluuiing, desibm and
m�intenance of LID BMPs which mav he used to initigate the water
�ualitv im �acts of PDPs within thc Countv.
LID Bioretention BMP LID Bioretcntion BMPs are bioretention areas are vegetated (i.e.,
landscayed) shallow depressions [hat provSdr etrn�agG infiltration,
and evzpoh'anspiration, and provide for pollutant removal (e.g.,
fltratioii, adsorption, nu�ient uptake) bv filta�ing stonnwater
through Hie vegelz6on and soils. In bio��ctention areay, pore spaccs
and oiganic mate�'ial in lhe soils hclp to retain watei ui the fo�'m of
soil moisture and to promote Lhe �dsolphon of pollutants (eg.,
ciissolved metals and petrolruin hvdrocarbons') into thc soil matrix.
Plants use soil moisture and promote the dcy�ng of the soil Hn'ough
transpiration.
The 2070 SMR MS4 Pcrmit defines "retain" as to keep or hold in a
}�articuler place, mmiition, rn' position without disd�argc to suiface
waters.
LID Biotreatment BMPs that redure stonnwater pollut�nt discharges bv v�terceptv�g
BMp rainfall on vegetativc c�nopy, and tivough uxidental infiltration
and�or evapotranspirafion, and filh'ation, and othcr biological and
chemical processes. As sronnwater passes down through the
planting soil, pollutanls Are filtercd, adsorbed, biodc�,n�adecl, and
seyuestered bs Lhc soil and plants, and mllec[ed through an
underdrain.
LID Harvest and B'vlPs used to fadGtate captucing Stormwater RunofF fm� latcr use
Reuse BMP �^'ithout neb2fivc]y iinpacting downsh'eain wa[er rigl�[s or other
Beneficial Uves.
3S -
Wa[er Qualiry Management Plan (W QMP)
Cost<o Temecula 6uilduigAdditions
LID Infiltration BMP BMPs ro Et�iucc stormwatcr runoff Uv captm'ing and infilhating tlie
runoff into in-situ soils or amended onsite soils_ Typical LiD
lnfilttation 6'_v1Ps uzdude nifllhation basins, u�fIlhation h'enches
and ervious �avements.
LID Retention BMP BMPs to ensure full onsite retention without runoff of the UCV
such es infilh�aHon basins, bioxctcntion, chambcxs, trcnches,
ennezble �avement and avers, haivest azid reuse.
LID Principles Site desi�m m�cepty Hiat pxevent ox mininuze the cauees (or
dri��ers) oC posL-mnstruction impacts, and he]p mimic the prr
develo menthvdrolo icec imc.
MEP Mazimum Er[en[ Practicable - standz�d establislted by the 1987
�unend�nents ro the CINA for the reduction of PoLlu[an[ discharges
from MS4s. Refcr tn Attachment C uI [he 2010 SMR M54 Peimit for
a complece lefuiition of MEP.
MF �u1ti-familv - zoning dassification for parcels having 2 or more
livin residential units.
MS4 Municipal Sep�cate Storm Sewec Sestem (M54) is a convevance oc
sysrem of conveyances (induding ��oads with drainagc systems,
municipal strcets, catrh basins, a�rbs, gu[[ers, di[ches, man-made
chaimels, or s[o�'m d�ains): (i) Owned or npe�ated bv a Slale, cih�,
town, bnrnugh, munty, parish, distnct, associatioq oi' othei public
body (ceeahd b}� or pursuzn[ to St�ite law) having jurisdiction over
disposa7 of sewagq indusMal wastes, srorm water, or other wastes,
induding special districts under Slate law such as a sewer district
Flond control �listrict or �ainagc dishict, or eimilar entify, rn' an
im$nn hibc m' an authorized lndian 4'ibal organ9zation, or
desiym2tcd and approved inanagemeiit agcncp under section 208 of
the CWA that discharges to waters of the United Statr_s; (ii)
Designated or used foi' collecring ox mnveying storm water; (iii)
}Nhich is not a combined sewm; (iv) Which is nnt }�ait of the
PublidV Owned Trcahnent Works (POTVV) as defined at 40 CFR
1222Fi
New Development Defined by the 2010 M54 pernut as Priorih• Devclo}rnent R�ojecte'
Projeet if the project, or a component of the project meets the c�arega�ies
and Tln'esholds desccibed in Section l]].
NPDES National Pollurion Dischaige Elimination Svste�n - Federal
proaram for 9ssuing, modifying, revoknig and reiseuuig,
terminating, monitrn'ing and e�forcing pe�mits, a�d imposing and
e�doresg pretreatmenl requirements, under Sectioiu 307, 318, 402,
and 4Q5 of the C W A.
NRCS Nahv'al Resources Conserverion Service
ppp Priority Development Project - Indudes New Deve]o}�ment and
Redevelopment project categrnies liste�9 in Section P1.d(2) of Ocde��
No- R9-2009-00�2.
39 -
Water Quality Management Plan (WQMP)
Costm Temecula Building Additions
PrioriYy Pollutanis of Pollutants expected to be pmsent on the pr��ject site and fo�' wh9ch a
Coneem ��"^'nsffeam water bodv ie also listed as Impaiced under the CWA
Section 303 d list oc bv a TMDL.
Projeet-5pecific A plan specifying and docwnentutg pei�manent LID P�inciples and
yyQMp Stonnwater BMPs to control post-mnstruction Po]]uLanls and
s�toimwatc� runoft toe thc lifc of the PDP, and thc pl�ans fox
o�eration and mauitenance of those BMPs for the li[e of tlte n�o'ect
Receiving Waters Waters of thc United States.
Redevelopment 77ic o�cation, addition, and oe repLacement ot impervioiis surface
Project on an alreadv develope3 site. Exainples iiiclude the expansion of a
bitilding footprint, road widening, Lhe addition to or replacement
of a structure, 2nd a'catiim or addition oF impervious surfaces.
Peplacement of impervious sw�hces aicludes any achv9t}� that ic
noL part of a routine maintenance activity whei'e impei'vious
material(s) are re�noved, exposing widerlping soil during
consh��ction. RedeveLopment does not include trenching and
resurfadng associated with utIlity work; resurPacing existing
ioadwavs; new sidrwalk mnstruction, pedesti'ian ramps, oc bike
Ianc on exisring roads; znd �natinc replacement ot damaaed
paveinent such as pothole repair.
Pro ect thatmeets the ciitetia desc�ibcd in Section 1.
Runoff Fund I2w�off Aunds have not been established by thc Coperm9ttccs and
are not available to thc Applicant.
It established, a Runoff Pmid will devclop regional mitigation
projects where PDPs will be able to Uuy miHgztlon aedits if it is
determined thatim lementin onsite conh'oIs is infczsiblc.
San Diego Regional �n Diego Regional Watei� Quali[y Control Board - The teim
Board °RegionaL Board", as defined in Water Code section 13050(h), is
inrended to rcfcc to the Califocnia Regiona] Water Quelih� Control
Boud for the Szn Dfego Reaion as spetified 'ui Wate�' Code Section
73200. StaLe a�,renq� res'ponsiblc for n�naging an�9 regulatuig water
c ualit in the Sl1R.
SCCWRP SouthernCalifonuaCoastaLWate�' P.escarchProject
Site Design BMP Site desi�,m BMPe prevent or mini�tize the causes (or c�ivers) of
posEconshnction impac[s, and help inimic the prrdevelopment
hvdrolo ric re inc.
SF pai�rels with a ��rniing dassification for a saigle xesidenfia] w�it.
SMC SouthernCaliforiiiaStonnwatei' MoniLoruigCoaliHon
SMR 7'he Santa Maryniita Rc�on (SMR) represenfs the portion of the
Santr Ma�garita Walershed Hi�it is incl�ded within the Cou�h� of
Riverside.
-40 -
Water Qualiry Maiiagcment Plan (W QMP]
Costco Te�necula Building Additions
Source Control BMP Source Control BMPs leuld use or site plaiu2ing practices, or
structu�al or noiutructurel measw�es tha[ aiin lo p�'evcnt ronoff
pollution bv reducing thc poMntial for crn�tamination at the sow�ce
of poLlutiim. Source mntroL BMPs mirtimize the contact Fetween
PoJlutants and runnff.
Stormwater Credit Stoivtwater Credit can be daimed by an Applicant if cu�tinl
development prncLices that p�ovide bcoad-scale envi[o�vnental
benefi[s to communiHes aze inmrporeted into the projec[ design.
Refer to Section 35.4 for additional 9nformation on SNrmwater
Credits.
Struttu�al BMP Stru<tures designed Lo ieinove polhitmits fi'om sto�mwate� xm2oFE
and mifi*atc hadinmodification im �acfs.
Syyppp Stomt W.ter Pollution R'evention Plan
Tentative Traet Map 7e�taLive Tczct Vlaps are ieqused foi� ill subdivision araNng five
(5) or more paztels, flve (5) or morc mndominiume as defined in
Section 783 of thc California GvIl Code, a mminunit}' aparhn�it
projcct mntaining five (5) oe more parccls, or for thc mnvereion of
a dwelling M a stock ronpeiative cont2ining five (5) or marc
dwellin wlits.
TMDL Total Maxunum Daily Load - the maximum amount o[ a Po1luCant
that can be dischnrged into a waterbociv from all sources (point and
non-point) and sti1L uiauitain Water Qnality Standards. Under
CWA SecHon 303(d), TMDLs must be developed for all
watcrbodies that do not incet Wate�� Qualih� Stindards after
a lication of technolo v-based controls.
USEPA United Stafis Environnental Pmtection Agencp
Volume-BaSed BMP Volume-Bascd BMPs a}�}�lies h� BMPs whcrc the pri�naiy mode of
po�7utant remov�l �iepends upon Hte voluuzeh'ic <apacity such as
detenhon, retention, and inHltl'a6on svstems.
WQMP W�terQueilitvManageinentPlan
Wet Season The 2010 SMR MSl Peimit defines the wet season from October 1
throu h A nil 30.
41-
�
0
� �
0 9
6 �
7
N �-
W �
O
Wa[er Quality Management Plan (WQMP)
Costm Temecula BuildingAdditlons
Appendix 1: Maps and Site Plans
Lamtion Map, WQMPSi[e Plan and Receiving Waten Map
41 -
VICINITY MAP
�
�
z
N �
COSTCO
� WHOLESALE
�ti
�`s ��RPN�HOGPUFORNIP
CONCREfE SIEPOFF (WHERE
BIO-RETEMION TO BE PIANTm OVERROW STRUCTURE � OCCURS) PER ARCHITECT SITE AREA SUMMARY LEGEND
/ \ "" PER LANDSCAPE ARCHITECT PLANS TOP OF GRAlE (TG)
AI . N MA H
� � P� P� BO7TOM OF CURB ELEVATION. pER OUSEAREA: O18ACRE PROJECT BOUNDARY - - - - -
\ � � `_ 3
- - - _ _ - -
.. . -:... � :�. _ :. � .
. I I I-I I I 3 � - � • � � . . IMPERVIOUS AREA: 1.1 ACRES
� � I I I-I I I I I �j s" M�N e"'. . � ' ' DMA LIMITS
� ��y� �� - ,!� � � ' I 1=1 I I I I I �, . � ���. . '� ' �o�ENEo cuRs �
.� � /\ I . .:� � � I=I I ' AND GUffER PER C�
; � � � ��� � ' II=III �III ' BIaRETEN710N i EXISTING STORM DRAIN - - so - -
�� � � �\ 18" THICK LAYQ2 OF lOAMY SAND IYPE SOIL. t I I �� SOIL AlE61A 8 .FlNISNED Ga .Jo o -I I I I I I � CONNECT LJNER e PROPOSED STORM DRAIN
RADE
�\ � � �. y� ELEVATION (FG) -y � TO CURB PER DETAIL
, S"-' � ''. . ' /\ :\. MIN. INFlLTRATION �� 4 NCHSDEEPTB�I DSEYE" WIIIIIIII� ( Mj . ' ^ " � � .��c I=I III
��� �. � / k I Bg •�SET LEVEt. t C-8
. _ .. _ .. ����J ... . . � � ... :_ _ o _ � � �=1 � ,n �
_ _ � " / . � ,� / � oQoo o°o o° q °o°o"o"a°o°000�o �NTAIN 6' BENCH NA¶VE SOIL FOR _
. � � � � � � ��� � � � �i �: PEA GRAVEL CHOKER STONE LAI��R� � I x M� ; ,. . , � �� �-I I I� SUPPORT OF ADJACENT CURB/PAVING � � COSTCO DMA NUMBER �
\ � I- _
�,r �
�w� ��� � � � / � / � � � _ r� -� I P N � WHOLESALE FLOW DIRECTION
. _ . . ` � ..( \ � � 72� ��' I�i� DOUBLE LINED IM ERMEABLE LI ER ON �
--
�- 1. ' �� ` �" CALTRANS CLASS 2 PERMEABLE i " ALL SIDES OF PIANfER. MIRAFl NT700 V
� I I I I I ' -`! � > , ;.:';;� : . . . ( � \ / %\ ��� � � �� i I - =I I I-I I I- � OR EQUAL MIN 18' OVERLAP AT 3 FLOW THROUGH PLANTER (PERVIOUS)�
4' DW. PERFORATED SUBDRAIN. I - - JOINTS.
{ - • � '-- -_ A / � v�; �� CI I 1-1 I I I I 1-1 I I, , I I I I I I=
oz _� -r� ADD TR N _ I 1 �� ;',
�� � SLOPED 0.5R MIN TO OUREf. �-i i i-
r I I � � � � � � �. MSTALL CUTOFF WALL AT OIJREf IXTEND LINER 6� MIN BELOW BOTfOM � �,P ASPHALT �IMPERVIOUS� �
� ; '�
^ I , � , I , . • \ � / � .. �� ���\ OF ADJACENT GRAVEL LAYER � p pGA`\F�RN\P
`��� �' � �� -�' �` � �� � coHsrRucnoH No�s RPS�� CONCRETE QMPERVIOUS) �
. . .. ...._ rl� _.....-- - ^�"� �I I� r�ru •::.
. __ -�_� . _� -'-.-�_-,-.---�..�- � . .
� � � � 1. SCARIFY SUBGRADE BEFORE INSTALLING BIORETENTION AREA AGGREGA7E AND BSM. + + + + +
��� � � \ . \ 2. BSM TO BE LAAMY SAND 7YPE SOIL WITH INFlLTRATION RATE OF 5 INCH. PER HOUR (MIN). Q LANOSCAPING (PERVIOUS) + + + + +
� .\ \ \ 3. COMPACT FACH 6' LIF! OF BSM WITH LANDSCAPE ROLLER OR BY llGHTLY WETf1NG. IF p
� � \/� \�� WETfINC, AILOW TO DRY OVERNIGHT BEFORE PLANTING. MEDIA FILTER �
DMA 1 � .1 � ��� 4. DO N0T WORK WfMIN BIORETENTION ARFA DURING RAIN OR UNDER WEf CONDITIONS. VICINITY MAP �O
5. KEEP HEAW MACHINERY OUTSIDE BIOREfENTION AREA LIMITS.
2.02 AC NEW � .. ' j��� �, � 6. ENGINEERED SOIL MEDIA SHALL BE COMPRISED OF 85� MINERAL COMPONENT AND 15% NO SCALE
- ` ORGANIC COMPONEM, 8Y VOLUME, DRUM MIXED PRIOR TO PLACEMENT. THE MINERAL
C-O.H9 BLDG� � : ���\1 - � t� COMPONENT SHALL BE A CUSS A SANDY LOAM TOPSOIL THAT MEETS THE RANGE SPECIFIED
I = O.Z in/hr t f _1 '` IN TABLE 1. THE ORGANIC COMPONENT SHALL B3E NITROGEN STABRIZEO COMPOST, SUCH
QW 0.36cfs ADDITION . � . _ , I I THqT NITROGEN DOES NOT LEACH FROM THE MEDIA THE CERTIFlCATE OF COMPLIANCE SHALL """" a"""'�"�""'
q- I . . . . : ' I I S!lESP£Of/CDATA" WPPERfORMANCEOATA �^ �
BE MADE AVAILABLE TO THE INSPECTOR TO PROVE THE ENGINEERED MIX MEETS THE �M� Z�� ���.�� � ,�,a,�
: ( SPECIFICATIONS. cusrcoxrkres,v[ unx,a.ra,rcna�ry7 ro '--- ---
�nrucrxur m�wc a�rz(arvs�J
� � i TABLE i: MMERAL COMPONENT RANGE RE�UIREMENTS ����, �G-�� - �
I � ` " � I �� RRFNGE COMPONEN� smuneru mrwrnoxvt�nn�urrR*7 u.n \ \ :
x " '
�� J� ''� .. I wnxavmnara�NA a,rs WPSfORAGFUPACff1ES ; � .
� �� -+ ��� �O-BO SpND SEO1MfMCHAM9ERfAAApi1'
ROOF DRAIN I . ', _I is-zo SILT '�`'""'""� �� �� ��� ..�� i---
�, CONNECTION I � � � �.��,'.�r�' °'"R" ' '.� .� s" �� "`
, 1 � '. I ' I 5-10 CLAY rur�i �.07 � �B�'
awexz sna �oo r.po sxm -0
F � a'mtr w[r 5292 RC Is'
� _ ` x t ;� 1 � A FLOW THROUGH PLANTER (FTP) ��,� � ,�„�, °LAN�E`"
�i . � , C ,,���..�„ �,-a,�
-r NOT TO SCALE ��� � �m�p
' � mxr¢arsacmmns •-0• .�o�iwr�1:
_. _,_. __m___._._�._. . . �n .�..__ ROOF DRAIN � .� �' i � ' ��,��,� '-0' 6,z�, ,�. s���,
CONNECTION � ' _ � I n�n q��n n n ���
� '' � 1' ��I BIO-CLEAN WP-4-8-84 wxac�va�
`' MEDIA FILTER GENENALNOT6 -L -`�- �� �
__: ._ �- -j ,. �m�,���� r- -- �
NEW �'. . . .�. I � . � ::' z .a.�ima�iav�.wvcaw�im � I ' '�,
RECEIVING �' : -! �, u�i¢aw�i.�-r1°� '"'�"""`�` ; � I ' "�n„ -+ ��
� � � e �
DMA3 BMP ADDITION �-y-��; . . I �I I , rMSTA�AmOtmN�.ut/�mP [pv�4AiWrmvt ,�,�_ � � p ' - --- � �
BIO-CLEAN WP-2.5-4-60 -� � : � � I ""^mM"''m°r.a� ro"°'°'"'w'"°we "E�
. . . ' w4 I
� I ,'� DMA 2 wrie��wo� ' - '
MEDIA FILTER � I 0.17 AC ��a���' � I � i g � ;�
.C�. '�. .f� .. - --- -I ' � z �xrs�.mo�ne�,mer,"'�"m` I 9
TRENCH DRAW �. �' .�1, ,: � � I� :. C=0.89 �,,,�•,a,s�,� ,�.,,�� j ' ; ; � �a
,��.�,.,����
� ,' 4 � � I 0.7�J a .vi wa uar�nuw wx veor v.n*as a m�rnnc - -- --- ---------- -' �
� 1 I F (roa cav,or mmtt mam nwo. �� r• s �r'
3 , : Q 7 ;I Vreq d=302cuft * �,��,��«„��""'" �" "'' -0.
' ' � Vprovided=310cuft �,,,,°°",m,�"�'��'°�'"`"° �°'
DMA 3 ROOF DRAIN I I I I �- � �,���,�,�,,,,,�,�.��
0.66 AC � '' �������
CONNECTION ' I i I � � � FLO THROUGH PLANTER
C=0.89 � �' j, ro�,�� ,,���� fND VIfW ELEVA7)ON VIEW
i Area� 190sqft � �
I = 0.2 in/hr � � � � � _ � Volurne: 310cuft ��� g ��,Eq�• wr-a-e-aa
.
' '- i � ._ � WATERPoI[fNER-UPFI0WME0lAfllTFF
Qwq=0. 12cfs f . � � � �������r STANDAFDDETAIC
�u�' i---�`=- � i =- ° '• I I I
.:s:,�
r j � r r/ � i _ H - . � L I � �
� `y�'/��� ��//�� � } �' �.�
�,. .. v. (:4 f:.Ccl � �� � l.. l:'. � t:.I (:. u' l,. 4:. / i.. , 4 f/' � � � � \
_ ; I . _3, ' �� SITESPEpfICDATA' WPPfRFORMANCEDATA � � ��
�,.. .... c • . . I i HMtif/.v6AP 521 kMkESVE SW'.�INu M 6�IS �ldR hGs'.G
/ -L � _ - � / �EXISTING ,DOUBLE �� ��.�u I+sr ��R� mn
� \ -' - , / _ 10X5 RC �,.��.r� �,.�,
too2 -
r��o rr,�a� r��� \ � .,�� ��r�
� WPSf0itA6EG9PApTlES
� -� � _... f(G '... �'. / . - � .� � � FYMSNaIaFnrcwM.�i SED/MfMp1AMBERfAPACY7Y i
� xmH(in /npv(F17 iWAt(O7
pVMLF I O.SI 250 I.W APl ��� T,-0, �a�
� PI£WA !E YlRkif Ly1rlFF ONIHRI 111 iW I.Gtl )AS
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COSTCO TEMECULA BUILDING IMPROVEMENTS
SEPTEMBER 8, 2014
SANTA GLRTRUDIS CALCK TO MGRRIETA CRF.EK TO SAVTA MARGAR�TA RNER TO SANTA MARGA2ITA LAGOON
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Costco Temecula Building AAditio�s
Appendix 2: Construction Plans
6mding ond Drainoge Plans
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Watcr Quality Management Plan (WQMP]
Costco'femecula Building Additinns
Appendix 3 : Soils Information
Gea[echniml5tudy ond OYher Infiltm[ion Testing Da[a
43 -
" Geotechnical Investigation Summary Checklist for Costco Wholesale Projects
Generel lntormation
Costm Real Estare Main Contact: lenifer Murillo
Geotechnical Main Contact: Brian Crystal (949-585-3113)
Geoteohnical Engineer of Record: Kleinfelder
ProjectLocation: Z6610VnezRoad,Temecula, California
CWM: 13-0065
Warehouse#: 491
Report oate: November 25,2014
Consultant Projec[/Domment Numher. 20152384.00lA/IRV34R09810
Addendums(List):
Report Purpose: ❑ Preliminary ❑ Draft � Final ❑ Addendum/Revision
No
Yes ar Dest�ibe/Comments Repor[Section
NA
Pre-exisfing Canditions/M/ormation
Developerpmvidetlqeotechnicalrepotl(desaibe): ❑ �
Pre-ervstingdevelopment(tleuribe) ❑ O ExisiingCostmWarehouse 2.1
Fountlalion type(describe�: � � ❑ �
"� Per�orcnancelssues�Gescries): ❑ �
�-'�� Ernimnmentallssues(describe) ❑ �
Site Gretling Recortls(siripping,compaction lesi � �
resWLs,iield reports,e1cJ
T ical Building Structural Design Crlterla
other(describe): Q � 12,550 sf receiving area addiTion 11
and new loading dock
Buildingsiae(descnbe): � ❑ 11
Typicalwallfoatling
3kipslfooP�MetalBuiltlings) ❑ �
4.5 kips/fooP(CMU or pre-cast) � ❑
iypcal column loeding
120kipsinnan-snowregions � �
150 kips in snow regions ❑ �
Typicalwnopyloading: 50kips ❑ �
Typicaltloorslabloatlim�
50o pountls per square foo�,(psi,totap @ ❑
250 ps�(tleaa7 at rack areas � ❑
150 psl (dead)at non-rack areas B ❑
� � 350 psl Qive) � ❑
November 25, 2014 Page 1 of 5
Pavi�Design(20 yea�li/eJ -
Heavy Du�y paving shall accommoda�e 30 imcks per � � 3.10 '
day(Tratiic Intlex oF].OJ
Ligh[DNy paving shall accommotlate 6,600 cars per � � 310
day(TraRic Index of 5.0)
Perto�manceGrade�PGjbinderoilitlenti�iedfoNocai � � pG�O-10 3.103
dimate contli�ions
Sife Grading Conditions/Assumptions
DeviationsmTypicalGriteria(IisVdescribe�: ❑ �
Desi9n Finishetl Floor Elevation(FFE) (tlescribe�� ❑ �
BesisiorFFE�assumetl, perCivil)(descnbe): ❑ �
EHecis oi change to assumetl FPE(tlescnbe): ❑ �
Maximum aniicipaled cufs(describe): ❑ � Level pad 13
Maximum ariGcipaietl fills(tlescnbe): ❑ 0
Cmsssectionspreparetlforsaestnatarenoiesaentielly � �
flal
Amount of imporVexpotl an�icipateq(tlesrnibe�: ❑ �
Frost Depth (tlescribe): ❑ �
Retainirg walls
Num�eroiwalls(tlescribe): � ❑ Loadingdock 3.9
HeighVLength ol walis(tlescribe�: ❑ � ��
WallconsWctioMype (tlescribe�: ❑ � —
Cuulill transition in pad(tlescribe): ❑ �
Ottsl�e Impmvemenis(deacribe) ❑ �
Fleltlwork/Fe5Nf5
Cosfca Dpe Oiliqer�ce Oesign Crderia
Version(tlescnbe): � ❑ Version 2014,dated lune 13, 2014
F011owed Criteria? � ❑
DeviationstostandaNinvestigation(describe): ❑ 0
Groundware�
Groundwater was not
enmuntered within 6orings,whi<h
were advanced to a maximum
Depih(describe): � � depthof2lXFeetbelowgrade. 24
Groundwater was encountered
within 2 of the 6orings drilled for
Leighton in 1999 at a depth of 25
feet.
Perched ❑ �
Expected seasonal flucluation (tlescribe): ❑ �
Piezometers ins�alletl? ❑ � �
UnusuaVChalleMjinq Soils conditions encountered ��
November 25, 2014 Page 2 of 5
� Moislure-sensitivesoils ❑ �
�� UndocumeMetlfill � ❑
Unsui�ablesoils(requireremoval) � ❑
Wetsoils ❑ �
�eb�is � �
Bedrock/pMenlial non-nppable mntlitions ❑ �
Refusal ❑ �
Collapsibiesoils ❑ 0
Expansive soils ❑ �
Compressiblesoils ❑ �
Liquehction ❑ �
Sinkholes ❑ �
Other�tlescri0a): ❑ �
Potenfial Gonfaminatbn Identilied
Soil ❑ 0
Groundwater ❑ �
Rasroation of DlsNibed Areas
��� Badfilledwi�hsoil � O
Backfilletlwithgraut ❑ �
Othar(descdbe): ❑ �
TopsoilsamplescollecteNanalyzetl ❑ �
Cormsivity tesling peAormed/adtlressetl � ❑ Highly mrrosive to fetmus metals 3.11
Re ort
Executivesummary � ❑ E-1
WetweathercoreWctionrecommentla�ians ❑ �
Patlwin�enzation/patlrecommendations ❑ �
Frost protec�ion recommantlations ❑ �
Desi n Parameters
Fill maf¢nal parameters provided
Stmcluraliill@elowioundalions,slabs) 0 ❑ 3.42
Siiegratlingfill�belowpavements,tla�wark� � ❑ 3.4.2
Selecibackfll(be�indimcktlxkwalls,founda[ions, � � q
. grade beams,e1cJ
Trench backiill � ❑ 3.4.6
November 25, 2�14 Page 3 of 5
Orainage�ill ❑ � �
Fmst�esislaMlill ❑ �
Slabbaseaggrega�e ❑ 0
Limifso/tle6iis/unsulh6leremovalp�ovided ❑ 0
Over-axcavation/iecnmpaction�epuired � ❑ 3.42
At least 3 feet below the 6ottom
oFfootings and replaced as
structural fill. If fill soils are
oepth�tlescnbe7: � ❑ enwunteredatthebaseofthe 3.42
overexcavation,the
overexcavation should mntinue
until the fill is removed.
Ea1entQnclutlecross-sectiondiagam) ❑ �
Pad subgrade sta6nization requiied(desc/be): ❑ �
Suxhaige ❑ @
Height(tlescribe�: ❑ �
Laterale�1ent�describe): ❑ �
Estimate0tlu2tion�tlescribe�: ❑ �
Shallow Founda�ions � ❑
psf allowable soil beanng pressure(describeJ: � ❑ 3,000 psf 3.3.2 �
Deep Fourrdallons 0 ❑
Type (tlescribe�� ❑ �
Options and Value Engineering MaVix pmvided ❑ �
Floor5labs
Unreiniorced�>2500psf) ❑ 0
Reiniorced(tlescribewhy) ❑ �
Subgrade motluWs(ksi(n) (tlescribe): ❑ �
Base Material thickness(min 6") (describe�: ❑ �
Selsmic Gontlifions
Gweming Building Code QBC,UBC,other) � ❑ 2013 California Building Code 3.2
Geologic Hazartl Itlen[ilied ❑ �
Proximiry lo eaM1hpuake fault zone(s) ❑ �
ProximiryloseismichazaMzone(s) ❑ �
PotentialForliquefaction ❑ �
PMential for laterel spreadin8 ❑ OO
November 25, 2014 Page 4 of 5
� � PoteniialforseismicsetllemerR ❑ �
� Potenlialtarslopesiabililyllandslitles ❑ �
PMentialforgrountlshakingorgeologichazaMs ❑ � hlgh
Refaining wans � ❑ Loading dock 3.9
Recammentled WaIlTypes ❑ �
RecommendKleinieltler�esign ❑ �
Lateral eahh pressure tlesipn values � ❑
Active: m ❑ 3.9
A4resL 0 ❑ 3.9
Passive: � ❑ 3.3
Seismic: ❑ �
Badciill material,placemen�requiremenLs � ❑ 3.9
Drainaqerequirementsandcrosssec0ondrawing � ❑ 3.9
FingerDiains ❑ �
Requiretlforims� ❑ �
:-. Recommended for long lerm maintenance and � �
wnsVuctability
— Pavement
Pavement subgrade s�abilization required(describe): ❑ 0 Praof-mll, scarify, and re<ompact 3.41
Cosico asphalt mix tlesign specifietl � ❑ 3.10.6
Hearyandli9hldutypavemenisectionsspecifietl @ ❑ 3.10.2and
3.10.3
Alt¢mativepavemerrtsectionsiden�illed ❑ �
Specifica�ian�oro�lsi�epavementseciionsinclutletl ❑ @
Da�aGapsNnknowns(describe): ❑ �
November 25, 2014 Page 5 of 5
LIMITED GEOTECHNICAL STUDY
PROPOSED RECEIVING AREA AND
DAIRY COOLER ADDITIONS
COSTCO WHOLESALE WAREHOUSE NO. 491
26610 YNEZ ROAD
TEMECULA, CALIFORNIA
CW# 13-0065
Project No. 20152384.001A �
Prepared for:
Costco Wholesale
9 Corporate Park, Suite 230
irvine, California 92606
November 25, 2014
Copyrigh�2014 Kleinfeltler
NI Fights Reservetl ��
Unaulhorized use or coppng of this documen[is strictly pmhibi�etl by anyone ���
other than ihe client tor the specific projecl.
20152384.001A/IPV74R09810 Page i of iv Novembef 25, 2014
Copyrighf 201a Kleinfeltler
:�\
� KLE/NFELOER
�B�igh[People.FlgM1[Solutions.
November25, 2014
Project No. 201523S4.OD1A
Costco Wholesale
9 Corporate Park, Suite 230
Irvine. California 92606
Attention: Ms. Jenifer Murillo
Director of Reai Estate Development
Subject: Limited Geotechnical Study
Proposed Receiving Area and Dairy Cooler Additions
Costco Wholesale Warehouse No. 491
26610 Ynez Road
Temecula, California
CW# �3-0065
Dear Ms. Murillo:
Kleinfelder is pleased to present this report summarizing our limited geotechnical study for
the proposed receiving area and dairy cooler additions b Costco Wholesale Warehouse
No. 491 located at 26610 Ynez Road in Temecula, California. The purpose of our
geotechnical study was to evaluate subsurface soil conditions at the project site to provide
geotechnical recommendations for design and construction. The conclusions and
recommendations presented in this report are subject to the limitations presented in
Section 5.
We appreciate the opportunity to provide geotechnical engineering services to you on this
projeci. If you have any questions regarding this report or ii we can be of further service,
please do not hesilate to contact Brian Crystal at (949) 727-4466, or Andy Franks,
Kleinfelder s Client Account Manager for Costco, at (480) 650-4905.
Respectfully submitled, �-. � �
/ �.. `t Lh'3r
KLEINFELDER, INC. ° , 0� � ��
i GE2 39
) � t ow. �
;, �( C�� -
�� �
�� �� � � �—� \\.,�°�����,�; ;/
„ � : E�F�:,, ,so_ :
Je ry D. Waller, PE, GE Brian E. Crystal, PE, GE ��_:.-�
Senior Geotechnical Engineer Senior Project Manager
JDW:BEC:mm
20152384.001A/IRV14R09810 Page ii of iv November 25, 2014
Copyngh[20�6 Kleinielder
LK E/NFELOER
�ipw,�wi.�„�m
TABLE OF CONTENTS
Section Pape �
EXECUTIVE SUMMARY..............................................................................................E-1
1 I NTRODUCTION.................................................................................................. 1
1 .1 PROJECT DESCRIPTION ........................................................................ 1
1 .2 SCOPE OF SERVICES ............................................................................. 2
1 .2.1 Task 1 — Background Data Review................................................. 2
1 .22 Task 2 — Field Exploration............................................................... 2
12.3 Task 3 — Laboratory Testing ........................................................... 3
1 .2.4 Task 4 — Geotechnical Analyses..................................................... 3
12.5 Task 5 — Report Preparation........................................................... 3
2 SITE AND SUBSURFACE CONDITIONS............................................................ 5
2.1 SITE DESCRIPTION ................................................................................. 5
2.2 SURFACE DRAINAGE CONDITIONS ...................................................... 5
2.3 SUBSURFACE SOIL CONDITIONS.......................................................... 5
2.3.1 Fill ................................................................................................... 5
2.3.2 Alluvium .......................................................................................... 6
2.4 GROUNDWATER...................................................................................... 6
3 CONCLUSIONSANDRECOMMENDATIONS .................................................... 7
3.1 GENERAL.................................................................................................. 7
32 2013 CBC SEISMIC DESIGN PARAMETERS.......................................... 7 �
3.3 FOUNDATIONS......................................................................................... 8 _
3.3.1 General ........................................................................................... 8
3.32 Shallow Foundations....................................................................... 8
3.4 EARTHWORK ........................................................................................... 9
3.4.1 General ........................................................................................... 9
3.4.2 SitePreparation ............................................................................ 10
3.4.3 Structural Fill Material and Compaction Criteria............................ 71
3.4.4 Excavation Characteristics............................................................ 12
3.4.5 TemporaryExcavations ................................................................ 12
3.4.6 Trench Backfill .............................................................................. 13
3.5 TEMPORARY SHORING ........................................................................ 14
3.5.1 General ......................................................................................... 14
3.5.2 Lateral Pressures.......................................................................... 14
3.5.3 Design of Soldier Piles.................................................................. 15
3.5.4 Lagging ......................................................................................... 15
3.5.5 Deflection ...................................................................................... 16
3.5.6 Monitoring ..................................................................................... 16
3.6 BUILDING SLAB-ON-GRADE ................................................................. 17
3.7 EXTERIORFLATWORK ......................................................................... 17
3.8 SITE DRAINAGE..................................................................................... 18
3.9 RETAINING STRUCTURES.................................................................... 19
3.10 PAVEMENT SECTIONS.......................................................................... 20 ..
3.10.1 Costco Pavement Design Parameters.......................................... 20 �--
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� � TABLE OF CONTENTS (continued)
�� Section Faae
3.10.2 Asphalt Concrete Pavement ......................................................... 21
3.10.3 Asphalt Performance Grade Binder .............................................. 21
3.10.4 Portland Cement Concrete Pavement .......................................... 22
3.10.5 Aggregate Base ............................................................................ 22
3.10.6 Construction Considerations......................................................... 23
3.11 SOIL CORROSION ................................................................................. 23
3.12 STORM WATER MANAGEMENT........................................................... 24
4 Additional Services .......................................................................................... 26
4.1 PLANS AND SPECIFICATIONS REVIEW .............................................. 26
4.2 CONSTRUCTION OBSERVATION AND TESTING................................ 26
5 LIMITATIONS..................................................................................................... 27
6 REFERENCES................................................................................................... 30
PLATES
Plate 1 Site Vicinity Map
Plate 2 Boring Location Plan
���� APPENDICES
Appendix A Field Explorations
Appendix B Laboratory Testing
Appendix C Borehole Infiltration Testing
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EXECUTIVE SUMMARY �
This report presents the results of our limited geotechnical study for the proposed dairy
cooler addition to Costco Wholesale Warehouse No. 491 located at 26610 Ynez Road
in Temecula, California. We understand that Costco plans to demolish the existing
receiving dock and construct a 12,55D square-foot addition comprised of a new
receiving area and loading dock on the eastern side of the existing warehouse building
and a new dairy cooler on the northern side. As part of storm water management for
the project, Infiltration Best Management Practices (BMPs), such as subterranean
infiltration galleries, are being considered.
Leighton and Associates previously pertormed a geotechnical investigation for the
original warehouse development and presented the findings in the referenced report
dated April 26, 1999 (Leighton, 1999). The 1999 report was reviewed and evaluated by
Kleinfelder in developing the resulis presented herein.
Subsurface conditions at the site were recently explored by drilling five borings. Soil
materials encountered during the subsurface explorations consisted of fill underlain by
alluvial deposits. As observed in our borings, the fill depth was approximately 2 to 3
feet and consists generally of sand, sand with silt, and silty sand. Based on review of
Leighton's geotechnical report (Leighton, 1999), the Costco site was underlain by up to
approximately 10 feet of old fill or loose material prior to the development of the existing
Costco warehouse. The old fill was not considered suitable for structural support. As
part of the building pad preparation for the existing warehouse, the old fill was
overexcavated and replaced as struciural fill. The overexcavation reportedly e�ended a
horizontal distance beyond the edge of the foundations equal to the depth of the
overexcavation, which was at least 10 feet. Alluvial soils were observed to underlie the
fill in our borings. Groundwater was not encountered in our borings that were advanced
to a maximum depth of approximately 21Yzfeet below grade.
Based on the results of our prior field exploration, laboratory testing, and geotechnical
analyses, it is our professional opinion that the proposed project is geotechnically
feasible, provided the recommendations presented in this geotechnical report are
incorporated into the project design and construction. The following key items were
developed from our study.
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• The proposed receiving area and dairy cooler addition may be supported on a
�� conventional shallow foundation system founded on engineered fill. Footings
founded on engineered fill material may be designed for a net allowable soil
bearing pressure of 3,000 pounds per square foot (psf) for dead plus sustained
live loads. A one-third increase in the above bearing pressures can be used for
wind or seismic loads.
• The anticipated total settlement of the receiving area and the new cooler addition
will 6e on the order of '/z inch. Differential settlement will be equal to the total
settlement and may be abrupt at the interface with the existing warehouse.
Wherever new construction abuts existing older construction, small architectural
cracking may occur. We suggest you consider using architectural finishes or
details to disguise this cold joint area if it is a concern to Costco.
• For the building pad, we recommend that the existing soils be overexcavated to
a depth of 3. It should be noted that a fill depth of approximately 2 to 3 feet
below grade was encountered in our recent borings. However, deeper fills may
exist between or 6eyond our soil borings. The fill immediately adjacent to the
� existing warehouse building, which was overexcavated and recompacted as part
��-- of the original building pad preparation, may be left in place. The actual limits of
this fill should be verified during overexcavation.
• The building pad preparation for the existing warehouse consisted of
overexcavating the pad a horizontal distance beyond the edge of the foundations
equal to the depth of the overexcavation, which was at least 10 feet. Depending
on the condition of the fill immediately adjacent to the building, shoring and/or
underpinning may be required to perform demolition and overexcavation
adjacent to the existing building. Excavations within a 1 :1 (horizontal to vertical)
plane extending downward from a horizontal distance of 2 feet heyond the
bottom outer edge of existing improvements should not be attempted without
bracing and/or underpinning.
• For pavements, sidewalks and other flatwork within existing paved areas, we
recommend that the exposed subgrade be proof-rolled with heavy construction
equipment (e.g. loader or smooth-drum roller) to disclose areas of soft and
yielding material. Where soft and yielding material is observed, it should be
._ overexcavated and replaced as engineered fill. After proof-rolling and/or prior to
._. placement of fill, the subgrade should be scarified to a depth of 6 to 8 inches,
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moisture conditioned, and compacted to at least 95 percent of the maximum dry
unit weight (ASTM D1557). The proof-rolling should extend beyond the ���
proposed improvements a horizontal distance of at least 2 feet.
• The seismic design category for a structure may be determined in accordance
with Section 1613 of the 2013 CBC. Based on our field exploration, we classify
the site as Site Class D. The 2010 CBC Seismic Design Parameters are
summarized in the Table 1 .
• The minimum resistivity of the sample indicates that the soil may be highly
corrosive to metals. The concentrations of soluble sulfates indicate that the
potential of sulfate attack on concrete in contact with the on-site soils is
"negligi6le" 6ased on ACI 318-11 Ta61e 4.2.1 (ACI, 2011). Maximum water-
cement ratios and cement types are not specified for these sulfate
concentrations.
• As part of storm water management for the project, Infiltration BMPs, such as
subterranean infiltration galleries, are being considered. Based on the results oF
the borehole infiltration tests, the soil classification and gradation tests, the use
of� infiltration BMPs, such as subterranean infiltration galleries, for storm water �
management are feasible provided the galleries are located northeast of the �
existing warehouse building near the cooler addition and capable of bypassing
the upper silty sand layer with outflow at a depth of at least 12 feet below grade.
If infiltration BMPs are impractical due to existing site constraints, we
recommend alternatives, such as bio-filtration/bio-retention systems (bio-swales
and planter boxes), be implemented at the project site.
The findings, conclusions, and recommendations presented in this executive summary
should not be relied upon without consulting our geotech�ical report for more detailed
description of the geotechnical evaluation performed by Kleinfelder. The conclusions
and recommendations presented in this report are subject to the limitations presented
in Section 5.
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� . 1 INTRODUCTION
This report presents the results of our limited geotechnical study for the proposed dairy
cooler addition to Costco Wholesale Warehouse No. located at 26610 Ynez Road in
Temecula, California. The location of the project site is presented on Plate 1 , Site
Vicinity Map. The purpose of our study is to evaluate suhsurface soil and groundwater
conditions at the project site to provide geotechnical recommendations for design and
construction. The scope of our services was presented in our proposal titled, "Proposal
for Limited Geotechnical Study, Proposed Receiving Area and Dairy Cooler Additions,
Costco Wholesale Warehouse No. 497, 26610 Ynez Road, Temecula, California" dated
August 28, 2014.
Our report includes a description of the work performed, a discussion of the
geotechnical conditions observed at the site, and recommendations developed from our
engineering analyses of field and laboratory data.
1 .1 PROJECT DESCRIPTION
� � Kleinfelder understands that the project will consist of demolishing the existing receiving
dock and construct a 12,550 square-foot addition comprised of a new receiving area
and Ioading dock on the eastern side of the existing warehouse building and a new
dairy cooler on the northern side. As part of storm water management for the projea,
Infiltration Best Management Practices (BMPs), such as subterranean infiltration
galleries, are being considered. The proposed improvements are shown on Plate 2,
Boring Location Plan.
We anticipate that the new addition will be supported on spread footings and concrete
slab-on-grade floors. Based on experience with similar projects, we have assumed that
typical wall loads will be less than 3.5 kips per lineal foot, and the slab load (dead plus
sustained live) to be 350 pounds per square (psf). Grading plans were not provided;
however, we anticipate the finished grades surrounding the addition will generally match
the existing grades
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12 SCOPEOFSERVICES �
The scope of our limited geotechnical study consisted of a literature review, subsurtace
explorations, geotechnical laboratory testing, engineering evaluation and analysis, and
preparation of this report. Studies to assess environmental hazards that may affect the
soil and groundwater at the site were heyond our geotechnical scope of work. A
description of our scope of services performed for the geotechnical portion of the
project follows.
12.1 Task 1 — Background Data Review
We reviewed readily-available published and unpublished geologic literature in our files
and the files of public agencies, including selected publications prepared by the
California Geological Survey (formerly known as the California Division of Mines and
Geology) and the U.S. Geological Survey (USGS). We also reviewed readily available
seismic and faulting information, including data for designated earthquake fault zones
as well as our in-house database of faulting in the general site viciniry.
In addition, we reviewed the geotechnical investigation report prepared by Leighton & ��
Associates (Leighton, 1999) for the original warehouse development. The 1999 report
was reviewed and evaluated by Kleinfelder in developing the results presented herein.
1 .2.2 Task 2 — Field Exploration
Subsurface conditions at the site were explored by drilling five borings to a depth
ranging from approximately 11Yz feet to 21Yz feet below the existing ground surface
(bgs). Borehole infiltration tests will be performed in four of the borings.
Prior to commencement of the fieldwork, various geophysical techniques were used at
the boring locations to identify potential conflicts with subsurface structures. Each of
our proposed field exploration locations were also cleared for buried utilities through
U�derground Service Alert (USA).
A Kleinfelder staff geologist supervised the field operations and logged the explorations.
Selected bulk and drive samples were retrieved, placed in plastic bags, and transported
to our laboratory for further evaluation. The number of blows necessary to drive a --�
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� Standard Penetration Tesi (SPT) sampler or California-type sampler was recorded.
� Appendix A presents a description of the field exploration program, exploration logs,
and a legend of terms and symbols used on the logs. Soil descriptions used on the
logs result from field observations and data, as well as from laboratory test data.
Stratification lines on ihe logs represent the approximate boundary between soil and/or
rock types, and the actual transition may vary and can be gradual. The procedures and
test results from the borehole infiltration tests are presented in Appendix C.
1 .2.3 Task 3 — Laboratory Testing
Laboratory testing was performed on representative bulk and relatively undisturbed
samples to substantiate field classifications and to provide engineering parameters for
geotechnical design. Laboratory testing consisted of in-situ moisture content, dry unit
weight, grain-size distribution, hydrometer, and corrosivity (sulfate, pH, minimum
resistivity, chloride content). A summary of the testing performed and the results are
presented in Appendix B.
� 7 .2.4 Task 4 — Geotechnical Analyses
Field and laboratory data were analyzed in conjunction with the finished grades, facility
layout, and structural loads to provide geotechnical recommendations for the design
and construction. We evaluated feasible foundation systems, including constructa6ility
and compatibility constraints, floor slab support, and earthwork. Seismic design
parameters based on the 2013 California Building Code (CBCj are also presented.
As part of storm water management for the project, we also evaluated the results of the
borehole infiltration tests and laboratory testing i� order to provide recommendations for
locating and designing subterranean infiltration galleries. The results of the borehole
infiltration tests are presented in Appendix C.
12.5 Task 5 — Report Preparation
This report summarizes the work performed, data acquired, and our findings,
conclusions, and geotechnical recommendations for the design and construction of the
� proposed addition. Our report includes the following items:
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• Site Location Map and Boring Location Plan; . �
• Boring logs, including approximate elevation (Appendix A); �
• Results of Iaboratory tests (Appendix B);
• Discussion of general site conditions;
• Discussion of general subsurface conditions as encountered in our field
exploration;
• Recommendations for site preparation, earthwork, temporary slope inclinations,
fill placement, and compaction specifications, including the excavation
characteristics of subsurface soil deposits;
• Recommendations for foundation design, allowable bearing pressures,
embedment depths, and compatibility constraints under various loading
conditions;
• Recommendations for support of slabs-on-grade;
• Recommendations for seismic design parameters in accordance with the
2013 California Building Code (CBC);
• Preliminary evaluation of the corrosion potential of the on-site soils based on -��
testing results from previous studies; and
• Results of the borehole infiltration tests (Appendix C) and recommendations for
long-term design infiltration rates and locating subterranean infiltration galleries.
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� 2 SITE AND SUBSURFACE CONDITIONS
2.1 SITE DESCRIPTION
The receiving area is located on the eastern side of the existing warehouse building.
The surface is concrete and asphalt and contains a large fenced in area. The proposed
dairy cooler is located on the north side of the existing warehouse buiiding. The surface
of proposed dairy cooler location is currently covered by asphalt concrete, contains a
small landscape area, and is generally used for additional warehouse parking.
22 SURFACE DRAINAGE CONDITIONS
The site generally slopes to the south, away from the existing warehouse. Site
drainage is currently by sheet flow i�to on-site catch basins, storm drains, or drainage
inlets in the parking area.
2.3 SUBSURFACE SOIL CONDITIONS
� Subsurface conditions at the site generally consist of artificial fill underlain by alluvial
deposits. A discussion of the subsurface materials encountered is presented in the
following sections. Detailed descriptions of the deposits are provided in our boring logs
presented in Appendix A.
2.3.1 Fill
Fill soils associated with previous site grading were encountered in the borings drilled
for this investigation. The fill consists generally of silty sand with occasional gravel. As
observed in our borings, the fill depth was approximately up to 3 feet below current site
grades. Deeper fill may be encountered between or beyond the boring location.
Laboratory testing indicates in-situ moisture contents ranging from 5.3 to 192 percent.
Based on review of Leighton's 1999 geotechnical report (Leighton, 1999), the area of
the cooler addition was underlain by up to approximately 10 feet of old fill or loose soil
prior to the development of the existing Costco warehouse. The old fill is not
� considered suitable for structural support. As part of the building pad preparation for
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the existing warehouse, the old fill was overexcavated and replaced as structural fill. �
The overexcavation reportedly extended a horizontal distance beyond the edge of the �
foundations equal to the depth of the overexcavation, which was at least 10 feet.
2.3.2 Alluvium
Alluvial soil was observed to underlie the fill in our borings. As observed, the alluvium
consisted of inedium dense silty sand, sand with silt, and poorly graded sand with
occasional fine gravel.
2.4 GROUNDWATER
Groundwater was not encountered within borings, which were advanced to a maximum
depth of 21'/z feet bgs. Groundwater was encountered within 2 of the borings drilled for
Leighton (1999) at a depth of 25 feet bgs. Groundwater is not anticipated to affect the
excavations for the proposed receiving area or cooler additions.
Fluctuations of the groundwater level, localized zones of perched water, and increased �
soil moisture conteni should be anticipated during and following the rainy season.
Irrigation of landscaped areas on or adjacent to the site can also cause a fluctuation of
local groundwater levels.
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3 CONCLUSIONS AND RECOMMENDATIONS
3.1 GENERAL
Based on the results of our prior field exploration, laboratory testing and engineering
analyses conducted during this study, it is our professional opinion that the proposed
project is geotechnically feasible, provided the recommendations presented in this report
are incorporated into the project design and construction. The following opinions,
conclusions, and recommendations are based on the properties of the materials
encountered in the borings, the results of the laboratory-testing program, and our
engineering analyses performed. Our recommendations regarding the geotechnical
aspects of the design and construction of the project are presented in the following
sections.
32 2013 CBC SEISMIC DESIGN PARAMETERS
Based on information obtained from the investigation, published geologic literature and
� � maps, and on our interpretation of the 2013 California Building Code (CBC) criteria, it is
� our opinion that the project site may be classified as Site Class D, Stiff Soil, according to
Section 1613.3.2 of 2013 CBC and Table 20.3-1 of ASCE/SEI 7-10 (2010). Approximate
coordinates for the site are noted below.
Latitude: 34.5212°N
Long itude: 117.1542`VJ
The Risk-Targeted Maximum Considered Earthquake (MCER) mapped spectral
accelerations for 0.2 seconds and 1 second periods (Ss and S�) were estimated using
Section 1613.3 of the 2013 CBC and the U.S. Geological Survey (USGS) web based
application (available at http://geohazards.usgs.gov/designmaps/us/application.php). The
mapped acceleration values and associated soil amplification factors (Fe and F„) based
on the 2013 CBC and corresponding site modified spectral accelerations (SMs and SMi)
and design spectral accelerations (Sos and Soi) are presented in Table 1.
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Table 1
2013 CBC Seismic Design Parameters �
Desi n Parameter Recommended��Value
Site Class D
S, (9) 1.966
S� (g) 0.803
Fa 1.0
F, 1.5
SMs (9) 1.966
SM� (9) 1.204
Sos (9) 1.311
Sm (9) 7.000
PGAM (9) 0.804
3.3 FOUNDATIONS _
3.3.1 General
Based on the results of our field exploration, laboratory testing, and geotechnical
analyses, the proposed addition may be supported on conventional shallow foundations
(spread footings) founded on engineered fill. Recommendations for the design and
construction of shallow foundations are presented below.
3.32 Shallow Foundations
Allowable Soii Bearina Pressure
Spread footings founded on engineered fill may be designed for a net allowable soil
bearing pressure of 3,000 psf for dead plus sustained live loads. The footings should
be established at a depth of at least 18 inches below the lowest adjacent exterior grade.
A one-third increase in the above bearing pressures can be used for wind or seismic ...
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� loads. The footing dimension and reinforcement should be designed by the structural
��-�� engineer; however, continuous footings should have minimum widths of 12 inches.
Estimated Settlement
We anticipate total settlement of the receiving area and new cooler additions will be on
the order of Yz inch. Differential settlement will be equal to the total settlement and may
be abrupt at the interface with the existing warehouse. W herever new construction abuts
existing older construciion, smail architectural cracking may occur. We suggest you
consider using architectural finishes or details to disguise this cold joint area if ii is a
concern to Costco.
Lateral Resistance
Lateral load resistance may be derived from passive resistance along the vertical sides of
the footings, friction acting at the base of the footing, or a combination of the lwo. An
allowable passive resistance of 300 psf per foot of depth may be used for design.
Allowable passive resistance values should not exceed 3,000 psf. An allowable
- coefficient of friction value of 0.35 between the base of the footings and the engineered fill
��-� soils can be used for sliding resistance using the dead load forces. Friction and passive - �
resistance may be combined without reduction. We recommend that the first foot of soil
cover be neglected in the passive resistance calculations if the ground surface is not
protected from erosion or disturbance by a slab, pavement or in a similar manner.
3.4 EARTHWORK
3.4.1 General
Site preparation and earthwork operations should be performed in accordance with
applicable codes, safety regulations and other local, state or federal specifications, and
the recommendations included in this report. References to maximum dry unit weights
are esta6lished in accordance with the latest version of ASTM Standard Test Method
D1557 (modified Proctor). The earthwork operations should be observed and tested by
a representative of Kleinfelder.
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3.42 Site Preparetion �.. �
Abandoned utilities, foundations, and other existing improvements within the proposed
improvement areas should be removed and the excavation(s) backfilled with
engineered fill. Debris produced by demolition operations, including wood, steel, piping,
plastics, etc., should be separated and disposed of off-site. Existing utility pipelines or
conduits that extend beyond the limits of the proposed construction and are to be
abandoned in place, should be plugged with non-shrinking cement grout to prevent
migration of soil and/or water. Demolition, disposal and grading operations should be
observed and tested by a represeniative of the geotechnical engineer. Areas to receive
fill should be stripped of all dry, loose or soft earth materials and undocumented fill
materials to the satisfaction of the geotechnical engineer.
• Buildinq Pad: In order to provide uniform support for the proposed building
additions, we recommend that the existing soils be overexcavated to a depth of
at least 3 feet below the bottom of footings and replaced as structural fill. If fill
soils are encountered at the base of the overexcavation, the overexcavation
should continue until the fill is removed. It should be noted that a fill depth of � ��
approximately 2 to 3 feet below grade was encowtered in our recent boringa ����
However, deeper fills may exist between or beyond our soil borings. The fill
immediately adjacent to the existing warehouse building, which was
overexcavated and recompacted as part of the original building pad preparation,
may be left in place. The actual limits of this fill should be verified during
overexcavation. The overexcavation should extend horizontally beyond the limits
of the building pad a distance equal to the thickness of fill below the bottom of
the proposed foundations or five feet, whichever is greater, if practicable.
As discussed Section 2.3.1 , the building pad preparation for the existing
warehouse consisted of overexcavating the pad a horizontal distance beyond the
edge of the foundations equal to the depth of the overexcavation, which was at
least 10 feet. Depending on the condition of the fill immediately adjacent to the
building, shoring andlor underpinning may be required to perform demolition and
overexcavation adjace�t to the existing building. Excavations within a 1 :1
(horizontal:vertical) plane extending downward from a horizontal distance of
2 feet beyond the bottom outer edge of existing improvements should not be �
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��. attempted without bracing and/or underpinning. All applicable excavation safety
��� � requirements and regulations, including OSHA requirements, should be met.
• Pavement Sidewalks and Other Flatwork Areas: After the area has been
stripped of soft earth materials and debris, we recommend that the exposed
subgrade be proof-rolled with heavy construciion equipment (e.g. loader or
smooth-drum roller) to disclose areas of soft and yielding material. Where soft
and yielding material is observed, it should be overexcavated and replaced as
engineered fill. After proof-rolling and/or prior to placement of fill, the subgrade
should be scarified to a depth of 6 to 8 inches, moisture conditioned, and
compacted to at least 95 percent of the maximum dry unit weight. The proof-
rolling should extend beyond the proposed improvements a horizontal distance
of at least 2 feet.
3.43 Structural Fill Material and Compaction Criteria
The on-site soils, minus any debris, organic matter, or other deleterious materials, may
. be used in the site fills. Rock or other soil fragments greater than 3 inches in size
should not be used in the fills.
We recommend that fill soils be compacted in accordance with the Costco Design
Requirements to at least 95 percent of the maximum dry unit weight (ASTM D1557).
Fill should be placed in loose horizontal lifts not more than 8 inches thick (loose
measurement). The moisture content of the fill should be maintained near optimum
moisture content during compaction. Processing may require ripping the material,
disking to break up clumps, and blending to attain uniform moisiure contents necessary
for compaction. Utility trench backfill should be mechanically compacted. Flooding
should not be permitted.
Import materials, if required, should have an expansion index of less than 20 with no
more than 30 percent of the particles passing the No. 200 sieve and no particles
greater than 3 inches in maximum dimension. The maximum expansion index for
imported soils may be modified by the projeci geotechnical engineer depending on its
proposed use. Imported fill should be documented to be free of hazardous materials,
. including petroleum or petroleum byproducts, chemicals and harmful minerals.
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Kleinfelder should evaluate the proposed imporced materials prior to their transportation
and use on site. ��
3.4.4 Excavation Characteristics
The borings drilled as part of our field exploration were advanced using a truck-
mounted drill rig equipped with hollow-stem augers. �rilling effort was easy to
moderate. It is a�ticipated that conventional earthmoving equipment maintained in
good condition should be capable of excavating the anticipated materials.
3.4.5 Temporary Excavations
Temporary cuts may be sloped back at an inclination of no steeper than 1 .5:1
(horizontal to vertical) in existing artificial fill materials. Minor sloughing and/or raveling
of weathered materials should be anticipated. If signs of slope instability are observed,
the inclination recommended above should be decreased until stability of the slope is
obtained. in addition, at the first signs of slope instability, the geotechnical engineer
should be contacted. Where space for sloped embankments is not available, shoring �
will be necessary. Shoring and/or underpinning of existing improvements that are to �-
remain may be required to perform the demolition and overexcavation. Excavations
within a 1 :1 plane e�ending downward from a horizontal distance of 2 feet beyond the
bottom outer edge of existing improvements should not be attempted without bracing
andlor underpinning the improvements. The geotechnical engineer or their field
representative should o6serve the excavations so that modifications can be made to
the excavations, as necessary, based on variations in the encountered soil conditions.
All applicable excavation safety requirements and regulations, including OSHA
requirements, should 6e met.
Where sloped excavations are used, barricades should be placed at the crest of the
slopes so that vehicles and storage loads do not encroach within a distance equal to
the depth of the excavation. Greater setback may be necessary when considering
heavy vehicles, such as concrete trucks and cranes. Kleinfelder should 6e advised in
advance of such heavy vehicle loadings so that specific setback requirements can be
established. If temporary construction slopes are to be maintained during the rainy
season, berms are recommended along the tops of the slopes to reduce runoff that �
may enter the excavation and erode the slope faces. �
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� � Due to the granular and cohesionless nature of some of the on-site soils, vertical or
steeply sided trench excavations should not be attempted without proper shoring or
bracings. All trench excavations should be braced and shored in accordance with good
construction practice and all applicable safety ordinances and codes. The contractor
should be responsible for the structural design and safety of the temporary shoring
system, and we recommend that this design be submitted to Kleinfelder for review to
check that our recommendations have been incorporated. For planning purposes, the
on-site soils may be considered Type C, as defined using the current OSHA soil
classification.
Stockpiled (excavated) materials should be placed no closer to the edge of an
excavation than a distance equal to the depth of the excavation, but no closer than 4
feet. All trench excavations should be made in accordance with OSHA requirements.
3.4.6 Trench Backfiil
Pipe zone backfill (i.e. material beneath and in the immediate vicinity of the pipe) should
� consist of imported soil less than 3/4-inch in maximum dimension. Trench zone backfill
�� (i.e., material placed between the pipe zone backfill and finished subgrade) may consist
of onsite soil or imported fill that meets the requirements for engineered fill provided
above.
If imported material is used for trench zone backfill, we recommend it consist of silty
sand. In general, gravel should not be used for trench zone backfill due to the potential
for soil migration into the relatively large void spaces present in this type of material and
water seepage along trenches backfilled with coarse-grained sand and/or gravel.
Recommendations provided above for pipe zone backfill are minimum requirements
only. More stringent material specifications may be required to fulfill local building
requirements and/or bedding requirements for specific types of pipes. We recommend
the project civil engineer develop these material specifications based on planned pipe
types, bedding conditions, and other factors beyond the scope of this study.
Trench backfill should be placed and compacted in accordance with recommendations
� provided for engineered fill in Section 3.4.3. Mechanical compaction is recommended;
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ponding or jetting should not be allowed, especially in areas supporting structural loads - �
or beneath concrete slabs supported on grade, pavements, or other improvements. �
3.5 TEMPORARYSHORING
3.5.1 General
Temporary shoring may be required in areas adjacent to existing structures or
improvements where excavations cannot be adequately sloped. Temporary shoring
may consist of a turn-key shoring sysiem, soldier piles and lagging, or other system.
Recommendations for design of temporary shoring are presented below.
The shoring design should be provided by a civil engineer registered in the State of
California and experienced in the design and construction of shoring under similar
co�ditions. Once the final excavation and shoring plans are complete, the plans and
design should be reviewed by the geotechnical engineer for conformance with the
design intent and geotechnical recommendations provided herein.
3.5.2 Lateral Pressures
For the design of cantilevered shoring, an equivalent fluid pressure of 35 pounds per
cubic foot may be used for level backfill. Where the surface of the retained earth
slopes up away from the shoring, a greater pressure should be used. Design data can
be developed for additional cases when the design conditions are established.
In addition to the recommended earth pressure, any surcharge (live, including traffic, or
dead load) located within a 1 :1 plane drawn upward from the 6ase of the shored
excavation should be added to the lateral earth pressures. The lateral contribution of a
uniform surcharge load located immediately behind the wall may be calculated by
multiplying the surcharge by 0.30 for the level backfill condition. Lateral load
contributions of surcharges located at a distance behind the shored wall may be
provided once the load configurations and layouts are known. As a minimum, a 2-foot
equivalent soil surcharge (250 psf) is recommended to account for nominal construction
loads. It should be noted that the above pressures do not include hydrostatic pressure
and assume that dewatering will be performed if groundwater is above the excavation. �
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. 3.5.3 Design of Soldier Piles
All soldier piles should e#end to a sufficient depth below the excavation bottom to
provide the required lateral resistance. We recommend that the required embedment
depths be calculated based on the principles of force and moment equilibrium. For this
method, the allowable passive pressure against soldier piles that extend below the level
of excavation may be assumed to be equivalent to a fluid pressure of 300 pounds per
cubic foot (pcf), with a maximum resistance value of 3,000 psf. To account for arching,
the passive resistance may be assumed to act on an 2.5 times the width of the
embedded portion of the pile, provided adjacent piles are spaced at least 3 pile
diameters, center-to-center.
Drilling of the soldier pile shafts could be accomplished using conventional heavy-duty
drilling equipment. However, caving soils is anticipated to be encountered and some
difficulty may be experienced in the drilling of the soldier pile shafts. It may be
necessary to use casing and/or other techniques to permit ihe installation of the soldier
piles. Concrete for piles should be placed immediately after drilling of the hole is
� complete. The concrete should be pumped to the bottom of the drilled shaft using a
-� tremie. Once concrete pumping is initiated, a minimum head of 5 feet of concrete
above the bottom of the tremie should be established and maintained throughout the
concrete placement to prevent contamination of the concrete by soil inclusions. If steel
casing is used, the casing should be removed as the concrete is piaced.
To develop full lateral resistance, provisions should be taken to assure firm contact
between the soldier piles and undisturbed materials. The concrete placed in the soldier
pile excavations may be a lean-mix concrete. However, the concrete used in that
portion of the soldier pile that is below the planned excavated level should provide
sufficient strength to adequately transfer the imposed loads to the surrounding
materials.
3.5.4 Lagging
Continuous treated timber lagging should be used between the soldier piles. The
lagging should be installed as the excavation proceeds. If treated timber is used, the
� lagging may remain in place after backfilling. The lagging should be designed for the
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recommended earth pressure but limited to a maximum value of 400 pounds per
square foot. �
Some caving and running of the upper soils should be anticipated. To reduce the
potential for loss of ground and settlement of the soil behind the wall, the contractor
should backfill any space between the lagging and the cut slope with clean sand or
sand-cement slurry after installation.
3.5.5 Deflection
Shoring adjacent to existing structures or improvements should be designed and
constructed so as to reduce the potential movement. Once the actual excavation
configuration is known, we should be afforded the opportunity to evaluate the
anticipated lateral deflections of the proposed shoring system.
3.5.6 Monitoring
Some deflection of ihe shored excavation should be anticipated during the planned �
excavation. We recommend the pmject civil engineer perform a survey of all existing ��
utilities and structures adjacent to the shored excavation. The purpose of this survey
would be to evaluate the ability of existing utility lines or improvements to withstand
horizontal movements associated with a shored excavation and to establish the
baseline condition in case of unfounded claims of damage. If existing improvements
are not capable of withstanding anticipated lateral movements, alternative shoring
systems may be required.
Horizontal and vertical movements of the shoring system should be monitored by a
licensed surveyor. The construction monitoring and performance of the shoring system
are ultimately the contractor's responsibility. However, at a minimum, we recommend
that the tops of soldier beams be surveyed prior to excavation and that the top and
bottom of the soldier beams be surveyed on a weekly basis until the foundation is
completed. Surveying should consist of ineasuring movements in venical and two
perpendicular horizontal directions.
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3.6 BUILDING SLAB-ON-GRADE
Concrete slab-on-grade floors are appropriate for the proposed warehouse, provided
subgrade is prepared in accordance with Section 3.4.2. In accordance with the
CWDRs, we recommend the slab be a minimum nominal thickness of 6 inches and
underlain by at least 6 inches of aggregate base material. Aggregate base materials
should meet current Caltrans specifications for Class 2 aggregate base.
A modulus of subgrade reaction of 150 pounds per cubic inch (pci) may be used for
design of slabs supported on 6 inches of aggregate base material over engineered fill,
as discussed below. Pursuant to Costco's current standard construction design
practices, we have evaluated the necessity of using steel reinforcement in the floor
slab. Based on the geotechnical characteristics of the site, the proposed warehouse
can be built with a non-reinforced slab.
Floor slab control joints should be used to reduce damage due to shrinkage cracking.
Control joint spacing is a function of slab thickness, aggregate size, slump and curing
� conditions. The requirements for concrete slab thickness, joint spacing, and
- reinforcement should be established by the designer, based on experience, recognized
design guidelines and the intended slab use. Placement and curing conditions will have
a strong impact on the final concrete slab integrity.
Groundwater is not anticipated to affect the proposed construction. Kleinfelder typically
recommends installation of a vapor barrier beneath the slab to mitigate potential
moisture issues such as flooring performance and mold. However, we understand that
Costco Wholesale has determined that moisture barriers are not to be used in
construction of Costco Wholesale warehouses due to adverse effects on concrete
curing and performance. Therefore, we have provided construction recommendations
that do not include installation of a moisture barrier, with the understanding that there
will be an increased risk for adverse moisture issues.
3.7 EXTERIOR FLATWORK
Prior to casting exterior flatwork, the subgrade soils should be scarified, moisture
� conditioned, and recompacted or overexcavated, as recommended in Section 3.4.2.
� Exterior concrete slabs for pedestrian iraffic or landscape should be at least four inches
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thick. Weakened plane joints should be located at intervals of about 6 feet. Careful
control of the water/cement ratio should be performed to avoid shrinkage cracking due
to excess water or poor concrete finishing or curing. Unreinforced slabs should not be
built in areas where further saturation may occur following construction.
3.8 SITE DRAINAGE
Foundation and slab performance depends greaily on proper irrigation and how well
runoff water drains from the site. This drainage should be maintained both during
construction and over the entire life of the project. The ground surface around structures
should be graded such that water drains rapidly away from structures without ponding.
The surface gradient needed to do this depends on the surface type and should follow
Costco's Wholesale Development Requirements (Costco Wholesale, 2014).
We recommend that landscape planters either not be located adjacent to buildings and
pavement areas or be properly drained to area drains. Drought resistant plants and
minimum watering are recommended for planters immediately adjacent to structures.
No raised planters should be installed immediately adjacent to structures unless they
are damp-proofed and have a drainpipe connected to an area drain outlet Planters
should be built such that water exiting from them will not seep into the foundation areas
or beneath slabs and pavement. Othenvise, waterproofing the slab and walls should be
considered. Roof water should 6e directed to fall on hardscape areas sloping to an
area drain, or roof gutters and downspouts should 6e installed and routed to area
drains. Roof downspouts and their associated drains should be isolated from other
subdrain systems to avoid flooding. In any event, maintenance personnel should be
instructed to limit irrigation to the minimum actually necessary to properly sustain
landscaping planis. Should excessive irrigation, waterline breaks or unusually high
rainfall occur, saturated zones and "perched" groundwater may develop. Consequently,
the site should be graded so that water drains away readily without saturating the
foundation or landscaped areas. Potential sources of water such as water pipes,
drains, and the like should be frequently examined for signs of leakage or damage.
Any such leakage or damage should be promptly repaired. Wet utilities should also be
designed to be watertight.
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' � 3.9 RETAINING STRUCTURES
Design earth pressures for retaining structures depend primarily on the allowable wall
movement, wall inclination, type of backfill materials, backfill slopes, surcharges, and
drainage. The earth pressures provided assume that the on-site granular soil will be
used as backfill. If a drainage system is not installed, the wall should be designed to
resist hydrostatic pressure in addition to the earth pressure. Determination of whether
the active or at-rest condition is appropriate for design will depend on the flexibility of
the walis. Walls that are free to rotate at least 0.002 radians (deflection at the top of the
wall of at least 0.002 x H, where H is the unbalanced wall height) may be designed for
the active condition. Walls that are not capable of this movement should 6e assumed
rigid and designed for the at-rest condition. The recommended active and at-rest earth
pressures and passive resistance values are provided in Table 5.
Table 2
Lateral Earth Pressures for Retaining Structures
(On-site Granular Backfill)
� Wall:movement -� '�Backfill Contlition ' Equivalent Fluid Pressure �:
_.. ':(P�f)
Free to Deflect � �� � 40
(active condition) Level
Restrained 60
(at-rest condition)
The above lateral earth pressures do not include the effects of surcharges (e.g., traffic,
footings), compaction, or truck-induced wall pressures. Any surcharge (live, including
traffic, or dead load) located within a 1 :1 (horizontal to vertical) plane drawn upward
from the base of the excavation should be added to the lateral earth pressures. The
lateral contribution of a uniform surcharge load located immediately behind walls may
be calculated by multiplying the surcharge by 0.33 for cantilevered walls under active
conditions and 0.50 for restrained walls under at-rest conditions. Walls adjacent to
areas subjec[ to vehicular traffic should be designed for a 2-foot equivalent soil
surcharge (250 psfJ. Lateral load contributions from other surcharges located behind
walls may be provided once the load configurations and layouts are known.
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Walls should be properly drained or designed to resist hydrostatic pressures. Adequate � �
drainage is essential to provide a free-drained backfill condition so that there is no
hydrostatic buildup behind the wall. Walls should also be appropriately waterproofed to
reduce the potential for staining. Drainage behind loading dock walls can consist of
weepholes placed along the base of the wall. Weepholes should be spaced 10 to 75
feet apart and connected with a gravel drain consisting of approximately 3 cubic feet of
clean gravel per foot of wall length wrapped with filter fabric.
3.10 PAVEMENT SECTIONS
The required pavement structural sedions will depend on the expected wheel loads,
volume of traffic, and subgrade soils. We have provided asphalt concrete pavement
sections for traffic indices provided in the CWDRs (Costco, 2014). Positive drainage of
the paved areas should be provided since moisture infiltration into the subgrade may
decrease the life of pavements. Curbing located adjacent to paved areas should be
founded in the subgrade, not the aggregate base, in order to provide a cutoff, which
reduces water infiltration into the base course.
The following pavement sections provided above are based on the soil conditions ����
encountered during our field exploration, our assumptions regarding final site grades,
and limited laboratory testing.
3.10.1 Costco Pavement Design Parameters
We developed pavement design recommendations using traffic loading parameters
provided in the CWDRs and the following data:
• A 20-year pavement design life;
• Light-duty pavements subject to 6,600 passenger vehicle trips per day (Traffic
Index of 5.0);
• Heavy-duty pavements subject to 30 tractor-trailer truck tips per day (Traffic
Index of 7.0);
• For asphalt concrete pavements: a design R-value of 20; and
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� � • For Portland cement concrete (PCC) Pavements: a 2S-day flexural strength
(modulus of ruptore determined by the third-point method) of at least 550 pounds
per square inch (psi) (approximate compressive strength of 4,000 psi); a
modulus of subgrade reaction (k value) of 150 pounds per cubic inch (pci); and
interlock at the control joints.
3.10.2 Asphalt Concrete Pavement
We designed asphalt concrete pavement, also referred to as Hot Mix Asphalt (HMA), in
accordance with the Asphalt Institute Manual Series (MS-1), Asphalt Pavemenis for
Highways and Streets. HMA should conform to requirements of the Costco Wholesale
Asphalt Pavement and Surfacing Specification 02471 . Pavement lifts should not exceed
three inches. Table 3 presents recommended minimum HMA pavement sections. It
should 6e noted that the existing pavement section consists of approximately 3 to 4
inches of asphalt concrete over 7 to 8 inches of aggregate base. Consideration should
be given to matching the existing sections at minimum. Prior to placement of aggregate
base, pavement subgrade should be prepared in accordance wiih Section 3.42.
���- Table 3
Recommended Minimum Asphalt Concrete Pavement Sections
Treffic Use '�� TreRic Index, TI �Phalt Concrete Aggregate Base '
(inches) (inches) I
Light-Duty SA � 3b � 6.0
Pavement
Heavy-Duty 6.5 6.0
Pavemeni �'�
5.0 12.0
3.10.3 Asphalt Performance Grade Binder
Performance Grade (PG) Binder 70-10 is appropriate for the project. This
recommendation was developed in accordance with Costco Wholesale Specifications
Section 02741. Air temperature data for the five data stations nearest the project site
was averaged and the PG was selected using the FHWA program LTTPBind
� Version 3.1 . The high-end temperature rating was selected as one grade higher than
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the 98 percent reliability binder and the Iow-end temperature was selected to provide a �
reliability of at least 90 percent.
3.10.4 Portland Cement Concrete Pavement
We designed PCC pavement in accordance with the Portland Cement Association
(PCA) Thickness Design for Concrete Pavements (PCA, 1984). The design assumes
that the PCC will have a 28-day flexural strength (modulus of rupture determined by the
third-point method) of at least 550 pounds per square inch (psi) (approximate
compressive strength of 4,OD0 psi). A design modulus of subgrade reaction (k value) of
150 pounds per cubic inch (pci) was assumed for the top of the compacted aggregate
base. It was also assumed that aggregate interlock would be developed at the control
joints. The pavement sections are based on a theoretical design life of 20 years.
Recommended minimum PCC sections are presented in Table 4. Prior to placement of
aggregate base, pavement subgrade should be prepared in accordance with Section
3.42.
Table 4
Recommended Minimum PCC Pavement Sections
� T,raffic Use ��.Traffic Index, 7I . � PCC " �Aggregate Base ��
',`(inohes)� ,� (inche;��
Light-Duty 5.0 6.5 6A �
Pavement
Heavy-Duty � 0 7.0 6.0
Pavement
3.10.5 Aggregate Base
Aggregate base materials should meet current Caltrans specifications for Class 2
aggregate 6ase. Alternatively, the aggregate base course could meet the specifications
for untreated base materials (crushed aggregate base or crushed miscellaneous base)
as defined in Section 200-2 of the current edition of the Standard Specifications for
Public Works Construction (Greenbook). Caltrans Class 2 aggregate base and crushed
miscellaneous base (CMB) utilize recycled materials and require Costco's approval
prior ro use. -
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3.10.6 Construction Considerations
The pavement sections provided above are contingent on the following
recommendations being implemented during construction.
• Pavement subgrade should be prepared as recommended in Section 3.42.
• Subgrade soils should be in a stable, non-pumping condition at the time the
aggregate base materials are placed and compacted.
• Aggregate base materials should be compacted to at least 95 percent relative
compaction (ASTM D7557).
• Asphalt paving materials a�d placement methods should meet current Costco
Wholesale Specifications Section 02741.
• Adequate drainage (both surface and subsurface) should be provided such that
the subgrade soils and aggregate base materials are not allowed to become wet.
Note that pavement materials and construction must be completed in strict accordance
� with the Costco's specifications that contain very specific pavement material (asphalt,
� aggregate and concrete) criteria and consiruction practices to be used (compaction and
material sampling). The general contractor and pavement construction subcontractor
should be aware that asphalt and concrete mix designs must be submitted to the
design architect and Kleinfelder at least 45 days prior to the scheduled production and
laydown for review and approval.
3.17 SOIL CORROSION
The corrosion potential of the on-site materials to steel and buried concrete was
preliminarily evaluated. Laboratory testing was performed on one representative soil
samples to evaluate pH, minimum resistivity, chloride and soluble sulfate content. The
test results are presented in Table 5.
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Table 5 '
Corrosion Test Results ._.
Solutile Soluble �.�
�-Minimum Sulfate �Chloride ��'
Depth I��Resistivity Content Content �
Boring �^.(ft) ;��(ohm-cm) pH � (ppm) (ppm)
B-5 .. 25 . . . . 2,214.... . 7.5 ... . . 2�7 . . .. 168. .
These tests are only an indicator of soil corrosivity for the samples tested. Other soils
found on site may be more, less, or of a similar corrosive nature. Imported fill materials
should be tested to confirm that their corrosion potential is not more severe than those
noted.
Resistivity values between 1 ,000 and 3,000 ohm-cm are normally considered highly
corrosive to buried ferrous metals (NACE, 2006). The concentrations of soluble sulfates
indicate that the potential of sulfate attack on concrete in contact with the on-site soils is
"negligible" based on ACI 318-11 Table 4.2.1 (ACI, 2011). Maximum water-cement
ratios and cement types are not specified for these sulfate concentrations.
Kleinfelder's swpe of services does not include corrosion engineering and, therefore, a ��
detailed analysis of the corrosion test results is not included. A qualified corrosion
engineer should be retained to review the test results for further evaluation and design
protective systems, if considered necessary.
3.12 STORM WATER MANAGEMENT
Kleinfelder understands that, as part of storm water management for the project,
Infiltration Best Management BMPs, such as subterranean infiltration galleries, are
being considered. We performed four borehole infiltration tests using the well
permeameter (USBR 7300-89) in accordance with the Riverside County guidelines in
order to provide recommendations for Iocating and designing subterranean infiltration
galleries. We also performed 10 grain-size distribution laboratory tests to assess the
grain size associated with 10 percent finer particles (D�o). The borehole infiltration tests
along with grain-size distribution tests were used to evaluate the infiltration capabilities
of the subsurface soils. The borehole infittration test resuRs are presented in __
Appendix C.
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� Based on visual soil classification and laboratory testing of the soil samples collected
�� during our field exploration, the upper approximately 10 feet oF the subsurface soils
consist predominantly silty sand with fines contents between approximately 20 and 46
percent. Below a depth of approximately 10 feet, the subsurface soils consist
predominantly sand with silt with approximately 7 to 11 percent fines content. Based on
the results of the borehole infiltration tests, the soil classification and gradation tests,
the use of infiltration BMPs, such as subterranean infiltration galleries, for storm water
management are feasible provided the galleries are located northeast of ihe existing
warehouse building near the cooler addition and capable of bypassing the upper silty
sand layer with outflow at a depth of at least 12 feet below grade.
We understand that the bottoms of infiltration galleries are typically established at
depths of approximately 5 to 10 feet below grade. To facilitate water dissipation ai
depth, we recommend either deepening the infiltration galleries or excavating the
existing soil 6elow ihe bottom of the galleries to a depth of at least 12 feet below grade
and backfilling the excavation with 3/4-inch crushed rock. The crushed rock should be
wrapped with filter fabric (Mirafi 140N or equivalent). Based on the results of the
. infiltration tests and the correlation of the grain-size distribution with hydraulic
��� conductivity, and considering factors such as site variability, potential for long-term
siltation and bio-buildup, a long-term infiltration rate of approximately 0.5 inches per
hour may be used for design of subterranean infiltration galleries with outflow at a depth
of at least 12 feet below grade. The galleries should be at least 15 feet horizontally
from the nearest foundation.
If infiltration BMPs are impractical due to existing site constraints, we recommend
alternatives, such as bio-filtration/bio-retention systems (bio-swales and planter boxes),
be implemented at the project site. If bio-filtration/6io-retention systems are employed,
we recommend that the BMPs be built such that water exiting from them will not seep
into the foundation areas or beneath slabs and pavement. If planters are located within
10 feet of the building or building foundations, or adjacent to slabs and pavements, then
some means of diverting water away from the building, building foundation soils, or soils
that support slabs and pavements would be required, such as lining the planters.
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4 ADDITIONAL SERVICES �
4.1 PLANS AND SPECIFICATIONS REVIEW
We recommend that Kleinfelder perform a general review of the project plans and
specifications before they are finalized to verify that our geotechnical recommendations
have been properly interpreted and implemented during design. If we are not accorded
the privilege of performing this review, we can assume no responsibility for
misinterpretation of our recommendations.
4.2 CONSTRUCTION OBSERVATION AND TESTING
The construction process is an integral design component with respect to the
geotechnical aspects of a project. Because geotechnical engineering is an inexact
science due to the variability of natural processes, and because we sample only a
limited portion of ihe soils affecting the performance of the proposed structure,
unanticipated or changed conditions can be encountered during grading. Proper
geotechnical observation and testing during construction are imperative to allow ihe
geotechnical engineer the opportunity to verify assumptions made during the design
process. Therefore, we recommend that Kleinfelder be retained during the construction
of the proposed improvements to observe compliance with the design concepts and
geotechnical recommendations, and to allow design changes in the event that
su6surface conditions or methods of construction differ from those assumed while
completing this study.
Our services are typically needed at the following stages of grading.
• After demolition;
• During grading;
• After the overexcavation, but prior to scarification;
• During utility trench backfill;
• During base placement and site paving; and
• After excavation for foundations.
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� 5 LIMITATIONS
This geotechnical study has been prepared for the exclusive use of Costco W holesale
and their agents for specific application to the proposed dairy cooler addition to Costco
Wholesale Warehouse No. 491 at 26610 Ynez Road in Temecula, California. The
findings, conclusions and recommendations presented in this report were prepared in
accordance with generally accepted geotechnical engineering practice. No other
warranty, express or implied, is made.
The scope of services was limited to a background data review and the field exploration
described in Sec[ion 12. It should be recognized that definition and evaluation of
subsurface conditions are difficult. Judgments leading to conclusions and
recommendations are generally made with incomplete knowledge of the subsurface
conditions present due to the limitations of data from field studies. The conclusions of
this assessment are based on our field exploration and laboratory testing programs, and
engineering analyses.
� Kleinfelder offers various levels of investigative and engineering services to suit ihe
� varying needs of different clients. Although risk can never be eliminated, more detailed
and extensive studies yield more information, which may help understand and manage
the level of risk. Since detailed study and analysis involves greater expense, our clients
participate in determining levels of service, which provide information for their purposes at
acceptable levels of risk. The client and key members of ihe design team should discuss
the issues covered in this report with Kleinfelder, so that the issues are understood and
applied in a manner consistent with the owner's budget, tolerance of risk and
expectations for future performance and maintenance.
Recommendations contained in this report are based on our field observations and
subsurface explorations, limited laboratory tests, and our present knowledge of the
proposed construc[ion. It is possible that soil or groundwater conditions could vary
between or beyond the points explored. If soil or groundwater conditions are encountered
during construction that differ from those described herein, the client is responsible for
ensuring that Kleinfelder is notified immediately so that we may reevaluate the
recommendations of this report. If the scope of the proposed construction, including the
� estimated Traffic Index or locations of the improvements, changes from that described in
20152384.001A/IRV14R09810 Page 27 of 30 November 25, 2014
coPyden�zaia Kiemreiae.
� KLE/NFELOER
�.rsn�.w...�,n,wma.
this report, the conclusions and recommendations wntained in this report are not ��. �
wnsidered valid until the changes are reviewed, and the conclusions of this report are ��
modified or approved in writing, by Kleinfelder.
The scope of services for this subsurface exploration and geotechnical report did not
include environmental assessments or evaluations regarding the presence or absence of
wetlands or hazardous substances in the soil, surface water, or groundwater at this site.
Kleinfelder cannot be responsible for interpretation by others of this report or the
conditions encountered in the field. Kleinfelder must be retained so that all geotechnical
aspects of construction will be monitored on a full-time basis by a representative from
Kleinfelder, including site preparation, preparation of foundations, and placement of
engineered fill and trench backfill. These services provide Kleinfelder the opportunity to
observe the actual soil and groundwater conditions encountered during construclion and
to evaluate the applicability of the recommendations presented in this report to the site
conditions. If Kleinfelder is not retained to provide these services, we will cease to be the
engineer of record for this project and will assume no responsibility for any potential claim
during or after construction on this project. If changed site conditions affect the �
recommendations presented herein, Kleinfelder must also be retained to perform a '��
supplemental evaluation and to issue a revision to our original report.
This report, and any future addenda or reports regarding this site, may be made available
to bidders to supply them with only the data contained in the report regarding subsurface
conditions and laboratory test results at the point and time noted. Bidders may not rely on
interpretations, opinion, recommendations, or conclusions contained in the report.
Because of the limited nature of any subsurface study, the contractor may encounter
conditions during construction which differ from those presented in this report. In such
event, the contractor should promptly notify the owner so that Kleinfelder's geotechnical
engineer can be contacted to confirm those conditions. We recommend the contractor
describe the nature and extent of the differing conditions in writing and that the
construction contract include provisions for dealing with differing conditions. Contingency
funds should be reserved for potential problems during earthwork and foundation
construction.
This report may be used only by the client and only for the purposes stated, within a �
reasonable time from its issuance, but in no event later than one year from the date of the ��
20152364.00tA/IRV74R09810 Page28of30 November25, 2014
Copynght 2014 Kleinkltler
KLE/NFELOEf7
�y�*�s.�m��w�.e,.
report. Land use, site conditions (both on site and off site) or other factors may change
'�� over time, and additional work may be required with the passage of time. Any party, other
than the client who wishes to use this report shall notify Kleinfelder of such intended use.
Based on the intended use of this report and the nature of the new project, Kleinfelder
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
Kleinfelder from any liability resulting from the use of this report by any unauthorized party
and the client agrees to defend, indemnify, and hold harmless Kleinfelder from any claims
or liability associated with such unauthorized use or non-compliance.
20152364.0�1A/IRV14R09810 Ptqe 29 of 30 November 25, 2014
CopVright 201d Kleinfeltlet
�E/NFELOER
� wn..Aw.mm,mi.m,a
�-
6 REFERENCES � �
American Concrete Institute (ACI), 2011, Building Code Requirements for Structural
Concrete (ACI 318-17) and Commentary.
American Society of Civil Engineers (ASCE), 2010, Minimum Design Load for Buildings
and Other Structures (ASCE/SEI 7-70).
California Geologic Survey (CGS), 2003, The Revised 2002 California Probabilistic
Seismic Hazard Maps, released June 2003.
Costco Wholesale, 2014, Costco Wholesale Development Requirements, Version
2014, revised on June 13, 2074.
International Code Council, Inc., 2013 California Building Code.
Leighton (1999), Leighton and Associates, Preliminary Geotechnical Investigation,
Proposed Costco Wholesale and Gas Station Site, Ynez Road and Overland
Drive, Temecula, California, Dated April 26, 1999. � �
National Association of Corrosion Eogineers (NACE), 2006, "Corrosion Basics, An
Introduction, 2nd Edition" National Association of Corrosion Engineers.
Portland Cement Association (PCA), 1984, Thickness Design for Concrete Highway
and Street Pavements, Skokie, Illinois: Portland Cement Association.
Portland Cement Association, 1988, Design and Control of Concrete Mixtures, Portland
Cement Association, Skokie, Illinois.
20152384.001 AlIRV14R09810 Page 30 of 30 November 25, 2014
Copyright 2014 Kleinfelder
PLATES
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APPENDIX A
FIELD EXPLORATIONS
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APPENDIX A
�� PIELD EXPLORATIONS
Our field exploration program consisted of drilling five borings at the project site. The
borings were drilled to depths ranging from approximately 11'/z to 21Yz feet below the
existing ground surface (bgs) as proposed. The borings were drilled by CalPac Drilling
of Calimesa, California with a truck-mounted, hollow-stem-auger drilling rig equipped
with an auto-hammer (Mo6ile B61). The approximate locations of the borings are
presented on Plate 2.
Prior to commencement of the fieldwork, various geophysical techniques were used at
each boring location in order to identify potential conflicts with subsurface structures.
Each of our proposed field exploration locations were also cleared for buried utilities
through Underground Service Alert (USA).
The boring logs are presented as Plates A-3 through A-7. An explanation to the logs is
presented as Plates A-1 and A-2. The boring logs describe the earth materials
encountered, samples obtained and show field and laboratory tests performed. The
� logs also show the location, boring number, drilling date and the name of the drilling
subcontractor. The borings were logged by a Kleinfelder geologist using the Unified
Soil Classification System. The boundaries between soil types shown on the logs are
approximate because the transition beriveen different soil layers may be gradual. Bulk
and drive samples of selected earth materials were obtained from the borings.
A modified-California sampler was used to obtain drive samples of the soil
encountered. This sampler consists of a 3-inch O.D., 2.4-inch I.D. split barrel shaft that
is pushed or driven a total of 18-inches into the soil at the bottom of the borings. The
soil was retained in six 1-inch brass rings for laboratory testing. An additional 2 inches
of soil from each drive remained in the cutting shoe and was usually discarded after
visually classifying the soil. The sampler was driven using a 140-pound hammer falling
30 inches. The total number of blows required to drive the sampler the final 12 inches
is termed 61ow count and is recorded on the boring logs.
Samples were also obtained using a Standard Penetration Sampler (SPT). This
sampler consists of a 2-inch O.D., 1-inch I.D, split barrel shaft lhat is advanced into the
. soils at the bottom of the drill hole a total of 18 inches. The sampler was driven using a
... 140-pound hammer falling 30 inches. The total number of hammer blows required to
20152384.007AlIRV14R09810 Page A4 November25, 2014
Copyright 2014 Kleinfelder
�E/NFELOER
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� drive the sampler the final 12 inches is termed the blow count (N) and is recorded on
�� ihe Log of Boring. The procedures we employed in the field are generally consistent
with those described in ASTM Standard Test Method D1586.
Bulk and grab samples of the near-surface soils were directly retrieved from the
cuttings.
20152384.007A/IRV74R09870 Page A-2 November25, 2074
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Leggad By: T.Meie� Drill Crew: Keith/Jalmes
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Plunge: -90tlegrees DrillingMe�hatl: HOIlowStemAuger
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� FIEI�EXPLOf WTION LABOR4TORY RESULTS
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BORING LOG B-2
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ag KLE/NFELOER cnEcrceoer:d.wu�ea ProposetlReceivingArealDairyCoolerAddilions A-4'
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RENSED: 10HYe01C Temeeula, Califomia pq�E: toH
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Lepged By: T. Meier Dtill Crew: Keith/Jaimes
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� m FlELDEXPLOFhTION IABORPTORYRESULTS
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. Plunge: -90tlegrzes DrillingMethatl: Ho11owS�emAuger
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a FI¢�EXPLOfUT10N IABOMTORY RESOLTS
2
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APPENDIX B
LABORATORY TESTING
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APPENDIX B
�-� LABORATORY TESTING
GENERAL
Laboratory tests were performed on selected samples as an aid in classifying the soils
and to evaluate physical properties of the soils that may affect foundation design and
construction procedures. The tests were performed in general conformance with the
current ASTM or California Department of Transportation (Caltrans) standards. A
description of the laborarory-testing program is presented below.
MOISTURE AND UNIT WEIGHT
Moisture content and dry unit weight tests were performed on selected samples
recovered from the borings. Moisture contents were determined in general accordance
with ASTM Test Method D 2216; dry unit weight was calculated using the entire weight
of the samples collected. Results of these tesis are presented on the boring logs in
Appendix A.
� GRAIN-SIZE DISTRIBUTION AND HYDROMETER
Grain-size distribution testing was performed on samples of the materials encountered
at the site to evaluate ihe particle size distribution characteristics of the soils and to aid
in their classification. The tests were performed in general accordance with ASTM Test
Method D 422. The test results are presented on Plates B-1 through B-5, Grain Size
Distribution.
PREIMINARY CORROSIVITY TEST
A series of chemical tests was performed on one sample of the near-surtace soils to
estimate pH, resistivity, sulfate and chloride content. The preliminary corrosion
la6oratory testing results are presented below.
20152384.001A/IRV14R09810 Page 6-7 November 25, 2014
Copyright 2014 Kleinieltler
I KLE/NFELOE/7
�am.r�2�+�..�.
�" � Table B-4
-- Corrosion Test Results
` = ,.Depffi Sulfate :. Chloridei Resisfiyity •�,
�Bonng"�, � � � �ft): `=PH , . �.(PP.m) . (PPm)..���� (ohrti=c;m),.�'
B - 5 2.5 7.5 217 168 2,2'14
20152384.001A/IRV14R09810 Page e-2 November 25, 2014
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SAMPLEIOENTIFICATION PERCENTAGES ATTERBERGLIMITS
SYMBOL BORING SAMPLE UEPTH SOILCLASSIFICATION
N0. N0. (p_) GRAVEL SANO FINES LL PL PI
� e-1 3 9 42 ]�.9 24.9 WA WA NIFl SiltySand(SM)
� B-1 4 ID 1.9 ]5.5 23d WA WA WA SilrySantl(SM)
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COfiBLE GRAVEL SAND SILT CLAY
SAMPLE IDENTIFICATION PERCENTAGES ATTERBERG LIMITS
SYMBOL gORING SAMPLE DEPTH SOILCLASSIFICATION
NO. NO. (p.� GRAVEL SAND FINES LL PL PI
� B-2 4 10 1.6 91.1 ]3 N/A N/A NIA well Gratletl Sand wi�h S'Jt
(SW-SM)
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G08BLE GRAVEL SAND SILT CLAY
SAMPLEIDENTIFICATiON PERCENTAGES ATTERBERGLIMITS
SYMBOL BORING SAMPLE DEPTH SOILCLASSIFICATION
NO. N0. (ft,) GRAVEL SAND FINES LL PL PI
� B-3 6 15 0.6 88.5 ID.9 N/A WA WA well Graded Sand wilh Sil�
(SW-SMJ
■ B-3 4 10 0.4 �9.] 19.9 N/A N/A WA SIItySand (SM)
� B3 3 ].5 0.] 92$ ].0 N/A N/A WA wellGradedSantlwiNSilt
(SWSM)
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SVMBOL gORING SAMPLE �EPTH SOILCLASSIFICATION
NO. N0. (ft,) GRAVEL SAN� FINES LL PL PI
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SAMPLE IDENTIFICATION PERCENTAGES ATTEFBEFG LIMITS
SYMBOL gpRING SAMPLE DEPTH SOIL CLASSIPICATION
NO. NO. �ry.) GflAVEL SANO FINES LL PL PI
� B-5 3 ].5 OA 542 45.8 NIA NlA N/A SiltySand(SM)
■ B-5 5 12.5 0.8 90.5 BJ N/A WA N/A WeIlGratletlSantlwi[hSilt
(SW-SMj
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APPENDIX C
BOREHOLE INFILTRATION TESTING
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(�� � APPENDIX C
�� BOREHOLE INFILTRATION TESTING
Borehole infiltration testing was performed in accordance with Appendix A, Riverside
County — Low Impact Development BMP Design Handbook. Based on the Ta61e 1 ,
Infiltration Testing Requirements, and our selection of the Well Permeameter Method
(USBR 7300-89), we performed four borehole infiltration tests in Borings B-1 , B-3, B-4
and B-5. The total depth of the four borings with permeameter tests were approximately
1 tY: feet, 16'/z feet, 11'/z feet, and 21 Y: feet, respectively. At the conclusion of drilling,
ihe augers were removed vertically from the borings to limit the amount of "smearing" of
the boring sidewall. Within each boring, approximately 2 inches of gravel was added to
the bottom. Perforated pipe was then placed with the bottom directly on the gravel
bottom. The pre-saturation of the boreholes subsequently commenced.
In the test located in Borings B-1, approximately 4 feet of sand was place around the
perforated pipe to limit the collapse of the sidewall soil once the infiltration test was
commenced. In this analysis, we performed a void ratio test to analyze the volume of
� water infiltrating during ihe test.
The well permeameter test results provide the short-term infiltration rate of a soil layer.
The long-term design infiltration rate is the short term value with factors of safety
applied. The short term infiltration rates are presented below.
Table C-7
Infiltration Rates
� ' Depth�of.Test ��� " Short-term, Cong-term Design ,
Locetion � .�n� : Infiltration'Rate Infiltra�onRate .
� in/hour � in/hour �.
B-1 11 .5 0.40 � 0.13
83 16.5 0.03 0.03
B-4 11 .5 0.04 0.01
B-5 2� .5 3.44 1.15
.,_ In addition to the borehole infiltration tests, we also performed 10 grain-size distribution
.._ laboratory tests to assess the grain size associated with 10 percent finer particles
20152384.00tAlIRV14R09610 Page C-1 November25, 2014
CopyrigM 2ala Kleinfeltler
( KLE/NFELOEK
�'o-un�r.rv��+.w.w.
;���� (D10). The results of these tests were analyzed using Hazen's equation to calculate an
�� approximate permeability rate "k". Hazen's equation is shown below.
k = C ' D�oZ
"C" is a constant factor assumed to be 1 for our analysis, and the D10 particle size
diameter in which 10% of the soil is finer. The results of the Hazen equation
correlations are presented in Table C-2.
Table C-2
Soil Permeability
Bonng ; Sample Depth � Approximatetl - z� , �� Permeshility Permeability".
No. .� No. ,(ft), . Dnol�+m) . - � `� �ao . C � . (ain/s) . (INh6Ur) '�.
� e-1 � � � 3 ��7 0.07 0.0007 1 1.00E-04 0.14
6-1 4 70 0.002 0.000004 1 4.00E-06 0.01
B-2 4 70 0.14 0.0196 1 1.96E-02 27.78
. B3 3 7.5 0.13 0.0169 7 1.69E-02 23.95
�-� 63 4 10 0.012 0.000144 1 7.4d&04 020
B3 6 15 0.065 0.004225 1 423E-03 5.99
e-4 4 10 0.004 0.000016 7 t.60E-05 0.02
8-5 3 7.5 0.0025 0.00000625 1 625E-06 0.01
B-5 5 12.5 0.09 0.0081 1 8.10E-03 17.48
B-5 7 20 0.14 0.0796 7 1.9fiE-02 27.78
20152384.OotA/IRV14R09810 PageG2 November25, 2014
Copyright 2a14 Kleinfelder
Percolation Test Data Sheet
Project: Cwtm Permlation Project No: 20152384.00lA Start Date: 9/15/2014
., . Test Xole Na: B-1 Tested ey: T. Meier Finish Date: 9/16/2014
Dep[hofTestHoleDx�ft.): 10 US[SSoilClassification: SiltySand(SM)
TestXole Dimension� inches ) Length Width
Diameter�if round j= 6 Sides( if rec[anGular)= N/A N/A
Start Weather: Clear Ending Weather. Clear
Factor of 5afety: 3
SandySail Criteria Test`
Time Initial Final Chanein
Interval, Depthto Depthto Waier GreaterthanorEqualto6
(minJ waterlin.) Water i.evel (in.)(v/Nl
TrailNo. StartTime StopTime (���) (in.)
1 1024 1049 25 60 85 25 Y
2 1049 1114 25 SS 97 12 Y
'if two mnsecutive measurements show that six inches ot water seeps away in less than 25 minutes,the test
shall he run for an additional hour with measurement taken every 10 minutes. Otherwise, pre-soak(fil1)
overnight.Obiain at least twelve measurement per hole over at least six hours(approzimately 3D minute
intervals�with precision of at least 0.25".
Tesf Data
o�
Oo Final �D
4tTime Initial Oepthto Change Percolation Test Design
._. Interval DepYhto Water inWater Rate Infiltretion InFiltration
TrailNo. SSartTime StopTime (min� Water(in) (in) Level�in� (min/in) Rate(in/hr) Rate(in/hrI
1 1156 1208 12 641 74.4 102 1.18 0.60 0.20
2 1208 1215 30 ]4.4 77.5 3.1 323 0.25 0.06
3 1218 1225 10 ]].5 81.4 3.9 2.56 034 0.11
4 1228 1238 10 81.4 84.0 2.6 3.85 0.25 0.08
5 1238 1245 10 84.0 862 2.2 4.55 0.22 0.07
6 1248 1255 10 86.2 883 2.1 4.76 0.23 0.08
7 1301 1311 30 85.8 88.2 2.4 4.17 0.26 0.09
B 1311 1321 30 88.2 92.4 4.2 2.38 0.50 0.1�
9 1322 1332 30 87.5 91.8 4.3 233 0.50 0.17
l0 1334 1344 30 87.6 89.4 1.8 5.56 020 0.07
11 1351 1401 10 87.6 91.8 4.2 238 0.49 0.16
12 1402 1412 10 87.7 91.2 3.5 2.56 0.40 0.13
Percolation Test Data Sheet
Praject. Costco Percolation Projec[No: 20152384.DOlA Start Date: 9/15/2014
..... Test Hole No: B-3 Tested By: T. Meier Finish Uate: 9/16/2014
Depth of Test Hole Dx�ft.�: 15 USCS Soil Classifiwtion: SM/SP
Test Hole Dimensian( inches� Length Width
Diameter�ifround )= 6 Sides�ifrectangular�= N/A N/A
SYartWeather. Clear EndingWeather. Clear
Factorof Safety: 3
Sandy Soil Criteria Test•
Time Initial Final Chane in
Intervai, Depth to Depth to Water Greater than or Equal[a 6 �
(min.) water(in.) Water Level (in.)(Y/N)
TrailNo. StartTime StopTime (�n.) (in.)
1 1610 1635 25 150 158 8 Y
2 1638 1703 25 149 151 2 N
•if two<onsewtive measurements show that six Inches of water seeps away in les than 25 minutes,the test
shall be run for an additional hour with measurement taken every 30 minutes. Otherwise, pre-soak(fill�
overnight.Obtain at leasttwelve measurement per hole over at least six hours(approzimately30 minute
intervals)with precision of at least 0.25".
Test oata
Df �0
Do Final Change Design
AtTime Initial Depthto inWater Percola[ion Infiltration Infil[ratio
�` .., interval Depth to Water Level Rate Rate n Rate
TrailNo. StartTime StopTime (min.) Water�in.) �in.) (in.) �min.in.) (in./hr.) (in/hr�
1 0843 0913 30 130.0 133.6 3.6 833 022 0.07
2 0919 0949 30 139.2 141.6 2.4 12.50 0.18 0.06
3 0952 1022 30 137.4 139.8 2.4 12.50 0.17 0.06
4 1052 1055 30 136.8 139.4 2.6 11.54 0.18 0.06
5 1056 1126 30 137.4 139.2 1.8 16.67 012 0.04
6 1132 1202 30 137.4 1392 1.8 16.6] 0.12 0.04
7 1204 1239 30 138.0 1392 12 25.00 0.08 0.03
B 1235 1305 30 137.4 139.0 1.6 18.75 0.11 0.04
9 1306 1336 30 136.8 1392 2.4 12.50 0.17 0.06
30 1338 1408 30 138.0 1392 12 25.00 0.08 0.03
Il 1409 1439 30 138.0 139.2 1.2 25.D0 0.08 0.03
Percolation Test Data Sheet
� Project CostcoPercolation ProjectNo: 201523S9.OD1A StartDaie: 9/15/2014
._. Test Hole No: 8-4 Tested By: T. Meier Finish Date: 9/i6/2014
Depth of Test Hole D�(ft.�: 9.8 USCS Soil CIa55iftCation: Sllty Sand(SM)
Test Hole Dimension(inches� Length Width
Diameter(if round)= 6 Sides(if rec[angular� = N/A N/A
SWrtWeather: Cleaz EndingWeather: Clear
Factor of Safety: 3
Sandy Soil CMteria Test'
Time Initial Final Chane in
Interval, Depth to Depth to Water Greater than or Equal to 6
waeer ievel (in.��Y/N)
(min.) water�in.�
TrailNo. StartTime StopTime (��'� (��')
1 1503 1528 25 ]6 88 12 Y
2 1531 7556 25 66 74 8 Y
'if two consecutive measurements show that siz inches of water seeps away in less than 25 minutes,the test
shall be run for an additional hour with measurementtaken every 30 minutes.Otherwise, pre-soak(fll)
ovemight Obtain at leasttwelve measurement per hole over at least six hours(appmximately 30 minute
intervals)with precision of at least 0.25".
Test Data
Do OD
Initial 0� Change
Depth to Final in Water Permlation In�l[ration Design
�tTime Waier(in.) DepthTo Level Rate Rate Infilcration
Interval WaSer (��,) (min.in.) (in./hr.) Rate(in/hr)
TrailNa. StartTime StopTime (min.) (in.)
1 0851 0901 10 81.� 81.5 0.50 20.0 0.12 0.04
2 0912 0922 10 81.6 81.9 0.30 33.3 0.0] 0.02
3 0924 0934 10 80.4 S0.] 030 333 0.07 0.02
4 0934 0944 10 80.7 53.0 0.30 33.3 0.07 0.02
5 0944 0954 10 80.5 50.7 0.20 50.0 o.os o.02
6 0955 1005 10 80.] 80.9 0.18 55.6 0.04 0.01
Percolation Test Data Sheet
,.���� Prqec[: CostcoPercolation ProjectNo: 20152384.00lA StartDate: 9/15/2014
,,,. Test Hole No: B-5 Tested ey: T.Meier Finish �ate: 9/16/2014
DepthofT¢StHoleDe�ft.): 20 USCSSailClassification: SiltySand (SM)/PoorlyGraded (SP�
TestHoleDimension(inches� Length Width
Diameter(ifround �= 6 Sides(ifrectangular)= N/A N/A
Start Weacher. Clear Ending Weather. Clear
Fac[or of Safety: 3
Sandy Soil Criteria Test'
Final Chane in
Time Inicial pepthm Water GreaterthanorEqualto6
Interval, Dep[hm
(min.) water(in.) Water Level (InJ�Y/N)
T2iINo. SWrtTime StopTime (�n.) �in.�
1 1415 1440 25 186 234 48 Y
2 1442 750� 25 186 227 41 Y
°if two mnsecutive measurements show ffiat six inches of water seeps away in less than 25 minutes,the test
shall be run for an additional hour with measurement taken every 10 minutes.Otherwise, pre-soak(fil1)
overnight Obtain at least twelve measurement per hole over at least six hours(approximately 30 minute
intervals)with precision of at least 0.25".
Test Data
Do GD
Initial or Change Factored
Percolation Intilhatian
�ep[hto Final inWater Infil[ratian
Ra[e ftate
�t Time Water(in.) Depth to Level Rate
Interval Water �in.� (min.in.) (in.lhc) (in./hr.�
����� TrailNo. Star[Time StopTime �min.) (in.)
1 1022 1032 30 212.4 2313 18.90 0.53 8.66 2.89
2 1039 1049 10 210.0 230.4 20.40 0.49 8b2 2.8]
3 1052 1102 10 207.6 226.4 18.80 0.53 6.91 230
4 1105 1115 10 210.0 225.6 15.60 0.64 5.92 1.9]
5 111] 1127 10 20].6 224.5 16.90 0.59 5.98 1.99
6 1130 ll40 10 210.0 2201 10.10 0.99 3.44 1.15
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Water Quality Management Plan (WQMP)
Cos[m Temecula Building Additiuns
Appendix 4: Historical Site Conditions
Phase I Envimnmental5ite Assessment or Other Information on Past Site Use
vol Applicablq Gxcmpt lirom Hydromoditiwtion Rcquircmcnts
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Water Quality Management Plan (WQMP)
Costw Temecula BuildingAdditions
Appendix 5 : LID Infeasibility
LID Technlcpl InfeaslblGty Anolysls
-45 -
F � G � N ! ! t 1 � i
COSTCO TEMECULA BUILDING ADDITIONS
LID INFEASIBILINANALYSIS
�a��ary a, 2oi s
INTRODUCTION
This analysls serves fo outline the slte mnsiraints facing ihe Costco Temecula Bullding Addlllons
project in Teinecula, Califomia }hai prevent ihe clesign team irom implementing Low Impact
Development (LID) Best Management Pmdices (BMPs) - LID BMPs are deflned by }he C7}y oi
Teinecula to be "A type oi stormwoter BMP thai is based upon Low Impac� Developmeni concep}s. LID
BMPs noi only proNde hlghly e$edive irea}ment of s}ormwatar runo$, 6at also yield pohhniially
signlficont reduc}lons 'm rono{{ volume — helping }o miml� ihe pre-projed hydrologic regime, ond also
reqoire less ongoing inain}enonce }han 7reatmeN Contml BMPs". The LID BMP Design Hondbook
developed by Copermittees to provide guidance for the planning, design and maintenance of LID
BMPs hsR ihe {ollowing }ypes of LID BMPs: Biorefen}ion BMPs, Biotreaimen} BMPs, Harvest and Reuse
BMPs, Inflkrution BMPs and Reteniion BMPs. The projed cons}min}s ihat lead fo ihe infeasiblll}y of LID
BMPs wBhin ihe projed sl}e 'mdude but are not limlted fo its retroflt mtegonzation, eztsting sde
consiroin}s, geo}echnlcol Ilmita}ions and presence of exlsfing uflll}les.
PROJECT DESCRIPTION
The Costco Temecula Bullding Addifions projed is bmied on an exlsting active commercial Costco
site. The projed proposes to add ihree building poriions to the existing sirudure induding a new
dalry oddltlon, new 6dilding addition ond new receldmg addition. The projeci also proposes a
loading dock ond replacement of pmking areas and pavemenf per opproved grading plan. The
disturbed area and immediate surrounding area conslst o{ existing parking spaces and parking lof
pIEP.
PROJECT CONSTRAINTS
The reirofit projed ls within grounds o{ an exisfing odrve Cosico Wholesale focillTy. The lock of
ovallable landsmpe area Ilmits poten}lal bmfions br LID BMPs. Pofenfiol lomtlons for LID BMPs
onsl�e were locafed in areas where ezlsting ufilitles were present, wi}hln }he 10' minimum distance
irom building iootpnnt, wl}h soils not wndu�ive to Infllhafion, or topographimlly res}ncted due to
sieep slopes Qhis refers fo ihe iree line along fhe eastem border oi ihe Cos}co Properiy_
6390 Gmenwlch Dri�e, Su'ee I7Q Soi� Dlegq CoIlFomla 94124 fel 959.55n.1500 fox 858597.0335 w..wloscoe.rom
L M 6 1 N E [ [ I ■ i
The Geotechnlcal Siody prepa2d by KIeIn{elder November 25, 2014 (Induded in Appendix 3) s}ates
fhat on sI}e Inftlhafion ra}es were below ihe required minimum of Lb in/hr. See table `C-1 In{lhro}lon
Rates' from ihe Geotechnlml Study below.
Table C-1
Infiltration Rates
Depth of Test Short-term Long-term Design
Location �h� Infiltration Rate Intiltration Rate
(in/hour) (iNhour)
B-1 11.5 0.40 0.13
8-3 16.5 0.03 0.03
B-4 11.5 0.04 0.01
B-5 21.5 3.44 1 .15
The B-1 boring site is located where the flow through planter Is proposed. The long-term tnilkration
roie of 0.13 In/hr Is for soil tested at on 11 .5'. It is infeasible to deslgn an elledlve LID BMP to 1iHhe
small available footpnnt. The proposed Flow }hrough planter Is designed lo ireat ihe deslgn volume
ond will be lined. The B-5 boring sife is located within the area proposed for ihe new Dairy Addifion
(see Appendix 3, Geofechnical Report) ond therefore not available for ose for a LID BMP.
CONCLUSION
The low soll inilkratlon rota Ilmlfatlons were the leading wuse for LID BMP infeaslbllity w'dhln ihe
Cosim Teme�ula Building Addlilons sife. Other Ilmitations and resirictlons Induding bcatlon of
exisfng uflh}ies, bui�ding �ocafion oncl fopography {uriher ezclade LID BMPs as possible opflons for
siormwater qualTy control BMPs.
The Englneer of Work took oll the pollufants of concem info mnsidero}ion_ The proposed flow
}hrough planter and fwo media filters will eRedively remove pollu}anis of mncem at a Medlom 10
High rafe for all stormwater runoff osso�iofed with the proposed building addifions.
6390 Grcenwldi Dri�e, Sulte I]0, Sa�� Dlego, CollFomlu 9412] tel 858.554J 500 Ia.858.597.0335 ww..�.fusmemm
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Warer Quality Management Plan (W QMP]
Costco Temecula BuildingAdditious
Appendix 6: BMP Design Details
BMP Sizing, Design De[alls aod other Supporting Dommen[atlon
46 -
' Santa Mar¢arita Watershed � Leoeoa: xeeu��ea Em,;e:
` BMP Desigu Volume, V�a��N <Rec 03-2012) � Calc�laled Cells
�\otcl �. ._, �. i � h � � ". —_—. I ., u�sl}i � d�.cIJDR\IPDvz� IL�ndbonk} "
;CompauYNa�nc f�(pE.�(� �(1Q LQSLLS �MEIA.I.A Date ��y. $ ?.plrj
IDcsigoed by �RZ'MQ S MIT� Couu[y/Ciry Case No TBD . __ _ _ . __
iCompanyPro]ectNum6erRJame (`�j-r�.-�G�M�U7.�k. . •... �Z,�S-(o_-Uf�S-C�� _ .._'__
Deainage Area NumberMame 2
__- _. _ __._ .___ ___. . ___ _ ... _"_. .. .._____. _ _-_____'_'
Enter the Area Tributary to this Feature Ai�= p_]7 acres
SSw Percenlile,24-6our Rainfall llepih, from tiie Isohyetal Map in Handbook.9ppendix E
Srte Location Township
, . . . .. _ ___ _..
Ranae
� Section
'� Enter8�e85'�Percentile, 24-hourRainfallDepth D�=_ _p,90 ._
� Defemiine tlie Effecfive]mpervloue Fraelfo�
� Type of poso-development swface cover � � Mized Sudace Types
�, (use pull dowu me�u)
� Efl'eclive Impervious Fraction IF 0.�5
. _ _. __ _. . _
� Calculake the composite Ruuoff Coefficient, C for the BMP Tributary Area
�--
Use the following equatiou based on lhe WEF/ASCE Method
�� C OS58I�3- 0.781�+ 0.774I�+ 0.04 C = .. ......054. .
� DetennineDeaign Srorage Volume, Vemv
I Calculate V�, [he 85%Unit Stoeage Vol�me V�DNS x C Vo— 0.49 (io'acvac
II Calcula[e lUe desi7,m srorage volume of the BMP, VgMr.
V�Mp(ft�p V�� (inac/ac) x Ar(ac) x 43,560 (fl�/ac) VeM�= 303 fr' _ VOWµ� pFp'D
12 (in/ft)
__. ____ _ . . .
Notes:
s�z�Hc_ �- -'- ,. l �c.s ct') � �_ , �52 cv
�ut3su�FkCE vDLuytE ' ( 3u� �I�j ( i,3 c�; ( �3.�� c tSv ,k ca � A = �oi- u:
u n
S�A9 @RS� = 4 i 11 = Ib C j..
0, 4 vo�a svnc.e :, qo'�=
�L vGW�6 4vo.noED = �3V 0 �
CONCRETE 5fEPOFF (WHERE
BIO-REiENiION i0 BE FIAME� OVERFLOW SiRUCTURE � OCCURS) PER AflCHIIECT
PER L4N�SGPE ARCHRECT PUUJS TOP OF CRAiE (TG) DEiAILS. �EEPEN TO MATCH
PER PIAN BOiTOM OF CURB ELEVATION.
, r
� OYP 6' MIN �
�IIIIIIIIIIIIIIII ..3 , . � �.6� •• � � IbEEPENED WRB q
�II II) B19ftElENiION �� I I II�� PND GUTfER PER e
I II I SOIL ME61A FlNISHED CRADE . 'I III �CONNECi LWER
18" THICK UVER OF LOPMY SPN� IVPE SOIL -III_III . {BSM) 1e� €LEVATON (FG). :� I_I -II� Tp CURB PER �ElNL e
MIN. MFILiRATION RATE = 5 INCHES/HOUR �-III I oo . . SET LEVEL.o III-_ C�
'�= I oo y�oo�o�o o`o°oo o° -III- �INiNN 6� BENCH NAiNE SOIL FOR
4 WCH �EEP "BIR�SEYE" W �-j"`-jsr � SUPPORT OF ADJACENi CUPB/PAVING
+ o 0 0 0 -
PEA GRAVEI CHOKER STONE IAY � - -
I I 12' VAR. �I I— �
_i�
� CALTRANS CIA55 2 PERRFABLE I I y iR M1I-III-III- � OOUBLE LINED IMPERMEABLE IJNER ON
�� 4" DN. aERFORATEO III-�I - __
ALL SIDES OF PtFMER. MIRAFl NT100
� 'i—I I� I I I I I I I I I=I I I— OR EQ�AL. MIN 18" o�ER�P Ai
SUBDRAIN. �� JOIMS.
SLOPED 0.5� MIN TO OIRLEf.
INSiALL CUTOFF WALL AT OUILEf E%TEN� IINER 6" MIN BELOW 80TIOM
OF P➢JACENi GRAVEL IAYER
CONSiROCTION NOTES
1. SCARIFY SUBGRADE BEFORE INSIALLING BIORETEMION PRFA AGGREGATE AND BSM.
2. 85M TO BE LOAMY S4ND ttPE SOiI WITH WFlLTRAiION RATE �F 5 INCH. PFR HOUR (MIN).
3. COMPACT EACH 6" UR OF BSM WITH WJDSCAPE ROLLER OR BY LIGHTLY WETiiNG. IF
WETfING, ALLOW TO DRY OVERNIGHT BEFORE PIAMING.
4. �0 NOT WORH WRHIN BIORRENiION ARG OORING RNN OR UN�ER WE! CON�RIONS.
5. xEEP HEAW MACNINERY OVf510E BIORElEMION AREA LIMIiS.
G FLOW THROUGH PLANTER FTP
Q$ NOT TO SCALE
TREATMENT CONTROL BMP CALCULATIONS:
--'TREATMENTLONTROLBMPS
z LL � 3 �
� a � � w
� � � = � LL c � m
¢ i- �
c � � � ¢ "' .'^i. a a p w z
� �- � w � �' Z -'
a a m � � 3 z w z z w g o
� � c � U Q O Q � � Q Q W � O
m m i- a z 3 u. e � � � � � z �
❑MAS BIOCIEP.N 2.02 0.36 039 BIOQFAN (760)433-7W0 WP4-8-&1
MEDIA FIL7ER
(HIGHER MTE Water Polisher-Up
MEDIA FILTER) Flow Media Fltter
DMA3 BIOCLEAN 0.07 0.72 0.72 BIOCLEAN (760)433-7640 WP-2.5-4G0
MEDIA FILTER
(HIGHER RATE Water Polkher-Up
MEDIA FILTER) Flaw Media Fiker
Design Flow rate for DMA1 and DMA3 were calculated per 2014 Water Ruality Management Plan for
' the Santa Margarita Region of Riverside County Section 2.5.1.d Design Flow Rate (Q�p). The site is
��" located in BC Soils, a conservative value forthe composRe runoff factor (C) wastaken fmm the Soil
Group C Runoff Coefficient Curve (see Appendix 6).
DMA1 BMP Sizing: Q=CiA DMA3 BMP Sixing: Q=CiA
C=0.S9 C=0.89
i = 0.2 in/hr i = 0.2 in/hr
A= 2.02Ac A= 0.66A[
Q= 0.S9x0.2x2.02 =0.359cfs Q= 0.89x0.2x0.66 = 0.117cfs
e�rrtc watt a�osom nmRocaReox aooM
SlTE SPfCIFIC DATA * WP PERFORMANCE DATA o�c s�n�Mcm M�w
- PRGUECl NUMBfR 2527 7REA7MENT fCOW RATE (CFSJ 0.J9 qC7ER HOUSYNG
'. ..,, r____' ___
� C057C0 WHOLfSALf MEDW SVRFACE AREA (SF) 16 i
PROJECT NAME CORPORlTION - �497 LOADING RA7E (GPM/SF) - � �
PROJECT LOCA7ION 7EM£CULA, CA SEDIMEN7 STORAGE C4PRClIY (Cf) 47J6 � �i � '
STROCTURf !D i � t� a
WP STORAGE CAPACITIES � `� �
WA7ER OUALI7Y fLOW RA7E (CFS) 0.36 SEDJMENT CHAMBER CRPACITY I 4�� -` ` :. �
PEAK FLOW RA7E (CFSf LENCTH (F7J WIOIH (FT) NEIGHT (FT) TOTAL (CFJ ���W p�pfJ L___ oumow a�vr
PEAK STORM DURAAON (YE4R5) CFW�SBfR 1 1J5 4.00 3.44 24.08
PIPE OATA l£ MATERIAL DIAMEfER CNAMBER 2 5.92 4.00 1.00 2d68 —4'-0"
�N[er P�PE t 53.07 P�C 18"
our�n v�re i 52.92 Puc �a' PLAN VIEW
RIM ELEUATION I/lIR1ES, SfE PLAN N7S
SURFACE LOADlNG REQUIREMEN7 /N-DIRECT
ACCESS HA7CNE5
FRqMf AND COVER F30" corn�uc�ae ro cRaur ro
FlNl5NE0 GftAOF PER
CORROSNf SOIL CONOlIIONS —5'-0" MINIMUM� nus�ntunw✓ ,vor�5
KNOWN GROUNOWATER £Lf✓AAON �6a--4-�� 6��
NaTES: 67 27R1M y �, � r 67.35 RIM
'PER ENCINfER OF RECORD ��� o �� I�n I I � ;., ��
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'� � GENERAL NOTES "�I " `� �I � ' 4I =
� � � 7. Bl0 C(FAN TO PROYIO£ALL MAT£RI/+LS UNLESS OJHERWISE I I J� �
NOTED. �o
2 ALL DlMfNSlONS ELE✓A770N$ SPECIRCFl➢ONS; AND CAPACITlfS �- -� r- -------
ARE SUdIECr TO CNANC£ FOR PROJECT SPECIFIC ORAWINGS i I i �
DflAILING EXACT OIMENSlONS, WEIGHTS, ANO ACCESSONIES i i i W�pTEB I � o �
PLfASE CONfACT BIO CLEAN. i i EtEYqnon� � � 2
�
INSTALLATION NOTfS �u � � i � i ;o i
CROU! PIPE GEN I I � � I i
]. CONTRACTOR TO PROVIOE ALL (ABOR, EQUIPMENT, MATERlALS ����� '��f 5 � � .` � o � � 1N 4,;� _ _ ___ ' I l T
ANO INCIDEMALS REOUIRED TO OFFLOAD ANO INSTALL 7FI£ NSBB ;�� � i =
UNIT ANO APPURrfNANCfS IN ACCORQANCE W17H THIS DRAWING �
ANO THf MANUFACTURERS SPECIFICATlONS, UNLE55 OTHERWISE � i � i �
STATEO lN MANUFAC7URER5 CONTRACL �
2 MANUFACTUREF RECOMMENDS A MINIMUM 6'-12" L£V£L ROCK � I i i i Q g
fi45E UNLf55 SPEClflEO BY THE PROJEC7 ENGMEER i i � � CNAMBER 2 i ���
CONTR9CTOR lS RfSPONSIBLE TO UfRIfY PRGV£CT ENGINEERS i i i ~ ' i
RECOMMENDEO BASE SPfCIfICA710N5. �____________� � �_____ __________________�
3. ALL PIPfS MUST BE FLUSH WIrH !N5/0£ SURFACE OF CONCRETE �
(PIPES CANNOT IN7RUDE B£YOND FLUSH). ��+ � �6"--4" 5'-i1" 6"r
4. ALL G4PS AROUND PIPES SMALL BE SfALEO WATER IICHT WITH A 1'-9" I
NON-SHRINK GROUT PER MANUFACTUR£RS STANOARD 8 � I
CONNECTION DfTAlL AND SH41L MEE! OR EXC£EO REGIONAL 9'-0" MINIMUM
PIPf CONNECTION STANOAROS.
5. CON7R/CTOR RfSPoNSIBLE FOR INSTALLITlON OF ALL RISER$
MANHOL£S AND HATCNES ALL COVFRS SHALL BE SHIPPED
LOOSE CONTRACR)R 70 GROU7 ALL MANHOL£S AND HATCH£S END VIEW ELEV.4TlON VIEW
TO NATCH FINISHEO SURFACf UNLE55 SP£ClFlfO OTNfRW6E.
NTS N75
PROPRIEIMYANO CONFID£MWC: BI� CLEAN� VV r_�_o_o�
"¢"�"�'�"'�"��""�'a"'E�°p�"^'� WATER POLISHER-UP FLOW MEDIA FlLTER
&tl GEV/F�'NGOAf 5(M1G[S TC.MY X�MuMHMWW M4l OP
u�nrKu�mm�n�rw,nnrxvm�nsswweucrcw DiodeonenviionmenfoEcom SrANDARDDETAIL
�K�^w �'��� G ]60.433J640 F J60.AU.J]]6
BAFfLE WALL 8io5orb HYDROCARBON BOOM
SlTE SPECIFIC DATA * WP PERFORMANCE DATA
OIL SK1MM£R MEDIA
. PROJEC7 NUMBER 2521 rRFA7MEM FLOW RA7f (CFSf 0.12 fIL7ER HOUSING
� COSTCO WHOLES4LE MfOtA SURFACE AREA (SFJ 5
PRGVEC7 NAMf CORPORlAON - �49J LOADIN6 RAlE (6PM/SFJ 10J7 �
PROJEC7 LOCA7/ON TfMECULA, CA 5£DIMENT 570RAGf CAPACIIY (CFJ 17.95 �
srRucnrre io WP STORAGE Cf1 PACITIES � �
WlTER OUALOY FLOW R/TE (CFS) � �
v�ax Fmw ea� (cFs) SED/MfNT CHAMBER CAPAC/TY �f � �
LfNGTH (F7J WlOTH (FT) HEIGHT (F!) TOTAL (CFJ L
PfAK STORM DURA710N (YEARSJ CHAMBER 7 0.83 2.50 7.94 4.03 INFLOW PIPE OUTfLOW PIPE
PIPE DATA LE MATfRIAC DIAMEfER CHAMBER 2 3J7 250 1.00 7.92 —z ��
1NC£7 PIPE 1 56.64 HDPf 10'
ONLE7 PIPE 1 ss.sa NDP£ �o" PLAN VIEW
RIM ELEUAnON 59JJ NTS
SORFACE LO/DING RfOI/IREMfNT lN-DIREC7
FRAME AND COVER @JO"
CORROSNE SOIL CONDITIONS
KNOWN GROUNOWRTER ELEYATION
NOTES:
'PER ENGINfER OF RECORD
�3'-6" MINIMUM�
; ' GENERAC NOTES nccEss HnrcHEs
a"— —7-s"-- --s' coNrRacraR ra caour ro
�� 1. Bl0 CLEAN TO PRO�IDE ALL MATERIALS UNL£55 07NERWISE RNISHfD G2ADf PfR
NOTEO. �NSrALlA7/ON NOTE 5
2. ACC DlMENSIONS ELE✓/+PON$ SPECfRCAT10N5 AND CAPACITIES � RIM ��
ARE SUBJECT TO CHHNGf. fOR PROJECT SP£GFIC ORlWINGS
DE7AILING fXACT DlM£NSlONS, WElGH75 AND ACCESSORlES
PLEASE CON7ACT BIO CLEAN. e
�- STATIC --�
INSTALLAT/ON NOTES 7NkU lfOCf � � � F "u• WATfR i �
I I ELE%A7/ON � ^o �
1. COMRACTOR TO PRO✓IDE ALL (ABOR, EOUIPMEM, MATERIALS, GROU7 PIPE PER I I I 'r I y z
AND 1NCIDENTALS REOUIREO TO OFFLOAD AND lN57ALL THE NSBB �NSTALUTION NOT£ 5 I j lE �
UNIT AND APPUR7EA41NCf5 M ACCDRD/NCE WITN TNIS ORAWING I I o, 2 �� I � I �'
AND THE MANUFAC7URER5 SPEpfICATIONS UM£SS OIHERWlS£ � ,i � I � I I lE OUT
STATED lN MANUFAC7URERS CONiRriCT. `� o, I
. � ;� _ �.a+,
Z MANUFACTURER RfCOMM£NOS A M1NlMUM 6"-12" LEYfL ROCK � � ;' � � �
BASE UNLf55 SPECIFIEO BY THf PROJECT ENGME£R. _ �
CONTRAC70R AS R£SPoNSIBLE TO VERIFY PROJECT ENGINEERS i I i i � 1 " �
RECOMMfNDfD BASf SPfCIACATIONS. I I I.,, I �+ �
3. ALL PIP£5 MUST BE FLUSH WIrH INSlDE SURFACE OF CONCRfTE L___ ___J C_ __��R�Z__J I
(PIP£5 CANNOT /NlRUOE BEYOND FLUSHJ. `° �
4. ALL GAPS AHOUND PIPfS SHALi B£ SEALfD WrITfR TICHT WITH A � 6" - -3'-2"— 6" —
NON-SHRINK GROUT P£R MANOFACNRERS STANDARO
CONNECTION Df7A2 AND SHALi ME£T OR fXCEfD RECIONAL �� �
PIPE CONNECAON STANQ4ROS. 4 -�
5. GOMRACI'OR Rf5PoN5IBLE FOR INSTALWTION OF ALL RISERS, 5'-0" MINIMUM
MANHOLE$ ANO HATCHES ALL CO�ERS SHALL Bf SNIPPfO
LOOSE CONTRACTOR TO GROU7 ALL MANHOLES AND HATCHES
� TO MATCH RNlSHfO SURFACE UNL£SS SPECIF7E0 OTHERWISE END VIEW ELEVATION VIEW
NTS NTS
€ PROPfNfTARYANDCONilOFNR4L' BI CLEAN� Vl/P-2•5-4-60
a ""�PN1°"°JN'"''f0"'"'�'re'""0°'"�'�"''°fl°°"�"°` „� FM a��Fs. ,� WATfR POUSNER-UP fLOW MEDlA FICTER
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PERFORMANCE SUMMARY
W1t@1' PO� IS�'1@P (up flow media filter)
Application: Stand Alone Stormwater Treatment Best Management Pradfce
Type of Treatment: High Flow Rate Media With Pre-Treatment
�ESCRIPTION
The Bio Clean Wa�er Polisher is an advanced dual-stage high flow rate up 9ow metlia filter for the ireatment oi urban stormwater mnoff.
Superior pollutant removal eKciencies are achieved by ireatin9 runoff through firs�ihmugh a dual-chamberetl hydwtlyanmic separa�ion
to remove TSS and other particulates. A oil skimmer and hydrocarbon booms further prrtreats lhe wa�er by removing oils and o�her
hytlrocaronbs. Pre-�rea�ed mnoR is then conveyed to �he up 9ow metlia fil�er which contains an engineered ion exchange media called
BioMetliaGRCCN designed to eHciently remove iine particulates, dissolved metals, nutrienls and baderia.
The Bio Clean Water Polisher is supplied to ihejob site completely assembletl antl reatly for use. Once installetl, stormwater runoRdreins
directly irom impervious surfaces�hrou9h an built-in wrb inlel, tlmp in. or via pipe fmm upstream inle�s or downspouts.Trea�ed runoff is
dischargetl fmm the system via pipe.The�reatetl water leaving the system is connectetl to Ihe s[orm tlrain system, infiltration basins, or
to be re-used on site for irrigation or olher uses.
���:.. �.... PERFORMANCE
��h• dioMedioGREEN
TM1e BioMetliaGREEN has been
�- Intlepentlentty�es�etlinlabora�oryantl
. � . ., feld wndi�ions since 2008 by boN priva�e
,p� wnsWtanis anG pu01 c agenc es.With years
:��`7s �� ��� � ofextens t fg ntivar uslocaland
��.�yl,. � �y}..�.� �ate BioM d GREEN is rec gnized as one
s ;�� � oftFemostefiecliverys[emss[ormwa�er
- , �' � veatmentsystemsavailable.
��
emmexmnoc...a..Po. �o e.x.w..v�.: A�9� A"9� qemoval
Description iype innuem [muem E�C1e��y Nofes
(m9/L) (m9/�)
Waves Envi�onmeo-
�o.-I/4Scaieln'� Lw .G/ .19 ]9%
testing-2W] "`�-
• � � • �.
GlyofLosAneEles �on�
@� ' tlaleGreen D561 00I93 86
Tvg135 Hv9.i55 5� �i. PnB-2012 Fleltl u
Desc�iption Type Inlluen� EMueM Remaval No�es
(mg/y �mg/L� FRnmq
WavesEnv
ioi-�ia3mie�ao Lab 84.6 124 85�
.�une 200� _...
c�yorca�xcaaeeia Fleld 93 13 86b '
Falloilon-200P
veman Recv�ing
rac�oiyFeiaresfl,g Field 3260 ]8 98% �
zma °"�'
G+yor�oznnee�s
-��e�mie�ree� Field 331 6 98% -
srcaetresn��-zoiz -"'
B1� CLEAN
Bio Clean Environmental5ervices, Inc. ° "� � �"� ' - www.biocleanenvironmental.com
2972 San Luis Rey Rd P 760-433-7640
Oceanside, CA 92058 PrpVOtlStOf111W2YCfTfC8ffI1CI1�TCCM1f10I0� ' F760-433-3179
PERFORMANCE SUMMARY
w1t@P PO� ISh@P (up flow media filter)
�T� u � . : - .
Descrip�ion iype InPuen� EMuenf Removal Notes Deicrip�ion Type I�ueM Fifbenl Aemovol Notes
�m9/L) (m9/l) Elficienq �m9/� (m9/L) 9fiaenq
Woves Envilonmen- W avES Elrvironmeo-
�ol-I/45GaleLab Lcb ]5 J6 J9"/o �al- I/dSmleLa� Lab 6988 65 91%
�esting-20�] 'O`� ies�ing-200]
Ci�y o�Lox Angelec Oly of Los A�geles
-FtvBrtloleG�een ��b�' 36 201 epo - artlaleG'ean ��b� 20 C 10�
9ise�icslin9-pl2 �eld .,�= Sliee�ieilirg-2J12 F�
��� ,
Desaiplion iype I RueM EMoent Remo.al Notes Descriplion iype mPuent [muenl Removal ryotes
(m9/l) (m9/�) �[ienq INiU) (Ni0) �ciencY
Cl�yo�losArgeles �abg '✓avesEmlipnmerv
-FrveitlploG�esn 5ald ��� �4J °�� "�"' lal-l�nSealsLab _... 3L 1e 99q
e'�iuling�2012 Ies'Ing-2W]
ve�non Recyclin9
FncfilY`ieltlTeslina Fiell J0.6 22 69a ��^.,
1D10 ��
• . • • '
A�9' A�9' Removal
� Description iype InOoenf HflueM ���Q��y Noies
(m9/L) (m9/��
Waves EnvilonmeM1
p�y, qyg, tal-l/n5colaLob Lab 20% .o.. /0a
Descrip�ion iype InPuent EXloent Aemoval Notes �es�irg-400%
(m9/L) (m9/l) EM[lenq
Waves Enviionmen
�al-I/JScoleLob lab H9 .�9 Sla �'��„
�uliqq-'NO]
• �
C�yo�LosAngelu �ab� _
-Rrve�doleG�een 00109 0000] 94�b -'
Erceetiesting-20�2 Fe�d ��,�u Description Type Nnvem [muen� Remova� Notes
(vm�a) (umM1o) �C1e��Y
Ve�non RocKliny
�� PocililYFeltlru:in9 3eld 93C0 32W 66A
zo 0
A�9" A�9' Memoval
Description iype innuem [muem EK�1e��y Natex � � . : �
�mgA) {mg/p
wavu emironmen
�al-I/oSmleLob Lob 38 �I 9J°E �ai�ti_ A°9' A°e' pemovol
i=s�,in��200I Desaiption iype mnuenf [inuem ���e��y Noles
(m9/y fm9/q
Cly ol Los Angelu �ob� Vanon kecKlin9
Fivarlale6reen fleltl �l D0198 969d ��'�' =pcll�yFeltllaring �igltl II1W 300 8ts
Aree�iez�ing-2012 -2010
B1� CLEAN
Bio Clean Envimnmental Services, Ine. � � - ��� �"� �� www.biocleanenvironmentaLcom
29�2 San Luis Rey Rtl P 760.433-7640
Oceansitle. CA 92058 ProVCnSL0�111W�YC�T�EB}RIEIILTECI1110I0� � F760-4333179
PERFORMANCE SUMMARY
Water Polisher (up flow media filter)
■ • - • • -
Av9.lnflaen� Av9. �uen� Aemoval
DPSCIIp�IOII TypP �MPNAOOmI� (MPNq00mp Effciency NOIPS
VlpvBSEnviipnmen-
al-l/aSmlelnb Lab I6W000 8]5000 d5°F
iuling-200]
CiN��LosAn0ei6s LpbB
-e��soaie�reen Fe1a �sWoo a3oCa no
srcee+resr�nq-2m2
. . • • •
Avg.lnfluenl Avg.EMuenl Removal
Description iype �Mpx/i00mp (mvH/toomp ���enq Notes
waves envimnineo-
bl-1/nSmleLab v 12W000 400000 680
iesllna-200]
■ •
DESClIp110l1 }ype A°9-In0uenl Avg.EHluent Removal NO�¢5
(MPN/100m1) (MPN/100m1) �cimq
Giryof�osnngelez �oba
-rZiVerdale6reen Field �900 100 98m
9reetiesiing�20tt
' � ��
Avg.ln�uen� Avg.Elfluent qemovol
DPSc�ipfion iypP �MPN/100m1) (MPN/100m1� flfciency NOf¢5
Ciyof osnngEl� �a��
-RrveJa.eGieen Fold Ii00 860 49a
9�ee�Teziing-?C12
B1� CLEAN
Bio Clean Environmental5ervices, Inc � " . s�X°'�" ' �� we'w.biocleanenvironmental.com
2972 5an Luis Rey Rd P 760-433-7640
Oceansitle. CA 92055 PfOVB11SY01'1I1W2f8�h88tfi1¢IItT¢CIIf10I0�' " F760-4333ll9
_
ns
O D
3 °
0 1D
2 �p
n K
O �
O
�
Wa[er Qualiry Management Pla� (WQMPJ
Costm Temecula Building Addieions
Appendix 7: Hydromodification
Supparting Detail Relating ta mm0lionce with [he HMP Performance 5[andards
q� _
SmplifiedHMPAoadmapforPracti�ioner SantaMargantaRegionHydromodifi<anonManagementPlan
If lhe project is non-exempp the prac6[ioner should identify the tier requirements tliat apply to
the proposed project. For specific tier requirements, the practitioner may refer m Section 3.3.
Theae direct lhe praclitioner to imp]ement, whe� required, hydrolo8c management conttols
and sed'unent supply management following the approach listed in Section 2.
H'_ViP Decision Matrix
No LPmje[iaPfionlyLlemlopmeni
Ye
No
LPmpnEmoyOrsspaLonPiovWatl' �� R¢UesgnEielgy�issOeLnnSyslem
Yes �
ooe:ar�ie��ars�.q a�narq.io
E..�ois,si�� �
Ho
v� es
I LbesSUbilruaCmrv¢y�naM1aw 1 por.vpm�e[IqmtllyPsdxioelo
� GoacilVloillllipiale0.: ryabJ¢e0iqnw�arv.bmErsmpl
t SrS�eri
NM���oomreiim�Ca�bois
eVuuptl
1
� XMPEsmpl IEenG�yTiertdReqmttman�5m5xLon0.p
r I`. �
ImplemenlTy�rologrt yeRmmanaslsMartlper5etlion]]
En4ofCecuion Mabu. IrnVlemenlseEimen�(onholperloimanailaMatl0e�5ecLon]]
Wkat are the HMP qeiformance standards tivat PDPa r�Tuet meet?
Priori[y pioject proponents shall demonstl'ate canpGance with the overall HMP performance
standard, thus demonstrate mmpliance with the Jvydrologic perforvnance staudard and the
sediment suypl�yerforn�ance standard, mspecrively.
The hydrologic element of the performance standard consists of matthing or reducing thc flow
duration curve of post-develop�nent mndirions to that of pce-existing, naturally occurring
Page 2
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Appendix 8: Source Control
Pollumnt5ources/Source ControlChecklis[
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Water Qoality Management Plan (WQMPJ
Costco Temecula Suilding Addi[ions
Appendix 9: O&M
Operation and Main[enanw Plon and Documentafion of Finpnce, Maintenonre ond Rerording Mechanisms
_qg_
� �� RECORDING REQUESTED BY:
�� CostcoWholesale eo.��ar..tis� --- -- - -- --
(Property Owner's Name) 2015-0246096
AND WHEN RECORDED MAILTO: 0eiiiiza�s as:ia an Fae: S si.om
999 Lake Drive Pa9e 1 �f �
Recorded in Offictal Reeords
Caunly oF Riversitle �
(Pmperty Owner's Mailing Atldress) veae� ama�a
Psse�sµs.or-C`o'uun'ty Clerk-Rerorder
Tssaquah,WA 98027 'lll �{;�,'�{�����;�i '�������)III ��D�
uu io�
.R�P'�'���� R A Exam:
JUN 032015 Page DA PCOR Misc Lang RFD 1stPg aEtlPs �erf CC
2 2 t
SRE NCOR SMP NCHG T:
,m�,.ca
SPACE ABOVE THIS LINE FOR RECORDER'S USE
RECORDING OF A
WATER QUALITY MANAGEMENT PLAN
OPERATION AND MAINTENANCE AGREEMENT
FOR
Costco Temecula Buildin� Additions
(Name of Projec�
Tract TR 3334; PA-99-0424
(Address or Tract Map/Lot No.)
DOC#2015-0246096 Page 2 of 23
Water Qualitv Manaqement Plan
� Operation and Maintenance Aareement
Property Owner Name: Costco Wholesale Go,po.�4:a� .
Property Owner Mailing Address: 999 Lake Drive, Issaquah,WA 98027
Project Address or Location: 26610 Ynez Road,Temecula,CA 92591
ProjecYs Assessor Parcel Number: APN 921810014
This Operation and Maintenance Agreement (Agreement) is made in The City of
Temecula (City), a municipai agency, located in the Counly of Riverside, State of
Califomia, by (insert property owner) Costco Wholesale f o.r+..��-,�N
(Owner), this(insed day) of(insed morrth and year)
WHEREAS, the Owner owns real property (Property) as described in Exhibit "A" and
depicted in E�i6it °B", each of which exhibit is attached hereta and incorporatetl by
reference, and fias proposed that the Property be developed in accordance with
govemmentai approvals issued by the City and other agencies having juristlicfion over
the Property;
WHEREAS, at the time of inifiai approval of the tlevefopment project (Project) known as
(insert name of project) CostcoTemeculaBuildinzAdditions
within the Property, the City required the Project to generate a Water Quality
Managemenl Plan (WQMP). The WRMP describes how the Project proposes to remove
pollutaMs and minimize any adverse impacts from the discharge of storm water and
non-storm water mnoff generated as a result of the Project, and includes structural and
non-strudural treatment devices, also known as "Best Management Practices" (BMPs),
that will be constructed, or installed, or implemented for this purpose. The precise
location(s) of these BMPs are depicted in the WQMP, on file with the City;
' WHEREAS, the Owner signed and cedified the WQMP and accepted the requirement to
mutinely inspect, clean, maintain, repair, reconstruct, and replace the BMPs associated
wiih the Project in order to retain their original intent and effective�ess;
WHEREAS, this Agreement is transferable onto subsequent owners, heirs, executors,
administrators, representatives, and assigns (coilectively "Successors") of this Praperty,
Project, and all associated BMPs;
WHEREAS, the Owner and Successors are aware that such operation and maintenance
requirements are in accordance with, and enforcea6le under, the City's Municipal Code
and State and Federal environmental laws regulating the discharge of pollutants in storm
water and noo-stormwater runoff, and may also require compliance with Local, State,
and Federal Iaws and regulations pertaining to confined space entry and waste disposal
methods in effect at the time sucfi maintenance occurs;
DOC#2015-0246096 Page 3 of 23
NOW THEREFORE, the Owner and Successors shall be subject to the following
� conditians:
� 1. This Agreement shall be recorded in the O�ce of the Recorder of Riverside
County, Califomia, at the expense of the Owner and shall constitute notice to the
Owner and all Successars of the title to said Propedy of the obligations required
Gy this /{qreement. This Aqreement shall also he accompanied by a copy of an
'Operation and Maintenance Manuai', included in Exhibit °C", providing detailed
instructions on haw and when each treatment BMP proposed For canstruction, or
installation, or implementation must be inspected, cleaned, maintained, repaired,
reconffiructed, and repiaced, ff necessary, (collectively "Meintalned') in order to
retain their original intent antl effectiveness.
2. Owner shall, at their sole cost, expense, and Iiability, routinely maintain all BMPs
in a manner assuring peak pertormance at all times wilhout request or demand
from the City ar other agency. Ail reasonahle precautions shall be exercised in
the removal of any material(s) from the BMPs and the ultimate disposal of the
material(s) in a manner consistent with all relevant laws and regulations in effect
at the time of the recording of this P�qreement. As may be requested from time to
time 6y the Ciry, the Owner shall provide the City with documentation identifying
the inspections, maintenance activities, material(s) and quantlty(ies) removed,
and disposal tlestinations.
3. Owner hereby provides the City compiete access at any time and of any duration
during business hours to the BMPs, theit immediate vicinity, and all legally
accessible areas dreining to them upon reasonable notice, or in case of
� � emergency as defermined by the City without advance notice, for the purpose of
���� inspeding the BMPs and/or sampling runoff into and/orfrom the BMPs. The City
shall make every effort to minimize inferference with the Owner's use of the
Property during these inspections and sampling activities.
4. In the event the Owner {ails to accomplish the necessary operation and
maintenance obligations required by this Agreement, the Owner hereby
authorizes the City to perform any maintenance necessary [o restore the BMPs
to their onginal intent and effectiveness. Owner shali reimburse all expenses
associated with the City's maintenance activdies to the City, including
administrative costs, attorney fees, and interest thereon at the maximum rate
authorized by the Civi( Code. The City may also opt to use the proceeds from
any securities posted for the project, or place a lien on the Property in such
amount as will fully reimburse the City, to pay for such maintenance in order fo
guarantee the continued performance of the BMPs.
5. Owner shall notify any successor to title of all or part of the Property about the
existence of this Ag2ement and provide such notice and a copy of this
Agreement prior to such Successor obtaining an interest in all or part of the
Property.
�OC#2 01 5-0246 0 9 6 Page 4 of 23
IN WITNESS THEREOF,the Owner hereto affixes their signature as of the date frst
written above.
�oSrCo �1�10�5/9L� �Ok-j°oR/d71Un1
OWNER 1: OWNER 21If more than one ownerl:
�M� � � . �/�+-i'�
Name Name
� �� �
Signature Signature
a�-fJ� ��ofMM"f" JfCV!'�✓�
Title � Title
A notary acknowledgement is required for rewrdafion (attach appropriate acknowledgement).
DOC #2075-024fi096 Page 5 of 23
STATE OF WASHINGTON )
_ )
COUNTYOFKWG )
I certi(y that I know or have satisfactory evidence that GAIL E. TSUBOI is the person
who appeared before me and is an Assistant Secretary of Costco Wholesale Corporation, and
said person acknowledged that saitl person signed this instrument and acknowledged it to be
said person's free a�d voluntary act for the uses and purposes meniioned in the instrument.
'f1-
Dated this a�day of�-�, 2
tJ
� ���
. ' � "� _�=��� � ' - � Laurie Danette Cruz
'�,�.- � t:'°+ z:i�' �`�. Nota Public, inandfortheStateof
� � �. r �s`:: �Y
� �'. �'4�oFqq�,A._� I',: Washington, residing at Renton, King County
' ��, `.4�'���i� e �� : � Mycommissionexpires02/19/17
.a'��.r",� . �a ' :
r�_i s,:�4 ;,' .
('��FYhS�«� "� •
DOC#2015-0246096 Page 6 of 23
_ EXHIBIT A
' (Leaa!Descripfion ofProneriv)
DOC #2015-0246096 Page 7 of 23
SCHEDULEA
1. Commitment Date: ]anuary 22, 2015 at 7:30 A.M.
2. Policy or Policies to 6e tssued: Amount
(A) To be determined $To Be Determined
Proposed Insured:
To Be Determined
(B) To be determined $To Be Determined
Propased Insured:
To Be Determined
3. (A) The estate or interest in the land desvibed in this Commihnent is:
Fee Smpie
--� (B) Ttle to said es�te or interest at the date hereof Is vested in:
COSTCO WHOLESALE CORPORATION, A WASHINGTON CARPORATION
4. The land referred to in this Commitment is situated in theCity ofTemecula, Counry of
Riverside, State of Califnmia, and is described as follows:
PARCEL 1:
THAT CERTAIN PARCEL OF IAND SITUATED IN THE CifY OF TEMECUTA, COUNTY OF
RIVERSIDE, STATE OF CALIFORNIA, eEING THOSE PORlIONSOF PARCELS F AND G Of LOT
LINE AD7USTMENi NO. PA 95-011l RECORDED DECEMBER 15, 1995 AS INSTRUMENT N0.
416771 OF OFFICIAL RECORDS OF RIVERSIDE COUNN, CALiFORNIA, (LYING WITHIN LOTS 5,
6 AND 7 OF TRACi 3334 FILED IN BOOK 54 PAGES 25 THROUGH 30, OF MAPS, RECORDS OF
RNERSIDE COUNTY, CALIFORNIA, DESCRIBE� AS A WHOLE AS FOLLOWS:
BEGINNING ATTHE MOST SOUTHWESTERLY CORNER OF SAID PARCEL F, BEING THE
CEPITERLiNE INTERSELTfON OF YNEZ ROA�WIfH OVERLAND DRIVE;THENCE ALANG THE
WESiERLY LINE OF SAI� PARCEL F NOR7H 10°13'OS"WESi 265.59 FEET TO THE MOS7
WESiERLY CORNER THEREOF; THENCE ALONG THE NORTHWESTERLY LINE OF SAID PARCEL F
NORTH 44°54'S9" EAST 679.58 FEEf TO THE NON TANGEMT IMERSECRON WITH A CURVE IN
THE GENERAL SOUTHERLY LiNE OF PARCEL 2 OF PARCEL MAP NO. Z8530-1 FILED IN BOOK
192 PAGES 38 THROl1GH 46, OF PARCEL MAPS, RECARDS OF RIVERSIDE COUN7Y,
CALiFORNIA, CONCAVE NORTHERLY AND HAVING A RADIUS OF 409.00 FEET, A RADIAL LINE
OF SAID CURVE FROM SAID POINT BEARS NORTH 13°26'�2" EASi;THENCE ALONG SAID
GENERAL SOUTHERLY LINE OF PARCEL 2 THROUGH THE FOLLOWING COURSES: ALONG SAID
�-��� CURVE EASiERLY 50J3 FEEf THROUGH A CEMRAL ANGLE OF 07°O6'13";THENCE TANGEM'
FROM SAID CURVE SOUiH 83°40'll" EASi 87.52 FEEf TO THE BEQNN[NG OF ATANGEM
CURVE CONCAVE NORTHERLY AN� HAVING A R4DIU5 OF 425.00 FEET; THENCE ALONG SAID
CURVE EASfERLY 136.62 FEE77HROUGH A CENTRALANGLE OF 1S°ZS'OS"; THENCE TANGEhff
FROM SAID CURVE NORTH 77°54'41" E45T 1292 FEEf TO THE BEGINNING OF A TANGENT
DOC#20'IS-0246096 Page 8 of 23
CURVE CONCAVE NORTHW ESTERLY AND HAVING A RADIUS OF 300.00 FEET; THENCE ALONG
f �� � SAID CURVE NORTHEASTERLY 155.41 FEETTHROUGH A CENTRAL ANGLE OF 29°40'S5";
�- l}iENCETANGENT FROM SAID CURVE NORTH 48°13'96" FAST 15.32 FEET;THENCE LEAVING
SAID SOUTHERLY LINE SOIJt"H 41°46'14" EAST 241.76 FEEI"TO THE BEGINNING OF A
TANGEPf�GURVE CONCAVE WESTERLY AND HAVING A RADIUS OF 120.00 FEEf; THENCE
ALONG SAID CURVE SOIJrHERLY 97.50 FEETTHROUGN A CEMRAL ANGLE OF 46°33'09";
THENCE TANGENT FROM SAID CURVE SOIfTH 04°46'S5" WEST 572.28 FEEf TO THE
SOUTHERLY LiNE OF SAID PARCEL f AND SAID CENiERLINE OF OVERIAND DRIVE;THENCE
ALON6 SAID SOUTHERLY LINE AND CEMERLTNE THROUGH THE FOLLOWING COURSES:
NORTH 85°13'OS"WESi 662.97 FEEf TO THE BEGINNING OF A TANGEM CURVE CONCAVE
SOUTHERLY AND HAVING A RADIUS OF 1000.00 FEET;THENCE ALONG SAID CURVE WESTERLY
261.80 FEEI�THROUGH A CENTRAL ANGLE OF 15°00'0�"; THENCE TANGEM FROM SAID CURVE
SOUTH 79°96'S5" WEST 90.00 FEEf TO THE POINT OF BEQNNING.
SAID LAND ALSO BEING SHOWN AS PARCEL A OF LOT tINE ADJUSTMENT NO. PA-99-0424
RECORDED DECEMBER 3, 1999 AS INSTRUMENi N0. 99-528446 OF OFFICLIL RECORDS OF
RNERSIDE COUNiY, CALIFORNIA.
PARCEL 2:
THAT CERTAIN PARCEL OP LAND SIfUATED IN THE CIfY OFTEMECULA, COUNTY OF
RNERSIDE, SiATE OF CALIFORNIA, 6EING TNAT PORIION OF PARCEL A OF LOT LINE
ADJUSTMENT NO. PA 95-0111 RECAROED DECEMBER 15, 1995 AS INSTRUMEM"NO.416771
OF OFFICIAL RECORDS OF RIVERSIDE COUNTY, CALIFORNUt, (LYING WifHIN LOTS 115 AND
117 OF THE TEMECULA LAND AND WATER COMPANY AS SHOWN BY MAP ON FlLE IN BOOK 8
PAGE(5) 359, OF MAPS, RECORDS OF SAN DTEGO COUNTY, CALIFORNSA), DESCRIBED AS A
WHOLE AS FOLLOWS:
� �-�� BEGINNING ATTHE MOSi SOUTHER�Y CORNER OF SAID PARCEL A, BEING A POINT IN THE
NORTHEASTERLY LINE OF YNQ ROAD (88.00 FEEf WIDE)AS DESCRIBED IN A DEED
RENRDED JULY 15, 1972 AS INSTRUMEM N0. 90991 OF OFFICIAL RECORDS OF RNFRSIDE
CDUNIY, CALIFORNIA; THENCE ALONG THE SOUiHEASTERLY LINE OF SAID PARCEL A NORTH
44°54'S9" EASi'625.96 FEEf TO THE NON TANGEM INTERSECiiON WIfH A CURVE IN THE
SOUTHERLY LiNE OP PARCEL 2 OF PARCEL MAP NO. 28530-1 FILED IN BOOK 192 PAGES 38
THROUGH 46, OF PARCEL MAPS, RECORDS OF RNERSIDE COUNiY, CALiF-0RNIA, CONCAVE
NORTHERLY AND HAVING A RADIUS OF 409.00 FEEI�, A RADIAL LiNE OF SAID CURVE FROM
SAID POINT BEARS NORTH 13°26'02" FAST;THENCE ALONG THE GENERAL SOUTHERLY fSNE
OF SAID PARCEL 2 THROUGH 7HE FOLLOWING COURSES:
ALON6 SAID CURVE WESlERLY 105.60 PEEfTHROUGH A CENTRAL ANGLE OF 14°47'34")
THENCETANGEM FROM SAID CURVE NORTH 61°46'24" WESi 165.26 FEE�TO THE
BEGINNING OF A TANGEIYi CURVE CONCAVE SOUTHERLY AND HAVING A RADIUS OF 35.00
FEEf;THENCE ALONG SAID CURVE WESfERLY 54.98 FEEfTHROUGH A CENTRAL ANGLE OF
90°00'00";THENCE TANGENT FROM SAID CURVE SOUTH Ze°1336" WEST 22.65 FEc?TO THE
BEGINNING OF A TANGENT CURVE CONCAVE NORTHWESTERLY AND HAVING A RADIUS OF
287.00 FEEf; THENCE ALONG SAID CURVE SOUTHWESTERLY 159.8� FEEfTHROUGH A
CEMRAL ANGLE OF 31°54'10';7HENCE TANGENT FROM SPID CURVE SOUTH 60°07'46"WEST
114.49 FEEf TO THE BEGINNING OF A TANGENT CURVE CONCAVE SOUTHFAS?ERLY AND
HAVING A RADIUS OF 35.00 FEEf;THENCE ALONG SAID CURVE SOUTHWESTERLY 23.52 FEtT
THROUGH A CEMRALANGLE OF 38°29'SB";THENCE NON-TANGENT FROM SAID CURVE SOUTH
61°46'S8"WESf 29.17 FEET TO A POINi ON A Cl1RVE IN SAID NORTHEASTERLY LINE OF YNEZ �
ROAD(88.00 FEEf WIDE) CONCAVE SOUTHWFSTERLY AND HAVING A RADIUS OF 1a94.00
FEET, A RADIAL LINE OF SAID NRVE FROM SAID POINi 8FAR5 SOUTH 61°46'S8"WEST;
THENCE LEAVING SAID GENERAL SOUTHERLY LINE, ALONG SAID NORTHFASiERLY LINE
�-� THROUGH THE FOLLOWING COURSES: ALONG SAID CURVE SOUTHEASTERLY 327.97 PEEf
THROUGH A CEMRALANGLE OF 17°59;57"; THENCETANGENT FROM SAID CURVE SOUTH
30°13'OS" El�Si 15.05 FEErTO THE POIMT OF BEGINNING.
SAID tAND AL50 BEING SHOWN AS PARCEL D OF LOT LINE ADJUSTMENT NO. PA-99-0424
DOC#2015-0246096 Page 9 of 23
. RECORDED DECEMBER 3, 1999 AS INSTRUMENT N0. 99-528996 OF OFFiCIAL RECORDS OF
RNERSIOE COUNTY, CALIFORNfP..
APN: 921-810-013-7, 921-810-014-6, 921-530-015-9 and 921-810-016-0
OOC#20 7 5-02460 96 Page �0 of 23
EXHIBIT B
(WQMP Exhibits)
ooC#20�5-0246096 Page 17 of 23
O&M AGREEMENT EXHIBIT B
BMP SITE LAYOUT
COSTCO TEMECULA HUILOING EXPANSION
O
�
DMA1 BMP
— BIO-CLEAN WP-4-8-84
� DMA3 BMP 1 MEDIA FILTER
BIO-CLEAN WP-2.5-4-60
MEDIA FILTER
3 � D 2 BMP
2 FL W THROUGH PL4NTER
/
�o 0 0
o � o o� /� '
_ _ '�.� �� _ / I I �,.
LEGEN�
BMP NUMBER 01 sc'9<f. �,�, ���
FLOW THROUGH PLANTER
MEDIA FILTER � �I
�a FUSCOE
� � i I � A � � I � ♦
+�u �r.�i. iF..v�.o
BMP SITE LAYOUT
COSTCO TEMECULA BUILDING EXPANSION
TEMECUtA, CA
O7/72/15
OOC #20�5-0246096 Page 12 of 23
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DOC#2015-0246096 Page 14 of 23
DMA2 BNtP-COSTCO TEMECULA
CONCREfE SfEPOFF (WHfflE
OCLURS) PQt ARCHIIEL!
&0-REIEN(I�N TO BE PUNTEO WERFIAW SIPUGNftE pEfNLS. �ffPFN TO IAAiCH
PQt IANDSCNPE ARCHIIECT PfANS TOP OF IXiATE (TG) BOTIOM OF GURB ELEYAliON.
PER PUN
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. :• S�It MEofn FlNISFfR VNAbE I I �j= CONwECT LIxEe
19" 1HICK IAYER OF LOAMY SANO ttPE Sall '.IB' p,EyRiION (FG)_ II� Tp CIIRB PER 0lTAIL �
MIN. INFlLTPATION Pq1E = 5 INCHES/HDUR I I I I I I '' ��1 -. g� ��g ::
SEE NOff b ��I_ .. :"... . .. —
�— e�o a"o°o°o°°o°°O�� ��� I� � �MaN 6" BENGH N4NE SOIL FOR
4 INCH DFEP 'CAR�SEYE' W - II SOPPOHi �F RP�hCEN! COfld/PAVING
PFA CPAVEL CIroKER STONE V � oa ��
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GLiRWS CfA55 2 PERMFA91£ ' NLl SIDES OF PUNIER. MIRM NT100
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s�orco o.sa Mix io ouncr.
� INSiALL CIINFF WALL RT OUREf F%tfN� IJNER 6' MIN BEIAW BOiiOM
-' OF A�J/�CENr GPAVEL IAYER
CONSLRLMION NOiFS
1. SCPRIFY SU9GMOE BENRE INSTALLING BIOREfEMION ARE1 AGGREG4iE PND &SN.
Y. BSM 10 BE LdUfY SANO TPE �IL WI1H IIiFlLTM"MN RPTE OF 5 INCH. PER HOUR (MIN).
3. COMPACT EACH 6' lIR OF BSM WItH NNDSCPPE POLLER OR BY IJGIrtLY WEfiING. If
WEfIING, ALLDW i[� �RY OVERMGM BEFOPE PWlIING
4. 00 NOT WORK WlffilN BIOREIEMION PRfA �URING RAIN OR UNDER WEf CON�RIONS.
5. NEEP HFAVi IMCHMfRf OUISI�E 610Rf1EMi0N ARFA I1NIi5.
6. ENGWffRfO SOIL MEDN SINLL 6E COMPPoSED OF fl5a MINFAAL COAPONEM PND IS$
ORC-ANIC COIAPONEM, BY VOLUME, ORUM NIXm PPoOR TO PIACEMFM. THE MINERAL
CDMPONEM SILLLL 9E P CIAtiS A SW�1' IARM 1OP501L iFNT ME£51HE MNGf SPECIFlE�
IN TABIE 1. 1HE ORGAMC COIAP�NEN! SH9L1. B3E NR(NGEN 5fRBRlZE� CONPOST, SIItH
RIRT NRRaGEN �OES NDi LFACH FROM "fHE MEDIh. iHE CER7IFlCATE OF COMPLIFNCE SHALL
BE MAOE AVNIABIE TO TiE INSPECIOR l0 PPQYE 1HE ENGINEkRE➢ MIX NEETS iHE
SPECIFlGTIONS.
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A FLOW THROUGH PLANTER FTP
NOT TO SG4LE
DOC#2015-0246096 Paget5of23
EXHISIT C
� (Onerafion and Mainfenance ManuaO
�OC#2�15-024fi096 Pagei6of23
_. . Fxhihff"C" Ocerali n&Nwi 1en nceM n I—FlowThroughPloriter
1 PURPOSE OF THE FLOW THROUGH PIANTER MAINTENANCE MANUAL
The purpose of this manual is to provide mainienance iostrucfions for the flow Through
Plante�lomted alang ihe east side of ihe project boondary just nodh of fhe Pmmenade
Way entmnce. The flow ihrough planter is a pollution control device designed to ireat
urban runoH 6e{ore if enfers in to the starm drain sysfems locaied on ihe projed site.
Regular maintenance will help to ensure ihaf ihe flow ihrough planter{undions as it has
been designed.
This manual will serve as a re(erence guide and filed manual to assist the property
awner with:
• An overview of the flow fhroagh planter and how it functions
• A description o{ihe location of the flow through planier
• An unders}anding o{the procedures required to eHecfively maintain }he Flow
Through Planteron a regular basis
. Reproducible <opies of the forms, logs and guidance sheets necessary
for remrding mainienance adivi}ies associated wifh fhe Flow Thmugh
Planter.
2. GENERAL DESCRIPTION AND FUNCTION OF THE FLOW THROUGH
PIANTER
The Flow Through Planter is a slrucfure filled with gmvel soil and vegetation }hat
`-� drain to an underdrain which conneds to fhe sform dmin sysiem. 7hese systems
also have an ovedlow s}rudure fo preven} high flows from leaving ihe planfer
area. From ihe 1op of fhe wrb ar concrete step-oH to �he botfom, the porous
matenals consisf of
• 18" of Biorefeniion Soil Media (BSM)
• 4°of "Birdseye" Washed Pea Gravel Chocker Stone
• 1 T' of Calirons Class 2 Permeable
A 4"diameter perfomted pvc will be insialled at ihe bairom of the 12" layer. This pipe
mnneds to ihe storm dmin.
Pollution is mitigated ihrough infiltmtion of runoH into }he porous maferials within
the planter and ulfimately through infilirotion ihrough ihe bioreteniion soil media
and sione layers.
3. MAINTENANCE RESPONSIBILITY
The pwperty Owneq Costca Wholesale, is uliimately respansi6le for maintaining ihe
Flow Through Planter. The goal in maintaining Ihe planfer is io ensure ihot Infikration is
wcurting. Regular inspection and rep�acement o{ malerials wifhin fhe p�anter on<e it
bemmes ineHedive in pedorming as designed are the major componenis in ihe
mainienance program. In order to achieve this,ihe follawing geneml procedures shall
be followed:
• Qualified mainienance personnel should periodically inspeci ihe plonter at leasi
hvice a year. The first inspeclion should happen prior to August 1 and the
.._. subsequent inspedion should happen during fhe period beiween Fe6ruary I vnd
March 31.
� If a pmblem is identified, it should be reciified as soon as possible to ensare
that the trench funciions as designed,
DOC#2075-0246096 Page 17 of 23
... • Regular removal of tmsh and debris should occur as needed. Trash and debris,
visible along ihe sudace of ihe irench shall 6e promptly removed.
Detailed mainfenance procedures are ouflined 5.
4. MAINTENANCE INDICATORS AND ACTNITIES
Funcfional Mainfenance:
Regular funcfional maintenance is raquired to ensure ihat ihe Flow Throogh Planier
per{ortns in an eHective manner. Functional maintenance mnsish of both preventative
ond corcedive adivities. Logs and guidance sheeR are confained herein to use in
remrding vital informafion while performing operation Inspedion and oifier infiliration
irench mainfenance adivities. Mainienance records shall be maintained by the properfy
owner for a minimum of five years. The proper use and su6sequent sforage of these
records will assure the City af Temecula ihaf ihe Plow Through Planter is fundioning as
designed.
Preveniative Maintenance:
Preveniative maintenance shall be performed on a regular basis. Checklists are
included herein }o irack and remrd preveniative maintenance ocflvi}ies. These adivifies
include imsh and debris removal and sediment management,
Tmsh and debris removal shall be pedormed ta ensure that runoH has odeqmte �
surface area io infilirate ihrough ihe various layers ihat comprise the cross section
of the trench.
, Sediment management will ocwr when fesiing Indimtes that the Infiliratian rate has
� diminished below the stated acceptable rate. _
Correcfive Maintenance:
Correcti�e maintenance will be required on an emergenry or nomroutine basis to
corcect problems and resrore ihe intended operation and safe function of ihe flow
ihmugh planter.
Flow Through Planter Maintenonce
• Inspeci a minimum of once per year, 6efore ihe rainy season, and aher large
siortn evenfs or more frequently as needed.
• Clean fhe planter when ihe loss of infilhative capacily is o6served. When ihe
sfanding water is praseni for a period offime in excess of 72 hours, removal of
sediment may be necessary.
• Conirol mosquifoes as necessary.
• Remove litter and de6ris from sudace as required.
Maintenance Indimfors:
Maintenance Indimfors are signs or iriggers thai indicate fhat mainfenance personnel
need to check ihe Flow Through Planier far mainfenance needs. Tha most mmmon
iriggers include warnings or accounh of standing water and sedimeni amomola�ion.
Inspecfion and Mvinienan<e Checklisi in Sedian 5 below shows conditions and criteria
ihaitrigger ihe need forsome spedfic routine infilhation irench maintenance adivities.
Emergencies may occasionally arise ihaf would require a more urgent, ctiYiml response.
Sed'ment Manaqemenh
��— The ypes of storm water pollutanis ihat accumulafe in sediment varies, but may include
contaminan}s such as heavy metals, pefroleum hydrocarbons, and other organic
compounds such as pesficides or solvenis. When the sediment has dogged ihe flow
ihrough planfer, remove and propeAy dispose of Sediment. Regrade if necessary.
DOC#2015-0246096 Page 18 of 23
Sed'menf Disoosal: '
Several me}hoda for disposal are ovailable depending on fhe mncenimtion of toxins in
ihe waste, Methods cam m�ge from recyclingthe ma�erial, fo depasiting ihe sediment
inta appmpriate landfills.
A1 the time of disposal, if ihe wastes are deemed to be unfii for disposol in a municipal
landfill, a full and camprehensive testing progmm should be mn by o qualified person
to tesf for all fhe consti}uenis ouflined under CaOfomia code of Regulattons (CCR) Tiile
22. Ti�le 22 list concenfmtions of certain chemicals and iheir solo6le ihreshold limii
concenfrations (STLCs) and iheir rotal ihreshold limi}concenfmtions (ffLCs�. Chemicals
that exceed ihe allowa6le concenirations are mnsidered hazardous wasies and must be
removed from ihe sediment.
5. INSPECTION AND MAINTENANCE CHECKLIST
See following page.
. �OC #2 01 5-0246 0 9 6 Page 19 of 23
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DOC #2015-0246096 Page 20 of 23
OPERATION & MAINTENANCE FOR WATER POLISHER
Maintenance Summary—
o Clean separetion chamber every 6 to 12 monlhs (60 minate service time).
o Evaluate and repiace up flow fllter media (BioMediaGREEN blocks} as needed.
Typically replacement occurs once every 6 to 12 months (60minufe service Hme).
Notes:
o Loading Varies at Every Location Due to Variations in Pollutant and Flow Volumes.
o Maintenance Typically Occurs Before and After[he Rainy Season.
o Filter Media and Replacement Parts Can Be Provided By Bio Ciean Environmental
Services, Inc.
Maintenance Procedures—
A. Following installation of the Bio Clean Water Polisher (upflow media filter) the unit
� requires maintenance. Maintenance can be provided by the Supplier, or a Supplier
approved confractor. The cost of this service varies among providers.
B. The Bio Clean Water Polisher is a multi-stage, self-confained treatment train. Each
stage protects subsequent stages from clogging. These stages include: separation and
upflow filtration.
2. Separation is provided by a settling chamber. This chamber has a capacity of
several cu6ic yards depending on the model number. This chamber targets
sediments, debris, particulate metals and padiculate nutrients. This chamber
protects the subsequent upflow fltration stage from premature dogging. It is
recommended tha[thi8 separation chamber be Inspected every 6 months and
cleaned every 6 to 12 months. This procedure can be perFormed with a standard
vacuum truck. This piocedure fakes app�oximate/y 60minutes.
. �OC #2�1 5-024 6096 Page21of23
3. Primary filtration is provided by an up flow filter utilizing BioMediaGREEN. The
surface area varies depending on the size of the system. The greater the surface
��� area, the longer tfie media will allow appropriate flow retes before clogging. This
upFlow filter and ihe revolutionary BioMediaGREEN media targets fine TSS,
dissolved metals, nutrients, and bacteria. It is recommended that the up flow filter
and its media be inspected every 6 months and cleaned every 6 to 12 months.
Media life depends on local loading conditions and can easily be replaced and
disposed of without any equipment. Rep/acement ofinedia takes app�oximately
60minutes.
The Bio Clean Water Polisher's separation chamber and up flow filter are designed to
allow for the use of vacuum removal of captured materials in the sediment chamber. The
chamber is serviceable by centrifugal compressor vacuum units without causing damage
to the filter or during normal cleaning and maintenance. Filters can be cleaned and
vacuumed from the standard manhole access or at grade.
Maintenance Notes:
1. Bio Clean Environmental Services, Inc. recommends the separation chamber be
inspected every 6 months and cleaned every 6 to 12 months depending on loading.
The procedure is easily done with the use of any standard vacuum truck.
o Remove all manhole covers (or open hatches) to gain access to the
separation chamber.
o Use a vacuum truck hose and insert into the manhole or hatch opening.
Lower the vacuum hose into the sediment chamber. Begin vacuuming out
accumulated sediments and standing water until the chamber is empty. A
pressure washer may be needed to assist with removing sediments that
are compacted or stuck to the walis and floor of the separation chamber.
o Once the chamber is cleaned remove vacuum hose.
o Remove vacuum hose and replace manhole covers or hatch doors.
o Where possible the maintenance should be performed from the ground
��' surface.
DOC #2015-0246096 Page 22 of 23
o Note: entry into an underground stormwatervault such as an inlet vault
requires certification of confined space training.
��� o Transport all debris, trash, organics and sediments to approved facility for
disposal in accordance with local and state requirements.
2. Bio Clean Environmental Services, Inc. recommends the upflow filter media be
inspected every 6 months and cleaned/replaced every 6 to 12 months depending on
loading. The procedure will require prior maintenance of separation chambers and
screening basket.
o Remove all manhole covers (or open hatches) to gain access to the
separation chambers.
o Enter the manhole closest to the outflow pipe. Always use appropriate
� safety gear and procedures and follow local regulations.
o Open top doors of the up flow media filter cage. The latches slide back to
open doors and gain access to media blocks (BioMediaGREEN). There are
i��� also layers of BioMediaWHITE underthe media blocks that provide pre-
���� treatment and extend media life.
o Remove media blocks eilher by hand or lift them into vertical position and
use a vacuum truck hose to remove the blocks. The BioMediaWHITE is
available in sheets and should be removed by hand. No heavy equipment
is necessary to remove or install new BioMediaWHITE.
o Once all the media is removed use a pressure sprayer to wash of any
accumulated debris on the screen of the media cage.
o Install new layers of BioMediaWHITE on the bottom of the cage. Use three
layers.
o Install BioMediaGREEN biocks. Cut to ft.
o Close doors of inedia filter cage and slide latches into place.
o Exitthevault.
o Note: entry into an underground stormwater vaull such as an inlet vault
requires certification of conflned space training.
o Transport all debris, trash, organics and sediments to approved facility far
��-� disposal in accordance with Iocai and state requirements.
DOC#2075-0246096 Page 23 of 23
3. Following maintenance andlor inspection, the maintenance operator shall prepare a
maintenance/inspecfion record. The record shall include any maintenance activities
��-"" performed, amount and description of de6ris collected, and condition of the system
and its various filter mechanism.
4. The owner shall retain the maintenance/inspection record for a minimum of five years
from the date of maintenance. These records shall be made available to the
governing municipality for inspection upon request at any fime.
5. Transport ail debris, trash, organics and sediments to approved facility for disposal in
accordance with local and state requirements.
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Water Qualiry Managemcnt Plan (WQMP)
Costco Temecula Building Additions
Appendix 10: Educational Materials
BMP Poct Sheety Moinrenonce Guidelines and Other End-User BMG Informotion
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Site Design & Landscape Planning SD- 10
,. � I .�`.��..��� '; - Desi9n Oblectives
0 Mm�im¢elnAttration
- � � PravideR�rnlion
��
'�.- C�J SlwvRimdf
.:�p�.:
- � Minm¢elmperviasLand
.��1 _ Caeage
� ��.,/ � .�` : . .-. � -'.�"k ProhibitDunpingoflmpropx
� s . �� ._i — + r MatenaLs
�' � kE
G�".� rr ° ��I CmtainPMlLLaMs
: rG¢C �r� �lv'S �.�.
� _ j � -;, ��;� Cdlect antl Com�ey
�`���
<, S
� r '��a-�
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� .. yla�n +� � � f
F�_. 'C�G{i:: �.
i���. "X 4
�i � }
4�
.� `
J`�.r —
Description
Each projec[site possesses unique topograpluc, hydrologic, and vegetative teatures, some of
which are more suirable for developmeM than others. Integrating and incorporating
appropiiate landscape planning methodologies urto the proju[design is the most effective
acrion that can be done to minimize surCace and groundwazer contamination from stormwater.
Approach
Iandscape planning should coup]e considerarion of land suitability for urben uses with
considertttion of commnnity goals end projected gowth. Project plan desigis should conserve
natucel areas to the ex[ent possible, marmi�e nahual water s[orage a¢d infiltretion
opportunities, and protec[slopes and channels.
Suitable Applications
Appropriate applications include residential, commercial and industriel ereas planned for
development ar redevelopme�.
Design Consideraiions
Design requirements for site design and landscapes plan�in
ahould conform m applicable standnrds end specifications of
agencies wdh jurisdiction and be eonsistent with applicable a-
General Plen and Local Area Plen policies.
. • .
]anuary 2003 Cali(omia Stortnwa�r BMC Handbook 1 of 4
New Devebprrentand Ra]evebpment
www.cabmpha ndbooks.mm
SD- 10 Sate Desigrt & Landscape PBanning
� � Dcsi�ninq Ne�v Insiatiations
Begin the development of a plan for tUe ]andseape unitwith attention to the following generel
prineip]es:
. Formulate the plan onthe basis of clearly artieulazed community goals. Carefully identify
conflicts and ehoiees beriveen refaininoa and pxotecting desired xesources and communiTy
growth
e Map end assess land suitability for urban uses. Include the followiRa,landscape feamres in
the assessment wooded lend, open unwooded land,steep slopes, erosion-psone soils,
foundation suitebility, soil suitebility for waste disposal, aquifers, aquifez recbarge azeas,
wetlands, floodpleins, surfaee wateis, agricultural lands, and vazious categories of uxban
landuse. When appropriate, the assessment can hi he�iF-t,+outstandingloeal or regional
resources that the communiry determines should be pxotected(e.g., a scenic azea,
recreational area,threatened species l�ebitat, fermlend, fish run). Mapping and assessment
shovld cecognize not onlythese resources but also additional azeas needed for tl�eir
sustenance.
Projec[plan designs should conseroe natural azeas to the exte,nt poss�ble,ma�e natural
weter stoxege and infilh�ation opportunities, and protect slopes and channels.
ConsetveNaturalAreas durvtgLandsenpePlarzrting
. If appliceble,the follow3ng items are required and must be implemented inthe site layout
_,. dm•ingthesubdivisiondesip,nandappxovelprocess, consisternwahapplicableGeneralPlanand
I.ocal Atea Plan policies:
■ Chister development on least-sensitive portions of a site wkule leaviqg the rema'n'b]and in
a netural undistucbed conditioa
. Limrt cleazing and grading of native vegetation at a site to the minimwn amount needed to
build lots, allow eecess, and pmvide fue protection.
o Ma�3mize a�ees and other vegetation at ee.ch site by planting additional vegetatlon, clustering
tree areas, and promotin,g the use of native and/or droq,vht toleram plants.
o Promote naturalvegetation by using parking lot islands and othex landscaped areas.
■ Pxeseroe riparien areas and wetlands.
MaYtinizeNahtmi Wat�Stomge and Irzfiitratiorz 6pportuni[ies Within the Lnndseupe Unii
e Pmmote the conservation of forest eover. Bn;7�7;�4 on]and tLat is alteady defoxested a$ects
basin hydrology to a lesser acte�t6an eonverhing foiested Iand. I.oss of forest cover reduces
interception stoxage, detention in the oiganic fores[floox]ayer, and wateT losses by
evapotranspirarioq xesuking in laxge peek mnoff increases and either their negative effects
or the e�cpense of counteringthem with struenusl solutions.
■ Maintain natural storage reservoirs and drainage comdors, including depressions, aceas of
� � permeable soils,swales, and "urternvttent sfreams. Develop and implement policies and
p o( q Califomia Stortnwa�r BMP Flandb0ok ]anuary 2003
New Oerebprentantl R�evebpmEnt
www.cabmphandbooks.mm
�ite esign � Landscape Planning �D- 10
�� ��-� regilationstodiscouragethecleaxing, filliug,andchannelizationofthesefeatures. Utilize
them in dr in�oe networks in preference to pipes, culverts, and engineered ditches.
. Cvaluatinginfiltrationopportunitiesbyrefer=ingtothestormwatermanagemeatmanualfo:
the jurisdiction and pay particulaz attentlon to the selection criteria for avoiding
groundwatex contamination, poor soils, and hydrogeological conditlons that cause these
facili[ies m fail If necessuy, loeate developme��wiih lazge am.ounts of impexvious
surfaces or a potenrial to produce relatively contaminezed runoff away from grovndwater
rechaxge axees.
Frotection of52opu and Channels dwtiuJ Landscape Design
a Convey runoff safely&om tlie tops of slapes.
a Avoid disturbing steep or unstable slopes.
e Avoid distuxbing natural channels.
r Stabilize disNxbed slopes as quickly as poss�ble.
■ Vegetateslopeswithnativeoidmugkttolerantvegeration.
e Control end ireat flows in landscapiqg and/or other co�ols prior io reaching exi�ting
natural�ainage systems.
._ . Stabilize temporazy and permenent cliannel crossings as quickly as possible, and ensuie that
inrIeases in runoff velociTy and frequency caused by the project do not erode the eLannel
e Install energ,y dissipaters, such as xipxap, at the ouflets of new storm drains, culver�s,
conduits, ox channels that entex unlined cl�annek in eccordance with applicable
specifications to m;n;*.�;�.e emsion. Energy dissipateas sl�all be Snstalled in such a way as to
m;ni,ni�e ffipects tn receiving waters.
. Line on-site conveyanee chavnels where appiopriate,to zeduce erosion caused by inereased
flow velocity due to incieases in h�ibutaiy impervious azea. The fust choice fos linmgs
should be grass or some other vegztative surface, since these materials not only redllrP
rnnoffvelocities,but also p:ovide watex quality benefits from fil�ation and infiltr�ation. If
velocities inthe chennel aze high enough to erode grass or other vegetative]inings� riprap,
eonexete, soil cement, or geo-grid stabilization aze othec akernatives.
■ Consider other design principles that are wmpazable and eqvelly effective.
Redeueloping Exiating Installations
Various jurisdictionel stormwater management andmidgation p]ans(SUSMP, WQMP, etc.)
define"redevelopmeM" in terms of amounts ofadditlonal impervious azee,inereases ingoss
floor area and/or exterior constructlon, and land dismrbing activities with strucnual or
unpervious surfaces. The definiUon of" redevelopmenY' must be consuked to determine
whether or noi the requiremenks for new developme�apply to azeas intended for
- redevelopme� Ifthedefinitionapplies, thestepsouflinedunder"designingnewinstallations"
._. aboveshou7dbefollowed.
]anuery 2003 Califomla Stortnwa�r BMP Handbook 3 of 4
New DevebpnenTand Ra7evebpment
wma.�abmphantlbaoks.com
SD-10 Site Desi�n & Landscape �'lannir��
- � Redevelopment may p:esent significant opportuniry in add featiu�es wluch liad not pTeviously
been implemented. Fxamples inelude ineorpo:ation of depxessions, areas oFpermeable soils,
and swales in newly redeveloped areas. While some site constraints may e�ast due to the status
of already epsting infrastruct�e, opporhinities should not be missed to ma�mize infilfretion,
slow runo$ xeduce impervious areas, disconnect directly conneeted impervious areas.
Other Resources
A Manual for the Standard Urban Stormwater Mitigation Plan(SUSMP� Los Angeles County
Depazhnent of Public Works, May zoo2.
Stormwater ManagementMannal foz Western Wasl�irygton,Weshington State Deparrinesrt of
Ecology,Augost 2oox.
Model Standerd Urban Stomi Water Mi 'tUvation Plan(SUSMP)for San Diego County, Port of
San Diego, and Cities in San Diego Coiwiy, Februazy i4, zoo2.
Model Watex Quality Management Plan(WQMP)for CounTy of Oxange, Orange Cuunty Flood
Control Dislxict, and the Incorporated Cities of Orange County, Draft February 2003.
V emura Countywide Technicsl Gvidance Manual for Stoffiwater QualiTy ConYrol Meesures,
July zooz.
4of 4 Wlifomle Sh�rtnwaler BMV Hantlbook )anuary 2003
New Devebpmentand Re]evebpmeM
www,cehmpheri�Lcwks.com
Storm Drain Signage SD- 13
Design Objedives
Mmcim¢e I�Iha6m
--��—' Prantle Re[emion
� ... - . . . �—'. . SlwuRwotf
Mirimae Impervious Lantl
cwe2ge
e PrMidtD�npingMlmpraper
� . ,. . : .._ �I I tr M3eria6
. , L Cmtan Pdluants
� �' .�. I�M I��Y� cai�c�d oo��y
;�, �
Description
W aste matexiels duxnped inm s[orm drain inlets can have severe impacts on xeceivipg and
ground wate:s. Posting nollces regarding discl�erge prohibitions at srorm drain inlets cen
prevent waste dumping. Storm drain signs and stencils are hjghly vis�ble source conh�ols that
are typically placed directly adjacent to storm drain inlets.
Approach
The siencil or affixed slgn conteins a brief statement that pmlubits dumping of¢npropei
matcrials into tkie urban runoffconveysnce system. Srorm drainmessages bave become a
popular meihod of alerling tUe public about the effects of and the prolubitions against waste
disposal.
Suitable Applications
Stencils and signs alert the public m ihe destination of pollutsnts dischazged[o the storm drain.
Signs are appropaate in residential, commercial, and industrial ereas, as well as any other azea
where coniributlans oe dumpingto starm drains is likely.
Design Considerations
Storm drain message mazkers or placerds are recommended az all storm drain inlets within tl�e
boundary of a development project. The mazkei should be placed in cleaz sight facit�g toward
anyone approachingthe inlet from eithex side. All stnrm dxain inletlocations should be
identified on the development site map.
Deaigning New Instaltalions
The following methods should be considered for inclusion in the
projec[design and shaw on project plens:
� Provide stenciling or labeling of all storm drain inlets and {
catchbesins, consWctedormodified, witlssntheprojectarea _�
with prolubitive lengnnge. Esemples include"NO DUMPING
. . a
Janu3ry 2003 Ulifomla 5[ormwa�r BMP Handbook 10(2
New Devebprrien[and Ralevehpment
www.ra bmP�ndbooks.mm
SD- 13 Storm Drain Signage
� ���" —DRAINS TO OCEAN" and/or other graphical icons to discourage illegal dwnpitig.
. Post signs withproMbitive laron,�ae and/oi gaplucalicons,whichprokubitillegal dumping
at public access pointc along clisnnels and cxeeks withinthe project azea
Note -Some local q,aeneies have approved specific signzge andJor stnrm drain message placards
for use. Consult loeal agency stoimwater staffto determine speeifie Tequiremenis for plscazd
types and methods of application
Redeveloping Ezis[ing InstalZ¢rions
Vsrinnusjurisdictin.nel stormwatex menagement end mitigation plans(SUSMP, WQMP,etc.)
define"redwelopmenC' in terms of emounts ofadditionsl itnpervious area, increases in gross
floor aeea and/or erzterior con.shnction, and land dishubi�activities with strucYural or
impervious surfaces. If the project meets the de5nition of"redevelopmenY', then the
requiremenis stated under" desjgning new instsllations" above should be included in all project
design plans.
Additiona I Infformation
MainYenance Canaederatioas
. I,eg�bility ofmarkecs and signs should be maintained. If requixed by the agency with
jurisdiction over the project,the ownerJoperator or lwmeownets association should enter
into a maintenance agreement with Yhe �gency or record a deed restriction uponthe
. - properLy tiHe to meiniainthe leg3biliry of placsrds or signs.
._.. Placement
■ Si��e on top of curbs tends to weather ead fade.
m Signage on faee of curbs tends to be worn by contact taith vekucle tires and sweepet btooms.
Supplemental Ynformation
Fxmnp2es
e Most MS4 Progrems have stoim drein signage pTogrems. Some M54 plograzns will pxovide
stencils, or ar:ange for volunteers to stencIl smrm drains as pext oftheir ouheach progam.
Other Resources
A Manual for tbe Standard Urben Stormwater Mitigation P]an(SUSMP), Los Angeles Counry
Depaztrnent ofPublic Woxks, May 2002.
ModelStandazd Urban Storm Watei Mitigation Plan(SUSMP)fox San Diego County, Port of
Sen Diego, and Cities in San Diego Coutuy, February i4, zooz
Model W etex Quality Manageme�Plan(W QMP)for CounTy of Orange, Orange Cou�y Flood
Co�ol District,snd the Incorporated Cities of Oraqge CouMy, Dxaft Febmary zoo3.
V entura Count}nvide TecLnical Guidance Manual for Stormwater Quality Control Measures,
July 2002.
2 of 2 Califomfa SYnrtnwater BMP Handdook ]anuery 20IX3
New Devebpmentand FeclevelopmerR
www.cahmphandbooks.mm
Maintenance Bays & Docks SD-31
. �-.. ,-, 1 -`;_ 1�. __' , ' DesignObjectives
. . . - . ..:�#�. . . .
Mmcim¢e Infilhation
Prwide R�er�tion
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Description
Several measures can be Taken to prevenc operarions az
maurtenance bays and loading docks from contributinp,a varieTy of tozic compounds, oil and
g=ease, heavy metals, nutrients, suspended solids, and other pollu7anis to the stormwater
conveyance system.
Approach
Indesignsformaimenavicebayssndloadingdocks, cornainmentisencouraged. Preventative
measures lnclude overflow containmen[structures and dead-end sumps. However, in the cese
of loading docks from groeery stores and wazehouse/distr�burion centers, engineered infiLxation
sysrems may be considered.
Suitable Applications
Appmpriate applications include commercial and industaal areas plenned for developmetrt or
redeve]opment.
Design Considerations
Design requireme�ts for vehicle mainienance and repair nre governed by Builcling and Fire
Codes, andbycurrentlocalagencyordinances, andzonYnoPrequirements. Thedesigncrrteria
described in this fact sheet aze meant to enhance and Ue consistent with[hese code
requirements.
D¢signing New Instal[a[ions
Desibms of maintenance bays should consider the following:
• Repair/maintenance bays and velucle parts with fluids should
be indoors; or designed to preclude urban run-on and runoff �g
. Repair fmaintenence floor azeas should be paved with �
Port]and cement concrete(or equivalent smooih impervious
surface).
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]anwry 2003 . Califomia Stormwater 8MP Nandbook 1 of 2
New Devebpmentand RalevebpmerR
www.rabmPfendbooks.mm
SD-31 1+7ainterrance �ays & D�ock�
--�� ■ Repair/maintenancebaysshouldbedesignedtocaptureallwashwaterleaksandspills.
Pmvide impermeable berms, dxop inlets, treneh catch basins, ox overflow cantainment
structures around repair bays to prevent spilled materisls and washdown waters form
en�ring the storm drein system. Connect dxsins to a sump foz collection and disposal.
D'uect conneciion of the repair/ma'vuenxnce bays to the storm drain system is prohibited. If
required by local juxisdiction, obtain an Indush�ial Waste Discharge Pe�it.
o Other features may be comparable and equally ef[eciive.
1'he followuig desigus of loading/unloading dock azees shotild be considexed:
o Loading dock areas skwuld be eovered, or dra3nage should be designed to preclude urban
run-on and runoff:
. D'uect coanections intn stoxm dxains finm depressed loading docks(hvek wells)are
prohibited.
e Below-grade ]oading docks from grocery stores end wsrehovse/distribution centers of fresh
food 8ems sl�ould drain through water queliry inlets, or to an engineered infittration system,
or anequallyefFective akernative. Pre-treeanentmay also be requ'aed.
o Other feanues may be eompazable and equally effective.
. Rede�eLopingPxistinglnsinllatians
._.. Veriousjurisdictionalstormwatermanagementandmit�qarionplans(SUSMP, WQMP, etc.)
define"redevelopment" interms oFamounts ofadditional im.pervious erea, increeses ingross
floor area and/or exterios construction, and lend dislurbing activities with shvctural or
mmpervious suifaces. The de5nition of"redevelopment"must be consulted to determme
whether or not the requuementc for new developme�apply to areas intended for
mdevelopment. If the definition applies,the steps outlined undex "designing new insmllations"
above shovld be followed.
Additiona I Information
Stoffiwater and non-stormwater will accumulate in containment azeas end svmps with
mmpervioussurfaees. Coxrtaminatedaccuxnula[edwatermustbedisposedofinaccordancewiTh
applicable laws aad cannot be disct�azged directlyto the storm drain or snnTrta*rv sewer system
withoutthe appropriate permit.
Other Resources
A Manuel for the Standard Urban Stormwater Mitigat�nn Plan(SUSMP), Los Angeles County
Depazvnent of Publie Works, May zoo2.
Model Standard Urban Storm Watex Mitigntion Plan(SUSMP)for Sen Diego County, Port of
San Diego, and Cities in San Diego County, February iq, 2002.
Model W azer Quality Managemeirt Plan(WQMP)for Counry of Orange,Orange Covnty Flood
Control District, and the Incorporated Cities of Orange County, Dxaft Febmary 2003.
� .._ VenturaCouutywideTechnicelGuidaneeManualforStormwaterQualiryCon�olMeasures,
July zooz.
2 of 2 CaIlFornia Sinrmwa�r BMP Handbook January 2003
New Derebpmentend Redevelopment
www.ca bmphandbooks.com
OPERATION &
MAINTENANCE
Bio Clean Water Polisher
an Upflow Media Filtration System
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BI �' CLEAN �
ENVIRONMEN7AL SERVICES, INC.
Bio Clean Environmental Services, Inc. www.biocleanenvironmental.com
2972 San Luis Rey Road P 760-433-7640
Oceanside, CA 92054 F 760-4333176
OPERATION & MAINTENANCE
Maintenance Summary—
o Clean separation chamber every 6 to 12 months (60minute service time).
o Evaluate and replace up flow filter media (BioMediaGREEN blocks) as needed.
Typically replacement occurs once every 6 to 12 months (60 minufe service time).
Notes:
o Loading Varies at Every Location Due to Variations in Pollutant and Flow Volumes.
o Maintenance Typically Occurs Before and After the Rainy Season.
o Filter Media and Replacement Parts Can Be Provided By Bio Clean Environmental
Services, Inc.
Maintenance Procedures—
A. Following installation of the Bio Clean Water Polisher (upflow media filter) the unit
requires maintenance. Mainlenance can be provided by the Supplier, or a Supplier
approved contractor. The cost of this service varies among providers.
B. The Bio Clean Water Polisher is a multi-stage, self-contained treatment train. Each
stage protec[s subsequent stages from clogging. These stages include: separation and
upflow f Itration.
2. Separation is provided by a settling chamber. This chamber has a capacity of
several cubic yards depending on the model number. This chamber targets
sediments, debris, particulate metals and particulate nutrients. This chamber
protects the subsequent upflow filtration stage from premature clogging. It is
recommended that this separation chamber be inspected every 6 months and
cleaned every 6 to 12 months. This procedure can be performed with a standard
vacuum truck This procedu�e takes approximate/y 60 minutes.
3. Primary filtration is provided by an up flow filter utilizing BioMediaGREEN. The
surface area varies depending on the size of the system. The greater the surface
area, the longer the media will allow appropriate flow rates before clogging. This
upflow filter and the revolutionary BioMediaGREEN media targets fine TSS,
dissolved metals, nutrients, and bacteria. It is recommended that the up flow Tilter
and its media be inspected every 6 months and cleaned every 6 to 12 months.
Media life depends on local loading conditions and can easily be replaced and
disposed of without any equipment. Replacement olmedia takes approximate/y
60 minutes.
The Bio Clean Water Polisher's separation chamber and up Flow filter are designed to
allow for the use of vacuum removal of captured materials in the sediment chamber. The
chamber is serviceable by centrifugal compressor vacuum units without causing damage
to the filter or during normal cleaning and maintenance. Filters can be cleaned and
vacuumed from the standard manhole access or at grade.
Maintenance Notes:
1. Bio Clean Environmental Services, Inc. recommends the separetion chamber be
inspected every 6 months and cleaned every 6 to 12 months depending on loading.
The procedure is easily done with the use of any standard vacuum truck.
o Remove all manhole covers (or open hatches) to gain access to the
separation chamber.
o Use a vacuum truck hose and insert into the manhole or hatch opening.
Lower the vawum hose into the sediment chamber. Begin vacuuming out
accumulated sediments and standing water until the chamber is empty. A
pressure washer may be needed to assist with removing sediments that
are compacted or stuck to the walls and floor of the separation chamber.
o Once the chamber is cleaned remove vacuum hose.
o Remove vacuum hose and replace manhole covers or hatch doors.
o Where possible the maintenance should be performed from the ground
surface.
o Note: entry into an underground stormwater vault such as an inlet vault
requires certification of confined space training. -
o Transport all debris, trash, organics and sediments to approved facility for
� disposal in accordance with local and state requirements.
2. Bio Clean Environmental Services, Inc. recommends the upflow filter media be
inspected every 6 months and cleaned/replaced every 6 to 12 months depending on
loading. The procedure will require prior maintenance of separation chambers and
screening basket.
o Remove all manhole covers (or open hatches) to gain access to the
separation chambers.
o Enter the manhole closest to the outflow pipe. Always use appropriate
safety gear and procedures and follow bcal regulations.
o Open top doors of the up flow media filter cage. The latches slide back to
open doors and gain access to media blocks (BioMediaGREEN). There are
also layers of BioMediaWHITE under the media blocks that provide pre-
treatment and extend media life.
o Remove media blocks either by hand or lift them into vertical position and
use a vacuum truck hose to remove the blocks. The BioMediaWHITE is
available in sheets and should be removed by hand. No heavy equipment
is necessary to remove or install new BioMediaWHITE.
o Once all the media is removed use a pressure sprayer to wash of any
accumulated debris on the screen of the media cage.
o Install new layers of BioMediaWHITE on the bottom of the cage. Use three
layers.
o Install BioMediaGREEN blocks. Cut to fit.
o Close doors of inedia filter cage and slide latches into place.
o Exit the vault.
o Note: entry into an underground stormwater vault such as an inlet vault
requires certification of confined space training.
. o Transport all debris, trash, organics and sediments to approved facility for
- disposal in accordance with local and state requirements.
3. Following maintenance and/or inspection, the maintenance operator shall prepare a
maintenance/inspection record. The record shall include any maintenance activi[ies
performed, amount and description of debris collected, and condition of the system
and its various filter mechanism.
4. The owner shall retain the maintenance/inspection record for a minimum of five years
from [he date of maintenance. These records shall be made available ro the
governing municipality for inspection upon request at any time.
5. Transport all debris, trash, organics and sediments to approved facility for disposal in
accordance with local and state requirements.
Manhole
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Maintenance Sequence
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Remove Access Hatches and Inspect Sedimen[ Insert Vawum Hose in [he Sediment Chamber
Accumula[ion in [he First Chamber. on ihe Influent End of the System and Vacuum at
all Sedimen[and Standing Water.
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Assess the Condition of[he Media in the 11p �
Row Filter. Remove Old Media When Once Media is Removed Begin by Laying Down
Necessary. Three Layers of BioMediaWHITE.
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Lay Down Blocks of BioMediaGREEN Unlil Ihe Close Lids of Media Cage. Maintenance of ihe
Cage is Full. Media Should Be Packed Tight to System is Now Complele.
Prevent Channeling.
B� CLEAN Inspection and Maintenance Report
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Pmject Name Por OHice llse Onty
PmlectAtltlress
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Owner/Management Gompany
omce p�o�inei m�nmpieie senion m
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Type of Inspec�ion ❑Fou6ne ❑ Follow Up ❑Complamt Sto�m Storm Evenl lo Last]Nours? ❑No ❑Ves
WeatM1erContlition Addllional Nofes
Conaition of upFlow opera�ional Per
SI�eMap GPSCooNinates Motlal# Sedlmen�Acwmula�lon- Metlla25l5�1]SI�00 S�meWralNoles ManuhcWres'
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29]2 San Wis Rey Foatl.Oceansid& CA 92058 P.]60633]640 F ]60433.31]6
For Questions and Technical Support Please Call Our Friendly
Support Staff at: 760-433-7640
All Filtration Media, Hydrocarbon Booms and Replacement Parts
Can Be Ordered from Bio Clean Environmental.
All Components Can Be Replaced.
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UTILIZING
AN U P- FLOW M EDIA FILTER [3ioMediaGREEN
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TOP VIEW '
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DISSOLVE� CHOMIUM SZYS
DISSOLVED COPPER ']JY6
DISSOLVE� LEAD 9896
_ DISSOLVED ZINC 9896
- - - DISSOWE� MERCURY 91 %
FL�W SCHEMATIC ❑IL & GREASE 9096
_ _ Torn� Prrao�eum 99%
HYOROCARBONS
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P O Bou 869,Oceansitle,[A 92049
BIO CLEAN � (]60)433-J6G0 • Fax(J60J433-31J6 "Th¢ $t0� waterStandard"
smviaorvmeurueeamces. ir�c www,bio<leanemironmenfal.ne[
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BI� GLEAN
Section [ 1
Storm Water Treatment Device
PART 1 — GENERAL
01.01.00 Purqose
The purpose of this specification is lo establish generally acceptable criteria for Storm Water
Treatment Devices (SWTD) that treat storm water runoH induding dry weather flows and olher
contaminated water sources. It is intendetl to serve as a guide to promote unders[anding regarding
materials, manufacture and installation; and to identify devices comptying with this specification.
01.02.00 Description
The SWTD is used for filtering stormwa�er runoff including dry wealher flows. The SWTD is a 3 slage
inline pre-engineered water polishing system composed of multiple sediment removal chambers. a
skimmer system to remove floating polWtants, and a waler polishing upflow media filler ro remove fine
particulates and dissolved pollutants.
01 .03.00 Manufacturer
The manufacNrer of�he SWTD shall be one that is regularty engaged in the engineering design and
production of systems developed for the treatmenl of stormwater runoff for a[ least (10) years, and
which have a history of successful production, acceptable to the engineer of work. In accordance with
ihe drawings, the SWTD(s) shall be a device manufacNred by Bio Clean Environmental Services. Inc.,
or assigned distributors or licensees. Bio Clean Environmental Services, Inc. can be reached at�.
Bio Clean Ernironmental5ervices, Inc
Corpora�e Headquarlers:
2972 San W is Rey Road
Oceanside, CA 92058
Phone: (760)433-7640
Far p60) 433-3176
www_biocleanenvironmental.net
01.04.00 Submittals
01.04.01 Submittal drawings are to be provided with each order to the wntrector and
consulting engineer.
01.04.02 Submiltal drawings are lo detail lhe SWTD and all components required and
the sequenceforinstallation, including:
• System configuration with primary dimensions
• Interiorcomponents
Any accessory equipmenl called out on submittal drawings
01.04.03 Inspection and maintenance documentalion su6mitled upon request.
01 .05.00 Work Included
01.05.01 Specification requirements for installation of SWTD.
01_05-02 Manufacturer to supply componants of the SWTD(s)_
• Concrete strucWre (cham6ers)
• Intemal components
• Risers, hatches, and manholes optional
Sronn Water'I'rea�mrnl Dtvice Pnge 1 oL 5
B1,� CLEAN
01.06.00 Reference Standards
ASTM A 615 Standard Specifications for Deformed and Plain CarbonSteel Bars for Concrete
Reinforcement
ASTM F 716.07 Standard Test Methods for Sorbent Pertormance of Absorbents
ASTM D 3787 Standard Test Method for Bursting Strength of Textiles-Constant-Rate-of-
Traverse CRT BaIlBurstTes�
PART2 — COMPONENTS
The Storm Water Treatment Device (SWTD) and all of ils componenls shall be seR-contained wilhin a
concre[e sUucture cons�mcted with a minimum 28 day compressive sUength of 5,000 psi, wilh
reinforcing per ASTM A 615, Grade 60, and supports a minimum H-20 loading as indicated by
AASHTO. All seams and connection points shall be sealed water tight with non-shrink grout in
, accordance with manufactures recommendations and project specifications.
02.01.00 Skimmer Svstem
The skimmer system shall be mounted to Ihe skimmer wall and located between ihe end of the
screenin9 system and the outlet pipe. The skimmer wall shall be constructed of concrete with a
minimum 28 day compressive strength of 5,000 psi, with reinforcing per ASTM A 615, Grade 60.
02.01.01 Storm Boom Housinq shall be conslructed of an aluminum grede 6061-T6
and(or stainless steel grede 304 frame with flaltened expanded slainless steel
grede 304 screen system. Housing shall have a hinged top section. Screen
shall be attachetl to the Sform Boom Housing Frame by sandwiching the
screen to the aluminum or stainless s�eel frame between a series of aluminum
or stainless sleel angle beams and welded in place. The Slorm Boom
Housing shall be secured to Ihe skimmer wall with aluminum or slainless steel
hardware.
0201 A2 Starm Boom
. Storm Boom media shall be made of granula�ed oil absor6ing
polymers lhat have been lested in acmrdance with section 1 t2
of ASTM F 716.07. Potymer granules must meet performance
absorption slandards in section 03.01.04.
• Boom netting shall be 100% polyester with a number i6 sieve
size, and strengih tested per ASTM D 3787.
02.02.00 Sediment Removal Chambers
02.02.01 Baffle Walls shall be conshuc[ed of wncrete with a minimum 28 day
compresslve strenglh of 5,000 psl, with reinforcing per ASTM A 615, Grade
60.
02.04.00 Upflow Media Filter
The upflow media filter shall be mounted to the skimmer wall on the opposite side of the skimmer
system (0202.00). The enlire upflow media filter(frame and media) shall be located below the invert
elevation ofthe oullelconnecFion(s).
0204.01 Media Filter Frame shall be constructed of aluminum grade 606bT6 andlor
stainless steel grade 304. All join�s and seams are lo be welded or faslened
together with aluminum and(or stainless steel hardware. All sides of inedia
flter frame shall be fixed. The top section of the media filter frame shall have
a locking hinged top section to allow for removal of the media. The bottom
section of the media filter frame shall be fixed. The media filter frame shall be
located below the access hatches to allow access for maintenance. The
Slorm WelerTreatmeiv De�{ce Paee 2 0l 5
B1� CLEAN
media filter frame shall be secured to the concrete baffle(s)with aluminum or
stainless steel concrete anchors.
0201 D2 Media Filter Screens shall be manufactured of flatlened expanded stainless
steel grade 304 andlor aluminum grade fi061-T6. As an alternate, the media
fli ter screens may also be manufactured of perforated stainless steel or
aluminum of the same grade mentioned previously. The media filter screen
shall be atlached to the media filter frame by sandwiching the screen to the
media fil�er frame between a series of aluminum or stainless steel angle
beams and welded in place.
02 01 03 Media - The UpFlow Media Filter shall house one or more types of inedia
specifically formulated by the manufac[ure �o remove fine particulate and
dissolved pollutants. The media mix and media specifications will be provided
by the manufacWrer.
PART 3 - PERFORMANCE
The upflow media filter shall onty meet pertormance specification listed on (he submi[tal drawings.
03.01 .00 General
03.01.01 Function - The SWTD is a 3 stage pre-engineered inline hydrodynamic
separation system and water polisher unit composed of mWtiple sediment
removal chambers, a skimmer system to capture oils. grease, and floating
pollWants, and a water polishing upflow media filter to remove fine particulate
and dissolved pollutants.
�3.01.02 Removal Efficiencies - The SWiD's sediment removal chambers shall be
capa6le of achieving a minimum of 80°/o total suspended solids removal (of
the size fractions �ypical for ur6an runoff)from the design Flow rate. The
SWTD shall be capable of capWring and retaining 90% of oils and grease. All
removal efficiencies shall be tested in accordance with section 03D200.
03.01.03 Hvdraulic Capacitv -The SWTD shall provide a raled hydraulic capacily,
which is consisten� with goveming water treatment regulations.
03.01.04 Storaqe Capacitv - The SWTD must have muliiple sediment removal
chambers for storage of sediments antl other noo-floatable polWtants. The
volume of each sediment removal chamber will be called out on the submittal
drawings. The SWTD must have a skimmer to capture floalable polWtants.
The skimmer shall be equipped with storm booms per section 02.02A2 The
s�orm boom must be capable of capturing up to 180% of its weigh� in oils &
grease along with olher emulsified and free Flwting hydrocarbons and tested
per section 03D203.
03.01.05 UOFlow Media Filter -The SWTD musl be equipped with an up8ow media
filter. The upflow media filter will house one or more types of inedia
specifically formWated by the manufacNre to remove �he project specific
pollutants. All upflow media filter pertormance specificalions will be provided
by the manufacture. All water tlows less than or equal to Ihe project treatment
flow rate must pass through Ihe filter media ln an upward directioa Flows
greater than the project treatment flow rate must bypass the upflow media
fil�er without reshictioa The media filler musl be capable of 6ypassing high
flows without scouring of previously capWred polWtants.
03.02.00 Test Performance
At a minimum, the SWTD must meet all of lhese testing performance standards and have a
ManufacWres Pertormance Certification per Seclion 05.02.00:
03D2D1 Indeoenden� Third Partv Testinq:
Sto�m WarerTreatmentDevice Peee 3 0( 5
B1� CLEAN
The SWTD up Flow filter media must be tested and veritied Independenily by a
third party public agency;
• Must capable of removing greater Ihan 80% TSS, 90% Oils &
Grease, 70% Phosphorus, 84% Copper, 44% Zinq96% Lead
and 49% to 98%for various pathogenic Bacteria.
PART 4 - EXECUTION
04.01 .00 General
The installation of the SWTD shall conform to all applicable national, state, state highway, municipal
and local specifica�ions.
04.02.00 I nstal lation
The Contractor shall fumish all labor. equipment, materials and incidentals required to install the
SWTD device(s) and appurtenances in accordance with the drawings and these specifications.
04D201 Gradinq and Excavation site shall be pmperly surveyed by a regislered
professional surveyor, and dearly marked with excavation limits and
elevaCions. Aker site Is marked it is the responsibility of the conhactor to
contacl local utility companies and/or DigAlert to check for underground
utililies. All grading permits shall be approved by governing agencies before
commencement of grading and excavalion. Soil condilions shall be tested in
accordance with the governing agencies requirements. All ear[h removed
shall be transported, disposed, stored, and handled per goveming agencies
standards. It is the responsibility of the mntractor to install and maintain
proper erosion control measures during grading and excava�ion operations.
04.02.02 Compaction -All soil shall be compacted per regislered professional soils
engineer's recommendatians and per goveming agencies standards, prior to
Installa0on of SWTD unit(s).
04.0203 Backfill shall be placed according to a registered professional soils engineer's
recommendations and per goveming agencies standards. and with a
minimum of 6" of gravel under all concre[e strucWres.
04.02.04 Concrete StrucNres -After backfill has been inspecled by lhe governing
agency and approved Ihe concrete structures shall be lifted and placed in
proper position per plans.
04.03.00 Shiqpinq, Storaqe and Handlinp
04_03D1 Shiooing—The SWTD unit(s) shall be shipped to Ihe contractor's address or
job slte., The contractor is responsible for oRloading and placing the units(s)
in fhe exacl site of installation.
04.03.02 S[oraqe and Handlinq-The conhactor shall exercise care in !he storage and
handling of Ihe SWTD and all components prior lo and during inslallation.
Any repair or replacement costs associated with events occurring after
delivery is accepted and unloading has commenced shall be bom by the
contractor. The SWTD(s) and all components shall always be stored indoors
and transported inslde the onglnal shipping container until the unit(s) are
ready to be installed. The SWTD shall always be handled with caulion and
lifted according to OSHA and NIOSA lifting recommendations and/or the
conhactor's workplace safety professional recommendation's.
04.04.00 Maintenance and Inspection
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B1� GLEAN
04.04.01 Inspection —After installation, the contrector shall demonstrate tha[Ihe SWTD
has been properry inslalled at lhe correct bcation(s), eleva�ions, and wilh
appropriate components. All mmponents associaled with the SWTD and its
installation shall be subject to inspection by the engineer at the place of
installalion. In additioq the wntrector shall demonstrate lhal lhe SVYTD has
been ins[alled per the manufacWrer's specifications and recommendations.
All componen�s shall be inspected by a qualified professional once a year and
resWts of inspection shall be kept in an inspection log.
04.04.02 Maintenance—The manufacWrer recommends cleaning and debris removal
and replacement of the storm 600ms as needed. The maintenance shall be
performed by a qualified professional. A maintenance manual is available
upon request from the manufacturer. The manual has detailed intormation
regarding lhe maintenance of the SWTD. A maintenance/inspeclion record
shall be kept by the maintenance operalor. The record shall include any
maintenance activities performed. amount and descrip(ion of debris collected,
and the condition of the slorm booms.
04.04.03 Material Disoosal -All debris, �rash, organics, and sediments captured by the
SWTD shall be transported and disposed of at an approved facility for
disposal site in accordance with local and state requiremenls. Please refer to
state and local regulations for lhe proper disposal of toxic and non-toxic
materials.
PART 5 - QUALITY ASSURANCE
05.01.00 Warrantv
The Manufacturer shall guarantee [he SWTD against all manufacturing defects in materials and
workmanship for a period of(8)years from the date of delivery m the customer. The manufacNrer
shall be notified of repair or replacement issues in writing within the warranty period. The SWTD is
limited to recommended application for which il was designed.
05.02.00 Performance Certifcation
The SWTD manufacWrer shall submit to ihe Engineer of Recortl a "Manufacturer's Pertormance
Certifica[e" certifying the SWTD is capable of achieving the specified removal eHiciencyfor suspended
solids as lypicalty found in storm water runoff. The SWTD manufacture shall also provide a
certification from a Licensed Civil Engineer lhat lhe SWTD unil(s)will remove a minimum of 80% of
to[al suspended solids (of Ihe size fractions typical for urban runoff or as required by local regulations)
from lhe design flow rale. Devices without these performance certifications will not be accepted.
END OF SECTION
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