HomeMy WebLinkAboutCT 02-06; KIRGIS TENTATIVE MAP; STORMWATER MANAGEMENT PLAN; 2011-01-30Stonnwater Management Plan %Q
(SWMP)
For "'^/^/r
CT-02-06,
PUD-02-02, HDP-02-01, CUP-02-05
Kirgis Subdivision
Carlsbad, San Diego Coimty, California
Preparation/Revision Date: 1/30/11
Ptepated for:
Bdan and Gail Hynek
P.O. Box 451
roy, Ca 95021-0
408-846-5755
Ptepated by:
Landmark Consulting
9555 Genesee Ave. Ste. 200
San Di^, Ca 92121
858-587-8070
David Yeh, REC 62717, EXP 6-30-12 \ V J 1/30/11
\
Name, RCE # 62717 Date
P.O. Box 451
Gilroy, Ca 95021-0451 J--™
The selection, sizing, and preliminary design of stomiwater treatment and other controi measures in
this plan have been prepared under the direction of the following Registered Civil Engineer and meet ^ ^
the requirements of R^onal Water Quality Conttol Boatd Otder R9-2007-0001 and subsequent
amendments. ' ^
ProJectName: Kirgis Siibdtvisicm
Pennit Number (Land Development Projects): CT 02-06
AppUcant: Brian and QaU Hynec
^iplicanfs Address: P.O.Box4Sl
Giboy.Ca 95021-0451
Plan Prepare By (Leave blank if same as
cppliccmt):
Landmaric Consulting
9555 Goiesee Ave, #200
San Diego, CA 92121
Date: 1-30-11
Revision Date (If i^licable):
Since ttie SWMP is a living document, revisions may be necessaiy during various stages ofappiwtl
by the City of Carbbad Please provide tiie qtproval infiHmation requested below.
Project Review Stage
Does tiie SWMP
need revisions?
If YES, Provide
Revision Date Project Review Stage
YES NO
Initial submittal
Revision
Revision
Revision
Revision
PRIORITY DEVELOPMENT PROJECT DETERMINATION
TABLB 1: IS THE PROJECT IN ANY OF THESE CATEGORIES7
Yes
•
No
El A Housing subdhrislons of 10 or more dwelling units. Exanqiles: single-fiimily
homes, multi-fimily homes, condominiums, and apartments.
Yes
•
No
\S B
Commercial—greater than one acre. Any development other tban heavy industry or
residential. Examples: hoqiitals; laboratories and other medical fiicilities; educational
institutions; recreati(»ial ftcilities; municipal fecilities; commercial nurseries; multi-
^Kirtment buildings; car wash fiicilities; mini-malls and otiier business conqilexes;
shopping malls; hotels; ofiBce buildings; public warehouses; automotive dealoships;
airfields; and otiier Ught industrial fecilities.
Yes
•
No
(a C
Heavy Industry greater than one acre. Examples: manufecturing plants, food
processing plants, metal woridng fiicilities, printing plants, and fleet storage areas (bus,
truck, etc.).
Yes
•
No E) D Automotive repair shops. A facihty categorized in any one of Standard todustrial
Classification (SIC) codes 5013,5014,5541,7532-7534, or 7536-7539.
Yes
•
No
El E
Restaurants. Any fiwility that sells prepared foods and drinks for consunqrtion,
including stationary lunch counters and refi«shment stands selling prepared foods and
drinks for immedi^ consumption (SIC code 5812), where the land area for development is
greater than 5,000 square feet. Restaurants where land development is less than 5,000
square feet shall meet all SUSMP requirements except for structural tieatment BMP and
numeric sizing criteria requirements and hydromodification requirements.
Yes No
• F
Hillside development graator than 5,000 squara foot. Any development that
creates 5,000 square feet of impervious surfece and is located in an area witii known
erosive soil conditions, where the development will grade on any natural slope that is
twenty-five percent or greater.
Yes
a
No
El 6
Envlronmentalty Sensitive Areas (ESAs). All development located within or
directly adjacent to or discharging directiy to an ESA (where discharges fitim the
development or redevelopment will enter receiving waters witiiin tiie ESA), which eitiier
creates 2,500 square feet of impervious surfece on a proposed project site or increases the
area of imperviousness of a proposed project site to 10% or more of its naturally occurring
condition. "Directiy adjacenf' means situated within 200 feet ofthe ESA. "Discharging
directly to" means outflow fiom a drainage conveyance system tiiat is composed entirely of
flows from the subject development or redevelopment site, and not commingled with flows
irom adjacent lands.
Yes
•
No
El H Parking lots 5,000 squara foot or mora or with 15 or more paridng spaces and
potentially exposed to urban runofif.
Yes
\S
No
• 1
Street, reads, highways, and ffreowrays. Any paved surfiice that is 5,000 square feet
or greater used for tiie transportation of automobiles, tmcks, motorcycles, and other
vehicles.
Yes
•
No
El J Retail Gasoline Outtets (RGOs) tiiat are: (a) 5,000 square feet or more or (b) a
projected Average Daily TrafiBc (ADT) of 100 or more vehicles per day.
To use the table, review each definition A tfairough K. If any of the definitions match, the
project is a Priority Development Ptoject
PROJECT STORMWATER QUALITY DETERMINATION
Total Project Site Area 2L5 Acres
Estimated amoimt of disturbed acreage: 5.4 Acaes
(If >1 acte, you must also provide a WDID numbet £com the SWRCB)
WDID:
Complete A dirough C and the calcnilations below to detetmine the amount of impetvious
surface on yout project befote and aftet construction.
A. Total size of ptoject site: 2L5 Acres
B. Total impetvious atea ^duding toof tops) befote consttuction 0 Acatts
C. Total impetvious area ^duding toof tops) after consttuction 0.7 Acres
Calculate petc%nt impetvious befote consttuction: B/A = 0%
Calculate petcent impetvious aftet consttuction: C/A = 3.3 %
Please ptovide detailed descnptions tegatding the fbllowing questtons:
TABLE 2t PROJECT SPECIFIC STORMWATER ANALYSIS
1. I Please provide a brief deacripticm of the project
Consttuction of 5 sing^-£uxiily pads and a private driveway on 21.5 acres m the Qty of
Carlsbad, m the County of San Di^, State of Califotnia.
2. I Describe the pte-project and post-project topography of the project. (Show on Plan)"
The property is located m die Qty of Catlsbad, west of El Camino Real, south and adjacent
to Kelly Ranch CT 97-16A and noith of Fataday Drive. The developed portion of the
propetty is at the ctest of die hilL Thete is no odiet propetty having tributaty basins
draining onto the developed pottion of the propetty.
Undet the pte-development conditions, the to-be-develc^>ed pottion of die site sits on the
top of a natutal knoll that just southeriy of the end of the existing Twain Avenue. The
tunoff from die top of knoll sheet flows westeriy, southerly and easteriy down the natutal
slopes via 5 existing natutal diainage swales that coirvey die tunoff off-site.
Undet the proposed conditions. Twain Coutt will be constmcted along the top of the
existing knolL 5 tesidential lots will be constracted along Twam Coutt, 2 on both sides and
1 at the southeriy end Pet the grading plans, tunoff from the pads and adjacent slopes of
Lots 1 and 2 flows soudiwesterty into an existing natutal diainage swale that conveys the
tunoff off-site. The proposed Twain Coutt and the driveways of Lots 3-5 and adjacent fiU
slopes dtam mto a fossil filtet equ^ped cutb inlet located at the southeriy end of Twain
Coutt and is discharged mto anothet existing natutal diainage swale and conveyed ofif-site.
The pads on Lots 4 and 5 and the easteriy fill slopes sheet flows easteriy into an existing
natural diainage swale and is conveyed off-site.
The proposed devdopment does not altet the existing diainage pattem.
Describe the soil dassificration, pemieability, etodibility, and depth to groundwater fot
LID and Tteatment BMP consideration. (Show on Plan) If infiltration BMPs ate
proposed, a Geotechnical Engineei must ceitify infiltration BMPs m Attachment E.
The site soil is classified as Type'T)" as defined m the San Diego County Hydrology Manual
and is characterized as having vety slow mfiltration rate when thorou^ily wetted, rate of
water transmission is slow.
Describe if contaminated ot hazaidous soils ate within the projecrt atea. ffhow on Plan)
No contaminated ot hazaidous soils ate encounteted widun the project atea.
5. I Describe the existing site diainage and natutal hydrologic featutes. (Show on Plan).
The to-be-developed 5.4 acte pottion of the site sits on the top of a natural knoll that just
southerly on the end of the existing Twain Avenue. The tunoff from die top of knoll sheet
flows westeriy, southeriy and easteriy down the natural slopes via 5 e^isring natural diainage
swales that convey the lunofifoff-site.
Describe site featutes and conditions that consttain, ot provide opportunities fot
stotmwatet control, such as LID featuies.
The grading design follows the natutal landfoim to ptesetve die existing drainage patterns.
Drainage will be maintained within existing natural drainage swales. Runofif firom pioposed
pads drains mto mdividual sediment tn^s and is leleased onto die natural tenain via outlet
pipes. The tunofif firom the shated driveway sheet flows and then onto die existing natural
diainge couise
Is diis project widun the environmentally sensitive ateas as defined on the maps m
Appendix A of the County ef San Dit^ Standard Urban Storm Water Mitigrtion Plan for
No
8. I Is diis an emeigency ptoject?
I No
CHANNELS & DRAINAGES
Complete the foUowing checklist to determine if the project includes work in channels.
TABLE 3l PROJECT SPECIFIC STORMWATER ANALYSIS
No. CRTFERLA. YES NO N/A COMMENTS
1. WiU the project include work in channels? X If YES go to 2
IfNOgoto 13.
2. WiU the project increase velocity or
volume of downstream flow?
IfYESgoto 6.
3. WiU the project discharge to unlined
channels?
IfYESgoto. 6.
4. WiU the project increase potential
sediment load of downstream flow?
IfYESgoto 6.
5. WiU the project encroach, cross, realign,
or cause other hydraulic changes to a
stream that may affect downstream
channel stability?
IfYESgoto 8.
6. Review channel lining niaterials and
design for stream bank erosion.
Continueto 7.
7. Consider channel erosion control measures
within the project limits as weU as
downstream. Consider scour velocity.
Continueto 8.
8. Include, where tqipropriate, energy
dissipation devices at culverts.
Continueto 9.
9. Ensure aU transitions between culvert
outlets/headwalls/wingwalls and channels
are smooth to reduce turbulence and scour.
Continueto 10.
10. Inciude, if appropriate, detention facilities
to reduce peak discharges.
Continueto 11.
11.
"Hardening" natural downstream areas to
prevent erosion is not an acceptable
Continueto 12.
No. CRITERIA YES NO N/A COMMENTS
technique for protecting channel slopes,
unless pre-development conditions are
detennined to be so erosive that hardening
would be required even in die absence of
the proposed development
12. Provide other design principles that are
comparable and equaUy effective.
Continueto 13.
13. End
TEMPORARY CONSTRUCTION BMPS
Please check the constraction BMPs that may be implemented during constraction of the
ptoject The applicant will be tesponsible fot the placement and maintenance of the BMPs
incoiporated into the final project design.
El Silt Fence
El Fiber Rolls
El Stteet Sweeping and Vacuuming
El Stotm Dtain Inlet Piotection
El Stoc^ile Management
ElSolid Waste Management
El Stabilized Constraction Enttance/Exit
• Dewatering Operations
El Desilting Basin
El Gravd Bag Betm
• Sandbag Batriet
ISI Material Delivery and Stotage
El Spill Ptevention and Conttol
la Conctete Waste Management
El Watet Consetvation Practices
El Paving and Grinding Operations
• Vehide and Equipment Mamtenance
Bl Any minot slopes created inddental to constraction and not subject to a majoi ot minot
grading peimit shall be protected by covering with plastic ot tarp priot to a tain event,
and shall have vegetative covet teestablished within 180 days of completion of the slope
and prior to final building apptovaL
EXCEPTIONAL THREAT TO WATER QUALITY DETERMINATION
Complete the checklist bdow to detetmine if a proposed project will pose an "exceptional
tfaieat to watet quality," and dieiefote tequite Advanced Tteatment Best Management
Practices during the constiuction phase.
TABLE 4i EXCEPTIONAL THREAT TO WATER QUALITY DETERMINATION
No. CRITERIA YES NO INFORMATION
1. Is all ot patt of the proposed project site withm 200 feet of wateis
named on die Qean Watet Act (CWA) Section 303(d) list of Watet
Quality Limited S^;ments as impaiied fot sedimentation and/ot
tutbidity? Cutient 303d list may be obtamed (rom the following site:
http://www.swtcb.ca.gov/tmdl/docs/30.^dlists2006/approved/r9 06 303d reqtmdls.
X If YES, contmue to
2.
IfNO,goto5.
1.
pdf
X If YES, contmue to
2.
IfNO,goto5.
2. Will die ptoject distuib mote than 5 acies, mduding aU phases of the
devdopment?
If YES, continue to
3.
IfNO,goto5.
3. Will the ptoject distuib slopes that ate steepet than 4:1 (horizontaL
vettical) with at least 10 feet of telief, and that dram towatd the 303(d)
listed teceiving watet fot sedimentation and/ot tutbidity?
If YES, continue to
4.
IfNO,goto5.
4. Will the ptoject distuib soils with a ptedominance of USDA-NRCS
Etosion factois kf gieatei than ot equal to 0.4?
If YES, continue to
6.
IfNO,goto5.
5. Ptoject is not tequited to use Advanced Tteatment BMPs. X Document fot
Ptoject Files by
tefetencdng this
checklist
6. Ptoject poses an "exceptional diteat to watet quality" and is tequited to
use Advanced Tteatment BMPs.
Advanced
Tteatment BMPs
must be consistent
with WPO section
67.81 l(b)(20)(D)
petfoimance criteiia
Exemption potentiaUy available fot projects that tequite achranced tteatment: Ptoject
ptoponent may petfotm a Revised Univeisal Soil Loss Equation, Veision 2 (RUSLE 2),
Modified Univeisal Soil Loss Equation (MUSLE), ot similai analysis that shows to the
County official's satisfaction that advanced tieatment is not tequited
10
HYDROMODIPiCATKNi DCTERMINATION
HydroaMdiflcatioa coutroh reqafaied for Kfai^h Sabdtvfaif
11
POLLUTANTS OP CONCERN DETERMINATION
WATERSHED
• Sui luan 901 • SaoUi KksKusta 902 • S«olAnReT903 • CtfWbMlMi
• San Diq^uMo 905 • Peaawpkoe 906 • S«aDi^907 • Sweetwater 909
• Otay 910 • r^iiuia911 • Whkewatet 719 • Chttk720
• West Sditem 721 • Afuea Bocrei!o 722 • laqsetial 723
http://www.waterboards.ca.gov/sandiego/water issues/programs/basin Dlan/index.shtml
Nuaber NaoM
904.3 Aqua Hedknda
http://www.waterboards.ca.gov/sandiepo/water issues/programs/basin plan/index.shtml
SURFACE WATERS that eac^ [woject dtsdiuge pomt ptopmes to dtschaige to. Lbt die
jmpakmeats identified to Table 7.
SURFACE WATERS
(river, creek, stzeam, etc.)
Hy^okigtc
Umt Baam
Number
Tmpaifment(s) feted [303(d) feted
waters or waters wkh estabfehed
TMDLs]
I^tance to
Project
A^ Itodtonda Li^oon 9043 1.5 miles
CoMttI WMen Bcaefidal
Hydrotogic
UtotlMn
Nusdber MUN AGR IND PROC FRESH POW RECl REC2 BIOL WARM COLD WILD RARE SPWN Aqualtodianda
Lagoon
9043 X X X X X X X X X X X X
Excepted from Mvucipd • ExMag Beaefidd UM o Potential Beaefkial Use
12
PROJECT ANTICIPATED AND POTENTIAL POLLUTANTS
Using Table 6, identify pollutants tliat ate anticqiated to be generated firom the proposed
pztority project cat^ories. PoUutants asscxaated widi any hazatdous material sites diat have
been lemediated ot ate not diieatened by the pic^xised ptoject ate not consideied a
pollutant of concern.
TABLE 6: ANTICIPATED AND POTENTIAL POLLUTANTS GENERATED BY LAND
USE TYPE
General PoUutant Categories
PDP
Categories Sediments Nutrients Heavy
Metals
Organic
Compounds
TnAtt.
Ddms
Oxygen
Demanding
Substances
Oil&
Grease
Bacteria
&
Viruses
Pesticides
RMidMtial
DevdopBMit
•pOT Attadied
Residential
Development
X
7^ 7^ Commercial
Developmoit 1
acre or greater
Heavy industry
/industrial
development
X X
Automotive
Repair Shops X
Restaurants X X
Hillside
Development
>5,000tf
X X X
7^ Parking Lots X
Retail Gasoline
Outlets X X X X
streets,
Higiiwayi &
Freeways
X - anticipated
P = potential
(1) A potential pollutant if landscaping exists on-site.
(2) A potential pollutant if the project includes uncovered paiking areas.
(3) A potential pollutant if land use involves food or animal waste products.
(4) Including petroleum hydrocarbons.
(5) Including solvents.
13
PROJECT POLLUTANTS OF CONCERN SUMMARY TABLE
Please summarize the identified project pollutant of concem by checking the appropriate
boxes in the table bdow and list any sutfiure watet in^aiiments identifiecL Pollutants
anticipated to be generated by the project, which ate also causing impaitment of teceiving
wateis, shall be consideied the primaty pollutants of concem. For projects wiiere no
primary pollutants of concem exist, those pollutants identified as anticipated shall be
considered secondary pollutants of concem.
TABLE 7: PROJECT POLLUTANTS OF CONCERN
Pollutant Categoty Anticipated
(X)
Potential
(P) Surface Water Impaitmenta
Sediments X Yes
Nutrients X
Heavy Metals X
Organic Confounds X
Trash & Debris X
Oxygen Demanding
Subsbmces X
Oil & Grease X
Bacteria & Viruses X Yes
Pesticides X
14
LID AND SITE DESIGN STRATEGIES
Each numbeted item bdow is a Low Impact Developfflent (LID) lecjuitement of the WPO.
Please check die box(s) undet each numbet that best describes the LID BMP(s) and Site
Design Strat^jies selected fot this project
TABLE 8: LID AND SITE DESIGN
1. Consetve natural Ateas, Soils, and Vgytation
Bl Pteserve well dtaining soils (Type A ot B)
Bl Ptesetve Significant Ttees
Bl Ptesetve critical (ot problematic) ateas such as floodplains, steep slopes, wetlands, and
ateas with erosive ot unstable soil conditions
• Other. Desogrtion:
2. Minimize Disturbance to Natural Dtainages
Bl Set-back devdopment envdope firom diaim^^
• Restrid heavy cxmsttucticm equqiment access to planned green/open
space ateas
• Othet. Description:
3. Minimize and Disconned Impetvious Surfaces (see 5)
• Chisteied Lot Design
• Items checked in 5?
• Othet. Description: the only inqietvious ateas of the ptoject ate the proposed stteets,
diey are design to meet die minimum widdi standatds pet Qty of Poway.
4. Minimize Soil Compaction
• Restrid heavy constraction equqiment access to plaimed gieen/open
space ateas
Bl Re-till soils compacted by constraction vehides/equipment
El Colled & re-use uppet soil layets of devdopment site containing otganic
Materials
• Other. Description; re, used upper soil layets in pads, slopes and landscape aeias
5. Dtain Runofif firom Impetvious Surfaces to Petvious Areas
LID Street & Road Desion
• Cutb-cuts to landscaping
• Rutal Swales
• Concave Median
• Cul-de-sac Landscaping Design
• Other. Desciqition: All stteets dtain into fossil filtet equqiped cutb inlets, the
tunoff is then conveyed to infiltration areas.
T .m Pfli-lrina Lot Design
15
• Pctmeable Pavements
• Cutb-cuts to landscaping
• Othet. Description: No paiking lot proposed
T.m Dmrinpav. Sidewalk. Bike-nadi Desifm
• Penneable Pavements
Bl Pitch pavements towatd landscaping
• Othet. Description:
T.mRnilHi^p Desion
• Qstems & Rain Barrels
• Downspout to swale
• V^tated Roofis
• Other. Description: No building proposed
T.m T^ni^sranincr Desipn
Bl Soil Amendments
El Reuse of Native Soils
El Smart Ittigation Systems
• Stteet Ttees
• Othet. Description:
6. Minimize etosion firom slopes
El Disturb existing slopes only when necessaiy
El Minimize cut and fill areas to reduce slope lengths
El Incorporate retaining waUs to reduce steepness of slopes or to shorten slopes
El Provide benches or terraces on high cut and fill slopes to reduce concentration
of flows
El Rounding and shaping slopes to reduce concentrated flow
EI CoUect concentrated flows in stabilized drains and channels
• Other. Description:
The project proposes BMPs such are drain inserts, bio-retention areas and extensive
landscaped areas in all manufactured slopes and cUsturbed areas. These BMPs form a
treatment train where the nmoff fixim the streets wiU be treated by the drain inserts and
then is conveyed into the bio-retention areas via low flow pipes, the outlet pipes fiwm
these bio-retention areas then conveys the filtered water to their final discharge points.
16
SOURCE CONTROL
Please conplete the checklist cm the following pages to detetmine Souice Control BMPs.
Bdow is insttudicm on how to use the checklist (Also see instractions on page 40 of the
SUSMP)
1. Review Column 1 and identify which of these potential sources of stormwater pollutants
apply to your site. Check each box that applies.
2. Review Column 2 and incx>iporate all of the conesponding applicable BMPs in yout
Souice Control Exhibit in Attachment B.
3. Review Columns 3 and 4 and incoiporate all of die conesponding appUcable petmanent
controls and operational BMPs in a table in yout Projed-Spedfic SUSMP.
Describe yout specific BMPs in an acxompanying nairative, and explain any special
concUtions ot situations that required omitting BMPs ot substimting alternatives.
Use the foimat in Table 9 bdow to summarize the piojed Source Control BMPs.
Incoiporate aU identified Souice Control BMPs in yout Source Control Exhibit in
Attachment B.
TABLE 9: PROJECT SOURCE CONTROL BMPS
Potential source of
rmoffpollutants
Permanent
source control BMPs
OperatioTud
source control BMPs
Sediment discbarge due to
constniction activities
Stabilize disturbed and exposed areas
with BFM or hydroseeding.
Nutrients from fertilizers Select landsciqie plants species that
require Uttie or no fertilizers.
Trash and debris deposited and
accumulated in drain mlets
Good house keeping practices, inspect
inlets before and afier each runofif
producing rain event, remove trash and
debris as necessary.
Hydrocarbons fiiom streets and
driveways
Good house keeping practices, keep
streets and driveways clean, pitch
driveways towards landscaped areas.
Pesticides fmm landscaping and
home use
Select landscape plants species tiiat are
drought and pest tolerant to reduce tiie
use of pesticides and irrigation
frecfooicy.
Maintain landscqiing using
minimum or no pissticide use.
17
IF THESE SOURCES
WILL BE ON THE
PROJECT SiTE „
... THEN YOUR STORMWATER CONTROL FLAN SHOULD INCLUDE THESE SOURCE CONTROL BMFs
Potential Somces of
Runotr Poiiutants
Pemianent Controls—Show on
Sowce Contral Exhibit, Attachment
B
Permanent Centrals—List In
Table and Narrative
Operattonal BMPs—include In
SUSMP Table and Nanative
A. On-site stotm drain
inlets
Bl Locations of inkts. Bl Mark all tnleta widi the words "^o
Dumping! Flows to Bay" or similat.
IB Malntafai and periodicalljr repaint ot
teplace inkt maddngs.
Ptovide stotmwatet ptrfhition
IB ptevention iiifiMinatfam to new site
ownets, lessees, ot opetatots.
Sec mfpBteMe opetational BMPs in
Fact Sheet SC-44, "Dtainage System
Maintenance," in die CASQA
Stotmwatet Qnalitir Handbooks at
www.cabmpliandlKHtfcs.com
•
Include dw following in lease
agteements: "Tenant shall not allow
anyone to discharge anydiing to
stotm dtains ot to stoic ot deposit
matetials so as to cteatc a potential
dischaigc to atotm dtains."
• B. Intetfot £kK>t dtains
and elevatot sliafit sump
State that intetiot floot dtains and
elevatot shaft sump punqra wiD be
plumbed to sanitary sewer.
• Inspect and maintain drains to
ptevent blockages and ovetflow.
• C. Intetiot paridng • State that paddng gatage floot drains
win be plumbed to die sanitary sewer.
• Inspect and maintain drains to
prevent blockages and ovetflow.
18
IF THESE SOURCES
WILL BE ON THE
PROJECT SiTE .„
... THEN YOUR STORMWATER CONTROL PLAN SHOULD INCLUDE THESE SOURCE CONTROL BMPs
1
Potential Somcos of
Runoff Pollutants
2
Permanent Centrals—Show on
Source Control Exhibit, Attaclunent
B
3
Permanent Centrals—Ust in SUSMP
Table and Narratlvo
4
Operattonal BMPs—Includo in
SUSMP Table and Nanrative
• Dl. Need fot futnte
indoot & stractutal pest
conttol
• Note building design featutes diat
discoutage entty of pests.
• Ptovide Integtated Pest Management
infotmation to ownets, lessees, and
operators.
19
IF THESE SOURCES
WILL BE ON THE
PROJECT SITE...
... THEN YOUR STORMWATER CONTROL PLAN SHOULD INCLUDE THESE SOURCE CONTROL BMPs
Potential Sourees off
Runofff Poiiutants
Pennanent Controls—Show on
Source Control Exhibit, Attachment
B
Permanent Controls—List in SUSMP
Table and Narrative
Operational BMPs—Includo in
SUSMP Table and Narrative
EI D2. Landscape/
Outdoor Pesticide Use
Note; Should he
consistent with ptoject
tondffTiipf plan (if
applicable).
EI Show locations of native ttees ot
ateas of shmbs and gtound covet to
be undistutbed and tetained.
13 Show self-tetaining landscape
ateas, if aay.
^ Show stotmwatet treatment
facilities.
El
El
El
EI
EI
State that final landscape plans will
accomplish all of the following:
Ptesetve existing native ttees, shrabs,
and gtound covet to the maximum
extent possible.
Design landscaping to minimize
ittigation and tunofi', to ptomote
sutface infilttation vdiete apptoptiate,
and to minimize the use of fettiUzets
and pesticides that can contribute to
stotmwatet pollution.
Where landscaped ateas arc used to
tetain ot detain stotmwatet, specify
plants that ate toletant of satutated
soil conditions.
Considet using pest-tesistant plants,
espedaify adjacent to hatdscape.
To insute successful establishment,
select plants apptoptiate to site soils,
slopes, climate, sun, wind, tain, land
use, ait movement, ecological
consistency, and plant intetactions.
EI Maintain landscaping using
minimum ot no pesticides.
Q See applicable opetational BMPs in
Fact Sheet SC-4L *Vuilding and
Grounds Maintenance," in the
CASQA Stotmwatet Qualify
Handbooks at
www.cabmphandbooks.com
Q Ptovide IPM infotmation to new
ownets, lessees and opetatots.
20
IF THESE SOURCES
WILL BE ON THE
PROJECT SITE...
... THEN YOUR STORMWATER CONTROL PLAN SHOULD INCLUDE THESE SOURCE CONTROL BMPs
1
Potential Sourees of
Runoff Pollutants
2
Permanent Controls—Show on
Souree Control Exhibit, Attachment
B
3
Permanent Controls—Ust In SUSMP
Table and Narrative
4
Operational BMPo-lnclude In
SUSMP Table and Narrative
• E. Pools, spas, ponds,
decotative fountains,
and othet watet
featutes.
• Show location of watet featute and
a sanitaty sewet cleanout in an
accessible atea within 10 feet.
• If the local munlcipali^ tequites poob
to be plumbed to the sanitaty sewet,
place a note on the plans and state in
the nattative that this connection will
be made accotding to local
tequitements.
• See appHcabk operational BMPs in
Fact Sheet SC-72, *Tountain and
Pool Mainteiuuice," in die CASQA
Stotmwatet QuaUfy Handbooks at
www.cahmphandbookB.com
• P. Food setvice • Fot testautants, gtocety stotes, and
odiet food setvice opetations, show
location (indoots ot in a coveted
atea outdoots) of a floor sink ot
othet atea fot ckaning floor mats,
containets, and equipment
• On the drawing, show a note that
this dtain wiH be coimected to a
gtease intetceptot befote
dischatging to the sanitaty sewet.
• Desctibe the location and featutes of
die designated ckaning atea.
• Desctibe the items to be ckaned in
this facilify and how it has been sized
to insute diat the latgest items can be
accommodated.
•
21
IF THESE SOURCES
WILL BE ON THE
PROJECT SITE...
... THEN YOUR STORMWATER CONTROL PLAN SHOULD INCLUDE THESE SOURCE CONTROL BMPs
of
Runoff Pollutants
Permanent Controls—Show on
Control Exhibit, Attachment
B
Permanent Centrals—List hi SUSMP
Table and Narrative
Operational BMPs—Include In
SUSMP Table and Nanathre
• O. Refuse ateas Show where site refuse and
recycled materials wiH be handled
and stoted fot ftickup. See local
munic^Md tequitements fot sizes
and other details of tefuse ateas.
If dumpstets ot odict teceptades
ate outdoots, show how die
designated atea will be covered,
graded, and paved to prevent run-
on and show locaticms of bctms to
ptevent tunoff fiom die atea.
Any dtains fiom dumpstets,
compactots, and tallow bin ateas
shall be connected to a gtease
temoval device befote dischatge to
sanitaty sewet.
• State liow site refiise wiH be handled
and ptovide stq^ratting detaii to wliat
is siiown on |dans.
• State diat signs will lie posted on ot
neat dumpstets with die words "Do
not dump iiazatdous matetiab facte"
otsimilat.
• Stete how die following wiH be
implemented:
Ptovide adequate numlict of
teceptades. Inspect teceptacks
tegulatls^ tepait ot tcplaM kalgr
teceptades. Keep teceptacks
coveted. Proliibit/ptevent dumping
of liquid ot hazatdous wastes. Post
"no hazatdous matetials" signs.
Inspect and pick np Uttet daily and
ckan up spills immediately. Keep
spin control matetials availabk on-
site. Sec Fact Sheet SC-34, *^aste
Handling and DisposaP in the
CASQA Stotmwatet Quality
HandlxKrfaat
www.calmiphandhooks.com
• H. Industtial processes. • Show ptocess atea. If industrial processes are to t>e
located on site, state: "AD ptocess
activities to lie pctfotmed indoots. No
processes to drain to exterior or to
storm drain system."
See Fact Sbeet SC-10, 'Won-
Stotmwatet Disdiatges" in the
CASQA Stotmwatet QuaUfy
Handboolaat
www.cahmphaadbooks.com
22
IF THESE SOURCES
WILL BE ON THE
PROJECT SITE „.
... THEN YOUR STORMWATER CONTROL PLAN SHOULD INCLUDE THESE SOURCE CONTROL BMPs
Potential Sourees of
Runoff Pollutants
Permanent Contral»-4how on
Souree Contral Exhibit, Attachment
B
Permanent Controls—Ust In SUSMP
Table and Narrative
Operational BMPo-lnclude In
SUSMP Table and Nanative
i. Outdoor stotage of
equipment ot matetials.
(See tows J and K fot
soutce ccmtrol
measutes fot vehide
ckaning, tepsdt, and
maintenance.)
Show any outdoot stotage ateas,
including how matetiab wiU be
covered. Show how areas will be
graded and bermed to prevent run-
on or tun-off from area.
Stotage of non-hazatdous Uquids
shaU bc coveted by a toof and/ot
dtain to the sanitaty sewet system,
and bc contained 1^ bctms, dikes,
Uncts, ot vauhs.
Stotage of hazatdous materiab and
wastes must bc in compliance with
the local hazardous materials
ordinance and a Hazatdous
Matetiab Management Plan fot thc
site.
Include a detailed description of
matetiab to be stoted, stotage ateas,
and stractutal featutes to ptevent
pollutants from entering stotm drains.
VChetc apptoptiate, rofctcncc
documentation of compliance widi die
tequitements of local Hazatdous
Matetiab Progtams fon
• Hazatdous Waste Genctation
" Hazatdous Matetiab Rekase
Response and Inventoty
• CaUfomia Acddental Rekase
(CalARP)
• Aboveground Stotage Tank
• Unifotm Fice Code Attick 80
Section 103(b) & (c) 1991
• Undc^round Stotage Tank
See thc Fact Sheets SC-31, 'Khitdoot
Liquid Containet Stotage" and SC-
33, 'Khitdoot Stotage of Raw
Materiab " in die CASQA
Stotmwatet Qualify Handbooics at
www.cabmphandhooks.com
23
J. Vehide and
Equipment Qeaning
• Show on dtawings as approptiate:
(1) Commetdal/industtial faciUties
having vehicle /equipment
cleaning needs shaU either provide
a covered, bermed area fot washing
activities ot discoutage
vehide/equipment washing by
removing hose bibs and installing
signs prohibiting such uses.
(2) Multi-dwelling complexes shaU
have a paved, bcmicd, and coveted
cat wash atea (unless cat washing
ia prohibited on-site and hoses ate
provided with an automatic shut-
off to discourage such use).
(3) Washing ateas fot cats, vehicks,
and equipment shaU be paved,
designed to ptevent tun-on to ot
tunoff from the ana, and plumbed
to dtain to die sanitaty sewet.
(4) C^ommetcial cat wash faciUties
shaU bc designed such that no
tunoff from die faciU^ b
dbchatged to die stotm dtain
system. Wastewater from the
fadUfy shafl dischatge to the
sanitaty sewet, ot a wastevrater
reclamation system shaU bc
instaOcd.
If a cat wash area is not provided,
desctibe measures taken to discoutage
on-site cat washing and explain how
these win be enfotced.
Desctibe opetational measutes to
implement the foUowing (if
appUcable):
Washwatet from vehide and
cqtupment washing opetations shaU
not be dischatged to thc stotm dtain
system.
Cat dcaktshqis and similat m^
rinse cats with watet onfy.
Sec Fact Sheet SC-21, "Vehide and
Equipment Ckaning," in thc CASQA
Stotmwatet QuaUfy Handbooks at
www.cabmphandhooks.com
24
• K. Vehick/Eqiripment
Rcpaitand
Maintenance
Accommodate aU vehicle
equipment tepait and maintenance
indoots. Ot designate an outdoot
wodc atea and design the atea to
ptevent tun-on and tunoff of
stotmwatet.
Show secondaty containment fot
exteriot woris ateas i^etc motot
oil, btake fluid, gasoUne, diesel
fuel, tadiatot fliud, add-containing
batteries or odiet hazatdous
matetiab ot hazatdous wastes ate
used ot stoted. Dtains shafl not be
installed widiin the secondaty
containment tueas.
Add a note on die plans that states
eithet (1) thete ate no floot dtains,
or (2) floot dtains ate connected to
wastewatet ptetteatment systems
prior to discharge to the sanitaty
sewet and an industiial waste
dbclia^ petmit wifl be obtained.
State that no vehide tepait ot
maintenance wifl bc done outdoots, ot
cbe desctibe die tequited featutes of
the outdoot wodc atea.
State that ifaete ate no floot dtains ot if
diete ate floot dtains, note tlie agency
from vduch an industtial waste
dbcha^ petmh wifl be obtained and
that the design meete diat agency's
tequitemento.
Stete diat diete ate no tanks,
containets ot sinks to be used fot patte
cleaning ot tinsing ot, if diete ate, note
the agency from vduch an industtial
waste discharge permit will be
obtained and diat die design meete
that agency's tequitemente.
In die SUSMP report, note diat all of
die foUowing restrictions appfy to use
the site:
No petson shaU dispose of, not
petmh die disposal, ditec% ot
inditecdy of veliick fluids, hazatdous
matetiab, ot tinsewatet from patte
ckaning into stotm dtains.
No vehide fluid temoval shaU be
petfotmed outside a building, not on
asphah ot gtound sutfaces, whethet
inside ot outeide a building, except
in such a manner as to ensure that
any spifled fluid wiU be in an atea of
secondary containment Leaking
vehide fluids sliaU be contained ot
dtained from the veltick
immediatefy.
No petson shaU leave unattended
dtip patte ot othet open containets
containing vehick fhud, uidess such
containets ate in use ot in an atea of
secondaty containment
25
• L. Fuel Dispensing
Ateas
FueUng ateas' shafl have
impetmeabk floors (i.e., portland
cement conctete ot equivalent
smoodi impetvious sutface) that
ate: a) gtaded at the niinimum
slope necessaiy to ptevent ponding
and b) sepatated from die test of
the site by a gtade bteak that
ptevente ran-on of stotmwatet to
the maximum extent ptacticable.
Fueling ateas shaU be coveted by a
canopy diat extends a minimum of
ten feet in each ditection from each
pump. [Ahemative: The foeling
atea must be coveted and die
covet's minimum dimensions must
bc equal to ot gtcatet dian the atea
widiin thc gtade bteak ot fuel
dispensing atea'.] Thc canopy [ot
covet] shafl not dtain onto the
foeling atea.
The ptopet^ ownct shaU dty sweep
thc foeling atea routincfy.
See the Business Guide Sheet,
"Automotive Setvice—Setvice
Stetions" in thc CASQA Stotmwatet
QuaUfy Handbooks at
www.cabmphandbooks.com
' The fbeling uea shall be defined as the oiea extending a
phn • minimnin of one foot, ^vfaidievcr is gieater.
mimmum of 6.5 feet fiom die comer of each fiid dispenser or the lengdi at idiidi the hose a^
26
• M. Loading Docks Show a pteUminaty design fot the
loading dock atea, including
toofing and drainage. Loading
dodcs shafl bc coveted and/ot
gtaded to minimize tun-on to and
tunoff from tlie loading atea. Roof
downspoute shafl be positioned to
ditect stotmwatet away from the
loading atea. Watet from loading
dock ateas should be dtained to die
sanitaiy sewet where feasible.
Ditect connections to stotm dtains
fiom deptessed loading docks ate
prohibited.
Loading dock ateas dtaining
ditec^ to the sanitaty sewet shaU
be equipped widi a spifl control
valve ot equivaknt devke, which
shafl be kept closed during periods
of opeiation.
Ptovide a toof ovethang ovct die
loading atea ot instaU doot skitte
(cowting) at each bay that endose
die end of thc ttaikt.
• Move loaded and unloaded items
indoots as soon as possibk.
• Sec Fact Sheet SC-30, "Outdoot
Loading and Unloading," in die
CASQA Stotmwatet QuaUfy
Handbooks at
OTfw.rahmpliatMlt»nok«.cnm
If. Fite Sptinkkr Test
Watet
Provide a means to dtain fitc sptinldct
test watet to thc sanitaiy sewet.
Sec thc note in Fact Slicct SC-41,
"Building and Grounds
Maintenance," in die CASQA
Stotmwatet QuaUfy Handbooks at
www.p.ahmphanJlv>ol«.mm
27
•
•
•
•
•
O. Miscellaneous Dtain
ot Wash Water
Boflet drain Unes
Condensate drain lines
Rooftop equipment
Dtainage sumps
Roofing, gutteis, and
ttim.
Bofler drain Unes shaU be directfy or
indirectfy connected to thc sanitaiy
sewer system and macy not duchargc
to the storm dtain system.
Condensate dtain Unes m^ dischatge
to landscaped ateas if thc flow is smafl
enough that tunoff wifl not occur.
Condensate dtain Unes may not
dischatge to the stotm dtain sjrstem.
Rooftop mounted equipment with
potential to produce pollutantt shafl
bc toofed and/ot have secondaiy
containment
Any dtainage sumps on-site shafl
featute a sediment sump to teducc the
quantify of sediment in pumped watet.
Avoid toofing, guttets, and ttim made
of coppet ot othet unprotected metab
that may leach into tunoff.
• P. Plazas, sidewalks,
and paridng lote. Plazas, sidewalks, and patking lote
shaU be swept tegulady to ptevent
the accumubtion of Uttet and debris.
Debris from ptcssnte washing shafl
be coUected to ptevent entty into the
stotm dtain sjrstcm. Washwatet
containing any deaning agent ot
degtcaset shaU bc coUected and
dischatged to the sanitaiy sewet and
not dbchatged to a stotm dtain.
28
LID AND TREATMENT CONTROL SELECTION
A treatment control BMP and/or LID fedUty must be selected to treat the projed poUutants
of concem identified in Table 7 'Trojed PoUutants of Concem". A tteatment control
faality widi a hig^ ot mecUum poUutant temoval efficiency fot the project's most significant
poUutant of concem shaU be sdected It is recommended to use die design procedure in
Chaptei 4 ofthe SUSMP to meet NPDES peimit LID tequirements, tteatment
tequitements, and flow control tequirements. Ifyout projed does not utilize this approach,
the projed wiU need to demonstrate cximpliance with LID, tteatment and flow control
tequirements. Review Chaptei 2 "Sdection of Stotmwatet Tteatment FadUties" in die
SUSMP to assist in detetmining the appropriate tteatment fadUty fot yout projec:t
WiU this projed be utilizing the unified LED design procedure as described in Chaptei 4 of
the Local SUSMP? (ifyes, please document in Attachmtnt D foUoinng thtittpsin Outf>Ur4 ef tbe County SUSMP)
Yes Ne
If this projed is not utilizing the unified LID design ptocedute, please describe how the
alternative tteatment fadUties wiU comply with appUcable LID criteria, stotmwatet tteatment
cadteria, and hydromcxUfication management criteria.
> IncUcate the ptojed poUutants of concem (POCs) ftom Table 7 in Column 2 bdow.
TABLE 10: GROUPING OF POTENTIAL POLLUTANTS of Concern (POCs) by fkto
during stormwal tor troatmont
P(dltttant Check
Project
Specific
POCs
Coarse Sediment and Trash Pollutants diat tend
to associate widi
fine particles during
treatment
Pollutants dtat tend
to be dissohrcd
fdlowing treatment
Sediment X X X
Nutrients X X X
Heavv Metak X
Ofganic Compounds X
Trash &Debiu X X
Oxyircn Demanding X X
Bacteria X X
Oil&Grcase X X
Pesticides X X
29
> Indkate die tteatment fiM3Uty(8) chosen fot this ptojed in die foUowing table.
TABLE 111 GROUPS OF POLLUTANTS and ralattvo olfectivwioss of troatmont
Polhuaatsof
Conoem Pacllilirs
(UD) (Diy
POMb)
Wet
Pondisnd
Constmct
ed
Wedandt
Infiitntiaa
Faciiiiies or
Pisctices
ffJD)
Madia
Ffliai
H^g^ie^
ate
biofilters*
Highcf-
tste
media
fiheis*
TnshRadES
tt Hydro
-dymniic
Devices
Vegetated
Swiles*
Coaise
and Trash
High High High High High High High High High
PoDotaiits
that tend to
associate
vrith fine
particles
during
tteatment
High High High High High Medium Medium Low Medium
PoUutsnts
lliat tend to
bedtssohred
foUowing
treatment
lifediiiiii Low Medium High Low Low Low Low Low
• The proposed areas outside the building envelopes of each pad will be future
lanciscaped areas, the top 18" layer of soil wUl be engineered soil providing a
minimum of S in per hours infiltration rate
> Please check the box(s) that best describes the Tteatment BMP(s) and/ot LED BMP
sdected fot this project
TABLE 12: PROJECT LID AND TC-BMPS
Biotetention Facalites (LID)
IB Bioretention atea
• Flow-dirough Planter
• Cistem with Biotetenticm FadUty
Setding Basins (Diy Ponds)
IB Extended/dty detention basin with gtass/vegetated
lining
• Extended/dry detention basin with impetvious Knit>g
Infihration Facalitieg ot Pmaices (LID)
• Infiltnticm basin
• DiyweU
• Infiltration ttench
Wet Pcmds and Constnicrted Wedandg
• Wet pond/basin (petmanent pool)
30
• Constructed wedand
Vegetated Swales (UD^*^
• Vqytated Swale
Media Fihets
• Austin Sand Ffltet
• Delaware Sand FUtet
• Multi-Chambeied Treatment Tiain (MCTT)
Highet-tate Biofilteis
• Tiee-pit-8tyle unit
• Other.
Higher-tate Media Filtets
• Vault-based filtration unit with leplaceable cartridges
• Odiet_
Hydroc^rnamic Scpatatot Systems
• Swiri Concentratot
• Cydone Separator
Ttash RacJcs
DD Catch Basin Insert
• Catch Basin Insert w/ Hydiocatbon boom
• Odiet_
Self-Tteating ot Self-Retaining Areas (LID)
• Petvious Pavements
• Vegetated Roofe
• Othet_
Must be designed pet SUSMP "Vegetated Swales" design criteria fot UD ciecUt (p. 65).
Fot design gmdeUnes and calcuktions refet to Chaptei 4 "Low Impact Devdopment Design
Guide" in the SUSMP. Please show aU calculations and design sheets fot aU tteatinent
fadUties proposed in Attachment D.
31
> Cteate a Constraction Plan SWMP CheckUst fot yout project
Instmctions on how to fiU out table
1. Numbet and Ust each measure oi BMP you have specified in yout SWMP in
Columns 1 and Maintenance Categoiy in Colunm 3 ofthe table. Leave Column 2
blank.
2. When you submit constraction plans, dupUcate the table (by photocopy ot
decttonicaUy). Now fiU in Column 2, identifying the plan sheets wheie die BMPs are
shown. list aU plan sheets on which the BMP appears. This table must be shown on
the front sheet of the grading and improvement plans.
Stormwater Treatment Control and LI •) BMP's
Description Location Sheet
Maintenance
Revisions
Sediment traps On each pad 3&5
Bioretention areas 3&5
Drain inlet inserts At sTy end of Twain Court 3&5
Hydromodification
imdergroimd storage
pipe On each pad 3&5
The sdeded Bioretention has high effidency treating aU sediments (poUutant of concem
per www.proiectdeanwater.org) except median effidency removing nutrients. Drainage
insert were also sdected even though diey ate less effective, but since they ate only the first
means of treatment of the street runoff before the runoff enters the highly effecttve
bioretention, they are a bonus to the tteatment ttain.
Infiltration and extended detention basins, wete not selected because the native soil is not
very conductive of watet filtration and the site sits on lelativdy steep slope that
constraction of detention basins ate not feasible. Furtheimoie, the proposed biotetention
ateas have high temoval effidency against aU poUutants of concem, both antidpated and
potential, except nutrients. The landscaping pioposed fot this ptoject wiU be dtought and
pest toletant spedes, thus the use of ittigation, fettiUzet and pestiddes wiU be reduced.
Oil/water separators, hydtodymanic separatots wete not selected because they ate less
effective means of stotmwatet tieatment
32
/StLT IrtNQE
! I ! I I I
I'M ! \ \
\ WW \ \ \
/' / /; / / / / /
~ \\A'\\\'-
•j:////ji/y t.
I
///// !/ /
DRAINAGE
—14.-4 COURSE^
\ WW W I fi
\ \ \ \ 1 ! \ \\\ \v ) / )\\\\
ct)'-mio c ^10 • 00.0)0)
a.
I
s
OPERATION AND MAINTENANCE
> Please check the box that best describes the maintenance mechamsm(s) for ttus
projecL
TABLE 13: PROJECT BMP CATEGORY
CATEGORY SELE4 :rrED BMP Desctiption CATEGORY YES NO
BMP Desctiption
First X Bioretention area, sediment traps and
ch-ainage insert Second^
Bioretention area, sediment traps and
ch-ainage insert
Third^
Bioretention area, sediment traps and
ch-ainage insert
Fourth
Bioretention area, sediment traps and
ch-ainage insert
Note:
1.
2.
A recorded maintenance agreement will be required.
Project will be required to establish or be incliided in a Stormwater Maintenance
Assessment District for the long-term maintenance of treatment BMPs.
> Please list all individual LID and Treatment Control BMPs (TC-BMPs) incorporated
into project. Please ensure the "BMP Identifier" is consistent with the legend in
Attachment C "LID and/or TC-BMP Exhibit". Please attach the record plan sheets
upon completion of project and amend the Major SWMP y/here ^ropriate. For
each type of LID or TC-BMP provide an inspection sheet in Attachment F
"Maintenance Plan".
TABLE 14: PROJECT SPECIFIC LID AND TC-BMPS
BMP
Identifier*
LID or TC-BMP
Type
BMP Pollutant
of Concem
Efficiency
(H,M,L)-
Tablell
Final
Construction Date
(to lx completed by
County inspector)
Final Construcrtion
Inspector Name
(to be completed by Counfy
inspector)
Bioretention
areas
bioretention Sediment (H)
Nutrients (M)
Bacteria &
Viruses (H)
Sediment
traps
Sediment trap Sediment (H)
Trash (H)
Bacteria &
Viruses (L)
Drainage
insert
Drainage insert Sediment (H)
Trash (H)
Bacteria &
Viruses (L)
33
> Responsible Party for Long-tenn Maintenance:
Identify the paities responsible fot long-tenn maintenance of the BMPs identified above and
Souice Controls specified in Attachment B. Inchide the impropriate written agteement with
the entities responsible for O&M in Attachment F. Please see Cluster 5 "Private
Ownetsh^ and Maintenance" on page 94 of die Coimty SUSMP fot appropriate
maintenance mechanisms.
Name: Brian and Gail Hynec
Company Name:
Phone Number 408-846-5755
Street Address: P.O. Box 451
City/State/Zq>: Gflroy, Ca 5021-0451
Email Adciress:
pad until the individual homes are solcL Then the maintenance lesponsibiUty becximes that
of die new pioperty owners'.
> Funding Soutce:
Ptovide the fimding source ot soutces fot long-teim operation and maintenance of each
BMP identified above. By cettifying the Majoi SWMP the appUcant is certifying that the
funding lesponsibiUties have been addressed and wUl be ttansfeired to future ownets.
None required.
ATTACHMENTS
Please indude die foUowing attachments.
ATTACHMENT COMPLETED N/A
A Piojed Location Map X
B Soutce Control Exhibit X
C UD and/or TC-BMP Exhibit X
D Diainage Management Area (DMA) Maps,
Sizing Design Calculations and BMP/IMP
Design Details
E Geotechnical Cettification Sheet
F Maintenance Plan
G Ttaddng Report
H Addendum
Note: Attachments B and C may be combined.
34
ATTACHMENT A
Project Location Map
VICINITY MAP
cnr or ocmism.
MT TO SCALE
Tl 1127 11
PAOFIC
OCEAN
cmr OF VISTA
OTY OF SAN MARCOS
OTY OF ENCINITAS
35
36
ATTACHMENT B
Source Control Exhibit
Combined with Attachment C
37
38
ATTACHMENT C
LID and/or TC-BMP Exhibit
39
40
ATTACHMENT D
Drainage Management Area (DMA) Maps, Sizing Design
Calculations and TC-BMP/LID Design Details
41
42
DRAINAGE MANAGEMENT AREAS (DMAS):
DMA-A
SELF-TREATING AREAS
DMA NAME AREA(SF)
DMA-A-ST 7356
SELF-RETAINING AREAS
DMA NAME AREA(SF)
DMA-A-SR 18840
AREAS DRAINING TO SELF-RETAINING AREAS
DMA
NAME
AREA
(SF)
POST-DEV.
SRUFACE TYPE
RUNOFF
FACTOR
RECEIVING
SELF-
RETAINING
DMA
AREA(SF)
DMA-A-D 8008 LANDSCAPING 0.1 DMA-A-SR 18840
INTERGRATED MANAGEMENT PRACTICE
DMA
NAME
DMA
AREA
(SF)
POST-DEV
SURFACE
TYPE
DMA
RUNOFF
FACTOR
DMA
AREA
XRUNOFF
FACTOR
(SF)
DMA-
A-HS
21783 AC/CONC. 1.0 21783 IMP
SOIL
TYPE
IMP NAME
DMA-
A-S
4430 LANDSCAPE 0.1 443 D BIORETENTION
AREA
IMP
SIZING
FACTOR
MIN.
AREA
SF
PROPOSED
AREA
IMP
AREA
SF
TOTAL 22236 0.04 889 1000 1000
43
DMA-B
SELF-TREATING AREAS
DMA NAME AREA(SF)
DMA-B-ST 4870
SELF-RETAINING AREAS
DMA NAME AREA(SF)
DMA-B-SR 31090
AREAS DRAINING TO SELF-RETAINING AREAS
DMA
NAME
AREA
(SF)
POST-DEV.
SRUFACE TYPE
RUNOFF
FACTOR
RECEIVING
SELF-
RETAINING
DMA
AREA(SF)
DMA-B-D 12090 LANDSCAPING 0.1 DMA-B-SR 31090
INTERGRATED MANAGEMENT PRACTICE *
DMA
NAME
DMA
AREA
(SF)
POST-DEV
SURFACE
TYPE
DMA
RUNOFF
FACTOR
DMA
AREA
X RUNOFF
FACTOR
(SF)
IMP
SOIL
TYPE
IMP NAME
IMP
SIZING
FACTOR
MIN.
AREA
SF
PROPOSED
AREA
IMP
AREA
SF
TOTAL
The entire pad drains into the proposed individual sediment trap on the pad, no IMP is necessary.
44
DMA-C
SELF-TREATING AREAS
DMA NAME AREA(SF)
DMA-C-ST 4895
SELF-RETAINING AREAS
DMA NAME AREA(SF)
N/A 22550
AREAS DRAINING TO SELF-RETAINING AREAS
DMA
NAME
AREA
(SF)
POST-DEV.
SRUFACE TYPE
RUNOFF
FACTOR
RECEIVING
SELF-
RETAINING
DMA
AREA(SF)
DMA-C-D 2104S LANDSCAPING 0.1 DMA-C-SR 22550
INTERGRATED MANAGEMENT PRACTICE *
DMA
NAME
DMA
AREA
(SF)
POST-DEV
SURFACE;
TYPE
DMA
RUNOFF
FACTOR
DMA
AREA
X RUNOFF
FACTOR
(SF)
IMP
SOIL
TYPE
IMP NAME
IMP
SIZING
FACTOR
MIN.
AREA
SF
PROPOSED
AREA
IMP
AREA
SF
TOTAL
* The entire pad drains into the proposed individual sediment trap on the pad, no IMP is necessary.
45
DMA-D
SELF-TREATING AREAS
DMA NAME
DMA-D-ST
AREA(SF)
17975
SELF-RETAINING AREAS
DMA NAME AREA(SF)
DMA-D-SR 32551
AREAS DRAINING TO SELF-RETAINING AREAS
DMA
NAME
AREA
(SF)
POST-DEV.
SRUFACE TYPE
RUNOFF
FACTOR
RECEIVING
SELF-
RETAINING
DMA
AREA(SF)
INTERGRATED MANAGEMENT PRACTICE *
DMA
NAME
DMA
AREA
(SF)
POST-DEV
SURFACE
TYPE
DMA
RUNOFF
FACTOR
DMA
AREA
X
RUNOFF
FACTOR
(SF)
* The entire pad drains into the proposed individual sediment trap on the pad, no IMP is necessary.
46
DMA-E
SELF-TREATING AREAS
DMA NAME AREA(SF)
SELF-RETAINING AREAS
DMA NAME AREA(SF)
DMA-E-SR 22123
AREAS DRAINING TO SELF-RETAINING AREAS
DMA
NAME
AREA
(SF)
POST-DEV.
SRUFACE TYPE
RUNOFF
FACTOR
RECEIVING
SELF-
RETAINING
DMA
AREA(SF)
INTERGRATED MANAGEMENT PRACTICE
DMA
NAME
DMA
AREA
(SF)
POST-DEV
SURFACE
TYPE
DMA
RUNOFF
FACTOR
DMA
AREA
X
RUNOFF
FACTOR
(SF)
• The entire pad drains into the proposed individual sediment trap on the pad, no IMP is necessary.
47
IMP on each lot is the landscaped area around each future building and hardsoqie area.
The anticipated landscaped areas will have an 18" deep engineered soil layer to promote
fiiture plant growth and water quality filttation at rate of 5" per hour. The shared
driveway - Twain Court and the driveways of Lots 3-5 will be draining into the
bioretention area located adjacent to Lot 2 pad via a fossil filter equipped curb inlet at the
southerly end of Twain Court and a 6" low flow pipe., please see Kirgis Subdivision
DMA Exhibit for more detailed locations. The bioretention area yvill be overlain with
18" of engineered topsoil over filter fabric providing a minimum of 5" per hour of
filtration rate. At the bottom of the 18" engineered topsoil layer, an outlet pipe will
convey the filtered water to final discharge points as depicted on the Grading and
Improvement plan Sheet 18. The top of the outlet pipe is set at the bottom ofthe 18"
engineered soil layer. See Sheet 5 of the Grading plans for more details.
48
DRAINAGE MANAGEMENT AREA EXHIBIT FOR
KIRaS SUBDIVISION
C ONSU LT INQ
Planning Englnearing 8wv«ytng 855S GanMM Avsnua, Suds 200
San Dlago. CA 02121, (BSS) M7-a070
CURB INLET BASKET
49
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64
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65
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66
Sediment Trap SE-3
ii« ivfcwfcdtai
• Atfc
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IB. IMBIIivBllM
• AtauUpkloGitioMwIfcitihepnjMtstetfcMMfciBat
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67
SE-3 Sediment TVap
Umltatfcii
• Rcqoimk^iitifccaMittif^^
• On^ nmovM fcp and mtaiaiMl p««ifc fci fcifct upB|^^
• Attractirf tid Hmfimm is ddUici^ Mfni^v pBHemU* fen^qf.
XmplMMnUfcii
AMamrntti«pkmagiriltiMf magr femHaigmmt, tmi^lfym^ii• jpwri flTintd ly
cxBimkmorlf eoimaiaBaraa*^^ teyatpoiiiitocifcfltifcifeBn
•cfcMfltfcBiBiiifcfciatinMii^^ ItiihfcfcdfkrtiatoMnMya
dntotr «rwiwidi»MwwMrfci»tp IIIMWI •liifwfcfcfcA^iii^hirilii-grtli^^ It
ifaonMhdpiiiitiBovfceBiMeMfcMitfcKiiiae^ Thete«yii«l»iq>oHByBMiwm widia
dHjpifc Cif sppiQRiBufe^flKaMtthi tomjmnfl i mt*
pemMiieit^^iiftMfc<ipfci<i«i»k^ tfufifarmmmm.
Sedhnent tmpsfcidd be uMdfcfiw nad fciMteaMH. Iffc eiiflifctthvdniMvr v
isfreiterfciisaeiM, ieinto»-9,8efcMHtfcfc«tiabrii^
Sefciettitinia%in»themBovcdffcidKtiif iiA»Mii^ TlmWNfff^mM
detail how this sediaeiit is to be ^bposed suck m infU aiMi oMfc or Niaord to an
approved ofhitedumi>. SefcmtttnvevscdaBpoteetoreoatiiilishixddhei^^
angr hmd distuiliaiiee tokM fcee ta I
Scdimetttrqw aie usaal^iDMU^iMlllifcta iifcit effcf
cif Ufi^ dsmafe to hoow OTfcUfcp,^lMm«pii^
Howwm,sefcintttni»aMathfciretoddUm TheMfciac
leecaninendatiom dmiUhe inqfciMfcl to ndnec xid»:
• InstaU ccnrtuuousfcc^arciBiidteiedjBwsttrai^ cnr pond. Gonsok local cndhyoKM
rtgading leggfewoMts fer msliiainiii» fclth •ad liftV.
• RestiiethadBsjdesfcnto3:i«rfctor.
Sediinent tnp siie depends fc type of soS, siM crfte fcoM^
ieoiovalcfBciene3r(steSE-t^SediBBeatBa8iB)L Asafllle^fcpfc$tefc|«^fcfcjav^UB»
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mfcttdifcidtto ettafefciails«towiife ilfcM, fc fefc^eri^^
hishanoaato ofaedinrat iavMat ateas aTOBifeaiite:
68
Sediment Trap SE-3
• TVap shaali heatoated aeeoifcjtto fc httkmUng ii Ni is: (i) ly wiiiwifci^a
ertfcse a km twhmvkmat: CBI be emtiiafcl aesaes a swafe, (ii^ afca fcttt aiiM ast
lessaf or propciQr ilamnp. aad Wto piovideaeecai fer iiiallii iiaaiiii, iadadlag
• TYapshoBMborifcteaeywiimoiiatoasotdhigaeaeaadsodia^
ri r cnwuiMi i i lalnimimi vnhmm of iy yii/ane fci ss y^/ag» of w aif ftiijli
teiia^^Mli^iifcdtiq^i^fcltodlir^^^ MBldpliiniaoraiiifcad
a Trapsiddi
a The oudet p^ or epeaspifcsgr
a Useiedkar
a FwBdagfciddbepioridedte
nfctattoa. ToBiiatai»efcaiea4litiabedbylfcn,isi<imintTTepi ihniiMbeiartafclhi
loriasaidawoksorfchMie wiga. Tha fell wi ing imps Miithe fcfcwd
ThaawafchrfctadiaidHHBeiiaHwtbe dsModl, gabbed, aad sti^podefa^
aadfootBMt. TiKpooli
a ThefflaMte^totiK>iiihanfceiitBWStbefcMofrootoorodiw<iioo#vtjitattoa
>ck«, BTfiiiir Hie>iiria|i orofcro^^jM|bllabb wahtrisl The
t may be eeaipactod bjr tiaiiniinwilh sqaipaMatwhik it isbehiicouiU'untod.
a Aleatfcl-fillstopesbes-'iMl
a WheBafcrisiisod,dpipejehtswatbeiMtat|^
a Wheaaz^isuMd,iftkaBtfcteptira-tihMsefthexiB«diouldbep(nfcatodwj&o.5^
£aBieterh^^oeed8m.veitiedl^aBdK>toishLhoriwato%. Swflt4t, SefcieBt
a WheaaaoHthor Stone oifctii ased, fcoafcotstfcratioasboHld be at fc* ift bdow
fctqioffci
69
SE-3 Sedim wt Trap
a Whiacrafcdfcm iW<lit|iafc.fcciafciatoBeafchifcfciitfcwMaiaet
AA»fT0ll4S. fcfcmorai, arBsoqalfctatsaehasllSIUNo. a. (kwnlaiosdicfc
> fcHthhsifld Ufe) Is fo.7S per 1^
($1,900 per drahtopaoie). Maliiaaini rnaii aw igpwriaMto^ aoX of fnattBattaa costs.
InapMtfci wii
a lMqpoetgt#»prtorto few war whi, dfcfc^wtoaiisdtatotftatt,
IftofBind.
in QOKIBCCMiaS.
laspeetfcsediBeattiipferaMaafatoadiagwatordiiri^evcxyvirit OonoMiwoi
fcnld be tahea if fc M fcs aet fciator ceaipleto^ 73 faanis or fc to pMftat factor
SodiinntthttamBBafcs tofc ^fFanstbe peripd^^
BMP
Ol
hito caifcfozk oafcsBsarfcpoeadefat aa#pioffcc y^ctHm.
a RaBMvev^etotiaafcnfcMidhM iittMvwfcsifctdefcadtopiavvatpeolsofB
BMft fct lefcR fcmtoifcslMfibc
DawaterimBMFsfcflbe jmpkiwiariil staBth—dmlBtdswaftstii^
BRma,W.,aBdT.SehBfc. Tlie leeaoaaies of Stermwatet glffHt ia fc MifrAfcitfc Roito.
FwpandferCbeHVofcRassafcQMioitiwa, Bfc«naec^MD,bgrfcfc«)»i>rWiteffcd
Pwtoetioa,IIfcctCigr,MD, W97-
Draft - SediawBlatieBaad fcsioaOoaliel, aa fcoatoiy of ChiMatPraeli^
1990.
.fcFi996.
Meti^MJL.D.F.Ifcsei^CJ.Bdti%CJ«.lifcis,aadV.LlCi^^ TlwDaiklileof
4er«
70
Sedlmeffit Tl^ap SE-3
Metinnel Mamfwiw i< Mi aiiiiea to Oseaol MoafcatSoaree Felfceafcapfca Aiaai,
Goiital Waton, WorfcONiv-Worfcifhvei; BSIPA, Aytil W»-
Qadi^Haadboohs - CotaaittoaSite Best Msn^r nn ut PiaeaeeB (fMH) ll—ia\
ofOilllbraie DepaiiiiisurfTVaaqportoBBa(CfcaaaX
UA „
'vs.
Aisagr, Ofiee ofWator, WfcfcBa, DC; tfn.
Vatatoll.
Mw»Mnaiiiii s«r«
71
SE-3 Sediment Trap
NOTE;
Size spillwoy to convey
peak fcign flew.
TYPtGAL OPFN SPll I WAY
Outlet pipe w uee
Qltemotivo opwi spllwoy Excavate, if nccesowy
for etoroge
Row
Eorth embonkment
Outlet protection
All slopes 1:3 (V:H)
or flatter 2" Min
Watertight connection—^ Porforote riser
EMBANKMENT SECTION THRU Rlf^FR
72
Sediment trap sizing calculation:
Each proposed pad will have a sediment trap to store the anticipated first flush runoff
volumes. The sediment tn^ are sized based on the tributary area of the pad and adjacent
slopes.
A single design was used for the largest tributary area \^ch is Lot 2 pad and slopes. The
total tributary area is 1.0 acre, per the CASQA handbook, the minimum size should be 67
cubic yards, or 1809 cubic feet. The proposed sediment trap has a bottom dimension of
16' X 16' and a top dimension of 34' x 34'. The depth is at 3' with a 3:1 side slope. The
total volume ofthe sediment hap is 1987 cubic feet, greater than the required 1809 cubic
feet.
An outlet pipe widi a riser pipe equipped with a capped top will be installed in every
sediment trap. The caps can be opened manually to dewater the traps witfiin 72 hours of
end of storm to prevent vector problems.
73
74
ATTACHMENT E
Geotechnical Certification Sheet
The design of stormwater treatment and other control measures proposed in diis plan requiring
specific soil infiltration characteristics and/or geological conditions has been reviewed and i^roved
by a r^jistered C^tvil Engineer, Geotechnical Engineer, or Geolc^t in die State of California.
Name Date
Not required. The project only proposes the tope 1.5' thick layer of soil in the
landscaped area to be loose and able to absorb the antidpated 'wa.tct quality
runoff volume firom each pad. The underlying compacted pad is no required to
function as effective retention/ filtration media.
75
76
ATTACHMENT F
Maintenance Plan
(Uae Chapter 5 of the SUSMP ae guidance in developing your Maintenance Plan)
I. Inspection, Maintenance Log and Self-Verification Forms
Blank forms and logs are located at the end of the Attachment F
n. Updates and Revisions
Updates and revisions to this SWMP shall be inserted into the SWMP and be
stored on site.
in. INTRODUCTION
The property is located in the City of Carlsbad, west of El dlamino Real, south and
adjacent to Kelly Ranch CT 97-16A and north of Faraday Drive. The developed portion
of the property is at the crest of the hill. There is no other property having tributary
basins dnuning onto the developed portion of the property.
Under the pre-development conditions, to-be-developed portion of the site sits on the top
of a natural knoll that just southerly of the end of the existing Twain Avenue. The runofif
fixim the top of knoll sheet flows westerly, southeriy and easterly down the natural slopes
via 5 existing natural drainage swales that convey the runofif off-site.
Under the proposed conditions. Twain Court will be constructed along the top of the
existing knoll. 5 residential lots will be constructed along Twain Court, 2 on both sides
and 1 at the southerly end. Per the grading plans, runofif fixim the pads and adjacent
slopes of Lots 1 and 2 flows southwesterly into an existing natural drainage swale that
conveys the runofif off-site. The proposed Twain Court and the driveways of Lots 3-5
and adjacent fill slopes drain into a fossil filter equipped curb inlet located at the
southerly end of Twain Court and is discharged into another existing natural cbainage
swale and conveyed off-site. The pads on Lots 4 and 5 and the easterly fill slopes sheet
flows easterly into an existing natural drainage swale and is conveyed ofif-site.
The proposed development does not alter the existing drainage pattem.
77
rv. Designated Responiible Person:
During and after the on-going home construction, prior to the transfer of ownership to
future homebuyers, the maintenance responsibility shall be the Developers'. The persons
responsible are:
Brian and Gail Hynek
P. O.Box451
Cfflroy,Ca 95021-0451
408-846-5755
Once the project is completed, an HOA v^dll be established such that the responsibility of
the on-going maintenance of BMPs on the entire project site is transpired fixim Mr.aiul
Mrs. Hynec to the HOA. The HOA will be initially funded by the Hynecs. As homes are
being sold, the Hynecs will continue to reduce their financial obligation as more
homeowners will start funding the HOA operations. The BMPs to be maintained include
the chain inlet insert at the curb inlet at southerly end of Twain Ct and the bio-retention
area on the pad of Lot 2 as well individual lot BMP on all private lots and pads that have
not been tiansferred to fiiture buyers. The BMPs will be maintained by the HOA, funded
by HOA fees paid by each individual homeowner in perpetiiity.
Once individual lots are sold to future home builders and buyers, the responsibility of on-
going maintenance of BMPs, including sediment traps and landsoqied slopes, on each
individual lot will be hansferred to the future home builders and buyers. A BMP
maintenance program will be included in the CC &R's ofthe Kirgis Subdivision in
accordance with the City of Carlsbad SUSMP requirements as they obtain building
permits.
V. Summary of Drainage Areas and Stormwater facilities
See BMP Exhibit in Attachment C for detailed depictions of pervious and impervious
areas and drainage pattems
78
VL Maintenance Schedule and Requirements:
BMP CATEGORY MAINTENANCE
ACTIVITIES
MAINTENANCE
FREQUENCY
ANNUAL
COST
SEDIMENT TRAP -
DRAIN INLET
INSERT
FOSSILE FILTER
- REMOVE
SEDIMENT
- REMOVE DEBRIS
AND TRASH
- REMOVE OIL AND
GREASE
- INSPECT FOR
STRUCTURAL
INTEGRITY
AFTER EACH
RUNOFF
PRODUCING
STORM
$500
BIORETENTION
AREA
- REMOVED
TRASH/DEBRIS
- INSPECT OUTLET
PIPE
- MOW GRASS TO 4",
8" MAX.
- CHECK FOR
STANDING WATER
lA^AR $2,000
TOTAL $2,500
79
80
ATTACHMENT G
Tracking Report
81
82
ATTACHMENT H
Hydromodification Management Plan
HMP
83
84
INTRODUCTION
Hydrograph modification is caused by the increases in the fi%quency and duration of
runofif as a result of watershed development Increases caused by additional imperious
areas and more efiScient drainage fecilities. The increase can cause or accelerate erosion
of streambed and/or banks downstream.
San Diego Hydrology Model (SDHM), Version 1.0, published by Clear Creek Solutions,
Inc. on 9-10,2010, v^ras used in this hyclro-modification analysis. The encinitas.wdm
rain M data was also obtained fiom Clear Creek Solutions in the analysis ofthis project.
The SDHM software is based on the HSPF software that is within the public domain.
The purpose ofthe hyclrognqih modification analysis is to certify that the post-
construction hydrologic characteristics of fhe project simulates fhe pre-deveiopment
hydrologic characteristics at the point of compliance (POC). For this project, the POC
was established at the most downstream discharge points v/hert the nmofif leaves the
disturbed site.
For this report, the hydromodification is caused by this development results fixim the
grading ofthe pad/driveway. The construction of the future homes and the resulting
increases in impervious areas (e.g. roof, chiveways and hardscaped areas, eto) are not part
this project, but nevertheless are also considered and modeled such that a mitigation
system is designed in anticipation of these future developments. To minimize the
project's overall disturbance and due to the fiict that the steep topography of the site is not
conducive to large basin design, no detention and/or hychximodification basins are
proposed. Instead a storage and filtration system has been proposed for individual home
pads to retain any increase in runofif as a result of the future home constniction such that,
fixim a hydrologic stand point, the proposed grading and street improvement and future
home construction on individual lots will have no impervious foo^rint - thus eliminating
the hydromodification impact to the downstream channels and facilities.
The limits ofthe HMP analysis are at the proposed disturbance limits which are also the
proposed lot lines such that the area footprint is the same for both the pre and post-
development conditions. The imdisturbed area is anticipated to have no additional
hydrologic impact. A slope analysis is conducted for each lot(areas within each
individual lot lines) to detemiine the slope gradient ranges in the pre-development
hydrologic modeling, see the slope analysis exhibit at the end of flie HMP analysis. For
the developed (mitigated) model, the entire areas within the proposed lot lines will be
disturbed for the constmction of slopes, pads, chivew^ys and future homes. The
landscaped, hardscqied and roof areas for each lot is calculated and modeled in the
mitigated scenario. An underground storage pipe system is also designed and modeled
for each lot Once the models area executed, the program will give a pass/fail assessment
to the proposed storage pipe system design as to whether the storage system is adequate
to mitigate the proposed home construction such that the disturbed areas within each lot -
landsoqied slopes and yard, hardscaped driveway and walkways and the roof will not
85
have any additional hydrologic unpact to downsfream drainage facilities in terms of peak
flow and duratioit
The rainfall data used in the hydrograph modification analysis is based on the annual
gauge data in Encinitas, obtained fixim a http://www.clearCTeeksolutions.com.
ASSUMPTIONS
Although no home constraction is proposed for this project, certain assumptions in the
size and nature ofthe fuhire homes were made to facilitate the design of HMP mitigation
facilities in anticipation of the future home constmction.
Due to the large size of the proposed lots and pads, the typical home is anticipated to be
large estate type buildings with a building foot print of7000 square feet, including the
garages. And additional 3000 square foot of hardscape area such as patios, walkways,
driveways and pool decks are also anticipated. The total impervious foot print for each
lot is anticipated to be 10000 square foot The rest ofthe lot will be landscaped slopes
and yards.
The HMP mitigation facilities will be sized to store all ofthe excess
86
Lotl
Pre-developmaat scheaiatics
PRBUCVBZXWID ZJMD mi
Varriova I IUA4I Iftp^ Aeraa
c D,aiwab ,nat|0-S%) .04
C D,«lunib ,Mod(S-10%) .14
C Dfttunfe ,St(10-20%) .51
C D,«unib ,Vacy(>20%) .2
C D,Dixt, nat(0-B%) .01
C D,Din;, Mod(5>10%) .04
C D,Dirt, flt(10-20%) .07
C D,Oirt, Vacy(>20%) .02
87
2il
Tank 1
KXTZOI^SKl LMB> OflB
Pfyy^a^ia Iiawd Of*
C D,QBaaa,nat(0-S%)
C D,BEaaa,Vacr(>2e%)
Drivaaay nat(0-S%)
flidamalk flat(0-5%)
.25
0.03
0.04
88
Underground storage tank:
DiMMiaiona
Depth: 3£t.
Tank Typa : Circular
DiaaatMC : 3 ft.
length : 310 ft.
Diaaharoa Structura
Riaar Hai^t: 2.5 ft.
Riaar Diamatar: 10 In.
HotohTypa : Rectangular
Notdh Width : 0.100 ft.
Motoh Haight: 0.300 ft.
Orifioa 1 Diaaatar: 0.3 in. Elavation: 0 ft.
Eloaant Flowa To:
Outlat 1 Outlat 2
Tank Hydraulic Tabla
StMaCftl ATMiCaerLJ^ln MCaor-ft) n.nhr«(e«a) XnfiltCofs)
300.0 0.000 0.000 0.000 0.000
300.0 0.004 0.000 0.000 0.000
300.1 0.006 0.000 0.001 0.000
300.1 0.008 0.001 0.001 0.000
300.1 0.009 0.001 0.001 0.000
300.2 0.010 0.001 0.001 0.000
300.2 0.011 0.001 0.001 0.000
300.2 0.011 0.002 0.001 0.000
300.3 0.012 0.002 0.001 0.000
300.3 0.013 0.003 0.001 0.000
300.3 0.013 0.003 0.001 0.000
300.4 0.014 0.004 0.001 0.000
300.4 0.015 0.004 0.001 0.000
300.4 0.015 0.004 0.002 0.000
300.5 0.015 0.005 0.002 0.000
300.5 0.016 0.006 0.002 0.000
300.5 0.016 0.006 0.002 0.000
300.6 0.017 0.007 0.002 0.000
300.6 0.017 0.007 0.002 0.000
300.6 0.017 0.008 0.002 0.000
300.7 0.018 0.008 0.002 0.000
300.7 0.018 0.009 0.002 0.000
300.7 0.018 0.010 0.002 0.000
300.8 0.019 0.010 0.002 0.000
300.8 0.019 0.011 0.002 0.000
300.8 0.019 0.011 0.002 0.000
300.9 0.019 0.012 0.002 0.000
300.9 0.020 0.013 0.002 0.000
300.9 0.020 0.013 0.002 0.000
301.0 0.020 0.014 0.002 0.000
301.0 0.020 0.015 0.002 0.000
301.0 0.020 0.015 0.002 0.000
301.1 0.020 0.016 0.002 0.000
89
301.1 0.021 0.017 0.002 0.000
301.1 0.021 0.017 0.003 0.000
301.2 0.021 0.018 0.003 0.000
301.2 0.021 0.019 0.003 0.000
301.2 0.021 0.019 0.003 0.000
301.3 0.021 0.020 0.003 0.000
301.3 0.021 0.021 0.003 0.000
301.3 0.021 0.022 0.003 0.000
301.4 0.021 0.022 0.003 0.000
301.4 0.021 0.023 0.003 0.000
301.4 0.021 0.024 0.003 0.000
301.5 0.021 0.024 0.003 0.000
301.5 0.021 0.025 0.003 0.000
301.5 0.021 0.026 0.003 0.000
301.6 0.021 0.027 0.003 0.000
301.6 0.021 0.027 0.003 0.000
301.6 0.021 0.028 0.003 0.000
301.7 0.021 0.029 0.003 0.000
301.7 0.021 0.029 0.003 0.000
301.7 0.021 0.030 0.003 0.000
301.8 0.021 0.031 0.003 0.000
301.8 0.021 0.032 0.003 0.000
301.8 0.021 0.032 0.003 0.000
301.9 0.021 0.033 0.003 0.000
301.9 0.021 0.034 0.003 0.000
301.9 0.020 0.034 0.003 0.000
302.0 0.020 0.035 0.003 0.000
302.0 0.020 0.036 0.003 0.000
302.0 0.020 0.036 0.003 0.000
302.1 0.020 0.037 0.003 0.000
302.1 0.020 0.038 0.003 0.000
302.1 0.019 0.038 0.003 0.000
302.2 0.019 0.039 0.003 0.000
302.2 0.019 0.040 0.004 0.000
302.2 0.019 0.040 0.006 0.000
302.3 0.018 0.041 0.009 0.000
302.3 0.018 0.041 0.014 0.000
302.3 0.018 0.042 0.019 0.000
302.4 0.017 0.043 0.026 0.000
302.4 0.017 0.043 0.032 0.000
302.4 0.017 0.044 0.039 0.000
302.5 0.016 0.044 0.047 0.000
302.5 0.016 0.045 0.055 0.000
302.5 0.015 0.045 0.105 0.000
302.6 0.015 0.046 0.195 0.000
302.6 0.015 0.046 0.312 0.000
302.6 0.014 0.047 0.450 0.000
302.7 0.013 0.047 0.608 0.000
302.7 0.013 0.048 0.781 0.000
302.7 0.012 0.048 0.970 0.000
302.8 0.011 0.048 1.173 0.000
302.8 0.011 0.049 1.389 0.000
302.8 0.010 0.049 1.617 0.000
302.9 0.009 0.050 1.857 0.000
302.9 0.008 0.050 2.109 0.000
302.9 0.006 0.050 2.371 0.000
303.0 0.004 0.050 2.643 0.000
90
303.0
303.0
0.000
0.000
0.050
0.000
2.925
3.217
0.000
0.000
ANALYSIS RESULTS
Flow Fraqpaancy Retum Parioda for Pradovalopad.
Ratum Pariod Flow (ofa)
2 yMT 0.008227
5 yMr 0.262321
10 yaar 0.375525
25 yaar 0.453192
POC #1
Flow Fraquanc^y Retum Parioda for Hitigatad.
Ratum Pariod Flow(cfa)
2 yaar 0.004648
5 yMT 0.15047
10 yaar 0.255616
25 yaar 0.304515
POC *1
Yaarly Paaka for Pradavalopad and Mitigatad. POC #1
Yaar Pradavalopad Mitioatad
1965 0.002 0.003
1966 0.005 0.003
1967 0.171 0.082
1968 0.003 0.006
1969 0.084 0.041
1970 0.258 0.182
1971 0.007 0.003
1972 0.001 0.003
1973 0.000 0.002
1974 0.001 0.002
1975 0.012 0.003
1976 0.031 0.015
1977 0.030 0.011
1978 0.009 0.021
1979 0.306 0.268
1980 0.313 0.076
1981 0.375 0.331
1982 0.002 0.003
1983 0.044 0.047
1984 0.378 0.255
1985 0.006 0.003
1986 0.185 0.029
1987 0.239 0.064
1988 0.001 0.002
1989 0.005 0.003
1990 0.001 0.002
1991 0,000 0.002
1992 0.235 0.160
1993 0.053 0.022
1994 0.280 0.148
1995 0.001 0.002
1996 0.549 0.294
1997 0.000 0.002
91
1998 0.205 0,143
1999 0.416 0,230
2000 0.000 0.002
2001 0.001 0.003
2002 0.000 0.003
Rankad Yaarly Paaka for Pradavalopad at
Rank Pradavalopad Mitigatad
1 0.5487 0.3311
2 0.4157 0,2941
3 0.3781 0.2678
4 0.3753 0.2546
5 0.3128 0.2295
6 0.3057 0.1820
7 0.2802 0.1597
8 0.2584 0.1484
9 0.2394 0.1426
10 0.2348 0.0821
11 0.2052 0.0757
12 0.1846 0.0636
13 0.1709 0.0473
14 0.0841 0.0412
15 0.0529 0.0286
16 0.0436 0.0221
17 0.0308 0.0212
18 0.0299 0.0148
19 0.0120 0.0114
20 0.0093 0.0059
21 0.0072 0.0035
22 0.0057 0.0034
23 0.0046 0.0033
24 0.0046 0.0029
25 0.0030 0.0029
26 0.0025 0.0029
27 0.0024 0.0027
28 0.0013 0.0027
29 0.0012 0.0027
30 0.0009 0.0027
31 0.0008 0.0025
32 0.0007 0.0024
33 0.0006 0.0024
34 0.0004 0.0024
35 0.0002 0.0024
36 0.0001 0.0023
37 0.0001 0,0023
38 0.0001 0.0022
POC *1
POC «1
Tha Facility PASSED
Tha Facility PASSED.
Flow(CFS) Pradav Dav Parcantaga Paaa/Fail
0.0008 327864 327864 100 Pass
0.0046 1018 1116 109 Pass
92
0.0084 585 565 96 Pass
0.0122 476 399 83 Pass
0.0160 416 323 77 Pass
0.0197 352 253 71 Pass
0.0235 308 209 67 Pass
0.0273 283 178 62 Pass
0.0311 256 158 61 Pass
0.0349 247 142 57 Pass
0.0387 229 131 57 Pass
0.0425 216 116 53 Pass
0,0462 202 107 52 Pass
0,0500 190 95 50 Pass
0.0538 181 93 51 Pass
0.0576 163 87 53 Pass
0.0614 155 76 49 Pass
0,0652 146 71 48 Pass
0.0690 138 70 50 Pass
0,0727 125 68 54 Pass
0,0765 120 63 52 Pass
0.0803 116 62 53 Pass
0.0841 106 57 53 Pass
0,0879 101 54 53 Pass
0,0917 97 53 54 Pass
0.0954 92 51 55 Pass
0.0992 87 50 57 Pass
0,1030 81 49 60 Pass
0.1068 77 48 62 Pass
0,1106 74 47 63 Pass
0,1144 74 46 62 Pass
0,1182 72 44 61 Pass
0.1219 69 42 60 Pass
0,1257 65 40 61 Pass
0.1295 61 37 60 Pass
0,1333 55 32 58 Pass
0.1371 54 29 53 Pass
0.1409 53 26 49 Pass
0.1446 52 24 46 Pass
0.1484 51 24 47 Pass
0.1522 49 19 38 Pass
0.1560 49 19 38 Pass
0.1598 46 18 39 Pass
0.1636 43 16 37 Pass
0.1674 42 16 38 Pass
0.1711 40 15 37 Pass
0.1749 37 15 40 Pass
0.1787 37 15 40 Pass
0.1825 36 15 41 Pass
0.1863 35 13 37 Pass
0.1901 34 12 35 Pass
0.1939 33 12 36 Pass
0.1976 33 9 27 Pass
0.2014 28 9 32 Pass
0.2052 26 9 34 Pass
0,2090 25 9 36 Pass
0.2128 25 9 36 Pass
0,2166 22 9 40 Pass
0,2203 21 9 42 Pass
93
0,2241 20 9 45 Pass
0,2279 19 9 47 Pass
0,2317 19 7 36 Pass
0,2355 17 7 41 Pass
0.2393 17 7 41 Pass
0.2431 16 7 43 Pass
0.2468 15 7 46 Pass
0,2506 14 6 42 Pass
0.2544 14 6 42 Pass
0.2582 14 5 35 Pass
0.2620 13 5 38 Pass
0,2658 13 5 38 Pass
0,2695 11 4 36 Pass
0,2733 11 4 36 Pass
0,2771 10 4 40 Pass
0.2809 9 4 44 Pass
0.2847 8 4 50 Pass
0.2885 8 3 37 Pass
0.2923 8 3 37 Pass
0.2960 7 1 14 Pass
0.2998 7 1 14 Pass
0.3036 7 1 14 Pass
0,3074 5 1 20 Pass
0,3112 5 1 20 Pass
0,3150 4 1 25 Pass
0,3188 4 1 25 Pass
0.3225 4 1 25 Pass
0,3263 4 1 25 Pass
0.3301 4 1 25 Pass
0.3339 4 0 0 Pass
0.3377 4 0 0 Pass
0.3415 4 0 0 Pass
0.3452 4 0 0 Pass
0,3490 4 0 0 Pass
0.3528 4 0 0 Pass
0.3566 4 0 0 Pass
0.3604 4 0 0 Pass
0.3642 4 0 0 Pass
0.3680 4 0 0 Pass
0.3717 4 0 0 Pass
0.3755 4 0 0 Pass
94
1«4 1S-3 1<i<2
tt TfmM
IK U
{
\
J 1K-1
o o "
O A*
OO ^
AA
1 KMM N 4t^lt Tt M
95
96
Lot 2, Lot 6 and driveways and westerly fill slopes from Lots 3-5
Pre-development schematics
ot2 and 6
i11.16ac
PREDEVELOPED LAND USE
Parvious Land Usa Acras
C D,Shr\ib,Flat(0-5%) .0203
C D,Shrub,Mod(5-10%) .19
C D,Shrub,St(10-20%) .38
C D,Shrub,Vary(>20%) .4
C D,Dirt, Mod(5-10%) .01
C D,Dirt, St(10-20%) .02
C D,Dirt, Vary(>20%) .13
97
Post-development schematics
ot2 and 6
34«e
itention
Swifc 1
Hr •nk 1
MITIGATED LAND USE
Pervious Lsmd Use
C D,Grass,Flat(0-5%)
C D,Grass,Very(>20%)
Impervious Land Use
Roof Area
Driveway Mod(5-10%)
Sidewalk Flat(0-5%)
Acres
.4
.6
Acres
0.16
0.15
0.03
98
Underground storage tank:
Dimensions
Depth: 36ft.
Tank Typa : Circular
Diameter : 36 ft.
Length : 90 ft.
Diacdiarqe Structure
Riser Height: 2.5 ft.
Riser Diameter: 10 in.
NotchType : Rectangular
Notch Width : 0. 800 ft.
Notch Height: 0. 000 ft.
Orifice 1 Diameter: 0.35 in. Elevation: 0 ft.
Orifice 1 Diameter: 0.22 in. Elevation: 0 ft.
Tank Hydraulic Table
stmm ift) Area(mcx) Volume(acr-£t) D8chra(cfs) ln£ilt(cfs)
0.000 0.000 0.000 0.000 0.000
0.400 0.016 0.004 0.003 0.000
0.800 0.022 0.012 0.004 0.000
1.200 0.027 0.022 0.005 0.000
1.600 0.031 0.033 0.006 0.000
2.000 0.034 0.046 0.006 0.000
2.400 0.037 0.060 0.007 0.000
2.800 0.040 0.076 1.341 0.000
3.200 0.042 0.092 4.761 0.000
3.600 0.045 0.109 9.372 0.000
4.000 0.047 0.128 14.92 0.000
4.400 0.049 0.147 21.26 0.000
4.800 0.051 0.167 28.32 0.000
5.200 0.052 0.187 36.02 0.000
5.600 0.054 0.209 44.31 0.000
6.000 0.055 0.230 53.15 0.000
6.400 0.057 0.253 62.52 0.000
6.800 0.058 0.276 72.38 0.000
7.200 0.060 0.299 82.71 0.000
7.600 0.061 0.323 93.49 0.000
8.000 0.062 0.348 104.7 0.000
8.400 0.063 0.373 116.3 0.000
8.800 0.064 0.398 128.3 0.000
9.200 0.065 0.424 140.8 0.000
9.600 0.066 0.450 153.6 0.000
10.00 0.067 0.477 166.7 0.000
10.40 0.067 0.504 180.2 0.000
10.80 0.068 0.531 194.1 0.000
11.20 0.069 0.558 208.3 0.000
11.60 0.070 0.586 222.8 0.000
12.00 0.070 0.614 237.7 0.000
12.40 0.071 0.642 252.8 0.000
12.80 0.071 0.670 268.3 0.000
13.20 0.072 0.699 284.1 0.000
13.60 0.072 0.728 300.2 0.000
99
14.00 0.073 0.756 316.5 0.000
14.40 0.073 0.786 333.2 0.000
14.80 0.073 0.815 350.1 0.000
15.20 0.073 0.844 367.3 0.000
15.60 0.074 0.874 384.8 0.000
16.00 0.074 0.903 402.6 0.000
16.40 0.074 0.933 420.6 0.000
16.80 0.074 0.962 438.9 0.000
17.20 0.074 0.992 457.4 0.000
17. 60 0.074 1.022 476.2 0.000
18.00 0.074 1.052 495,3 0.000
18.40 0.074 1.081 514.6 0.000
18.80 0.074 1.111 534.1 0.000
19.20 0.074 1.141 553.9 0.000
19.60 0.074 1.170 573.9 0.000
20.00 0.074 1.200 594 .2 0.000
20.40 0.074 1.230 614.6 0.000
20.80 0.073 1.259 635.4 0.000
21.20 0.073 1.288 656.3 0.000
21.60 0.073 1.317 677.5 0.000
22.00 0.073 1.347 698.9 0.000
22.40 0.072 1.376 720.5 0.000
22.80 0.072 1.404 742.3 0.000
23.20 0.071 1.433 764 . 4 0.000
23.60 0.071 1.461 786.6 0.000
24.00 0.070 1.489 809.1 0.000
24.40 0.070 1.517 831.8 0.000
24.80 0.069 1.545 854.7 0.000
25.20 0.068 1.572 877.8 0.000
25.60 0.067 1.600 901.1 0.000
26.00 0.067 1.626 924 . 6 0.000
26.40 0.066 1.653 948.3 0.000
26.80 0.065 1.679 972.2 0.000
27.20 0.064 1.705 996.3 0.000
27.60 0.063 1.730 1020. 0.000
28.00 0.062 1.755 1045. 0.000
28.40 0.061 1.780 1069. 0.000
28.80 0.060 1.804 1094 . 0.000
29.20 0.058 1.827 1119. 0.000
29.60 0.057 1.850 1144 . 0.000
30.00 0.055 1.873 1170. 0.000
30.40 0.054 1.895 1196. 0.000
30.80 0.052 1. 916 1221. 0.000
31.20 0.051 1.936 1247. 0.000
31.60 0.049 1.956 1274. 0.000
32.00 0.047 1.975 1300. 0.000
32.40 0. 045 1. 994 1326. 0.000
32.80 0.042 2.011 1353. 0.000
33.20 0.040 2.027 1380. 0.000
33.60 0.037 2.043 1407. 0.000
34.00 0.034 2.057 1434. 0.000
34.40 0.031 2.070 1462. 0.000
34.80 0.027 2.082 1489. 0.000
35.20 0.022 2.091 1517. 0.000
35.60 0.016 2.099 1545. 0.000
36.00 0.000 2.103 1573. 0.000
36.40 0.000 0.000 1601. 0.000
100
101
ANALYSIS RESULTS
ANALYSIS RESULTS
Flow Frequency Retum Periods for Predeveloped. POC #1
Retum Period Flow (cfs)
2 year 0.027 605
5 year 0.317402
10 year 0.442688
25 year 0.538268
Flow Frequency Retum Periods for Mitigated. PCX; #1
Retum Period Flow (cfs)
2 year 0.006748
5 yaar 0.237753
10 yoar 0.385645
25 year 0.424485
Yearly Peaks for Predeveloped and Mitigated. POC #1
Year Predeveloped Mi tig
1965 0.012 0.006
1966 0.014 0.007
1967 0.215 0.160
1968 0.011 0.007
1969 0.124 0.145
1970 0.304 0.299
1971 0.026 0.007
1972 0.002 0.006
1973 0.000 0.004
1974 0.005 0,005
1975 0.032 0.007
1976 0.053 0,065
1977 0.053 0,020
1978 0.029 0,046
1979 0.360 0,413
1980 0.387 0,306
1981 0.442 0,395
1982 0.007 0,006
1983 0.066 0,116
1984 0.452 0,385
1985 0.023 0.006
1986 0.230 0.133
1987 0.314 0.192
1988 0.003 0.005
1989 0.016 0.006
1990 0.002 0.005
1991 0.000 0.005
1992 0.284 0.224
1993 0.104 0.051
1994 0.334 0.223
1995 0.001 0.005
1996 0. 642 0.453
1997 0.001 0.004
1998 0.256 0.221
1999 0. 497 0.350
102
2000
2001
2002
0.000
0.001
0.000
0.004
0.005
0.005
Ramked Yearly Peaks for Predevelop>ed and Mitigated. POC #1
Rank Predeveloped Mitigatied
1 0.6421 0.4530
2 0.4975 0.4133
3 0.4517 0.3950
4 0.4419 0.3849
5 0.3872 0.3504
6 0.3595 0.3063
7 0.3342 0.2987
8 0.3137 0.2244
9 0.3038 0.2230
10 0.2844 0.2214
11 0.2561 0.1922
12 0.2298 0.1596
13 0.2150 0.1455
14 0.1244 0.1331
15 0.1040 0.1159
16 0.0661 0.0646
17 0.0532 0.0512
18 0.0529 0.0458
19 0.0321 0.0197
20 0.0290 0.0068
21 0.0263 0.0067
22 0.0229 0.0066
23 0.0155 0.0066
24 0.0141 0.0059
25 0.0120 0.0059
26 0.0112 0.0058
27 0.0074 0.0055
28 0.0049 0.0055
29 0.0034 0.0052
30 0.0023 0.0052
31 0.0017 0.0051
32 0.0014 0.0050
33 0.0013 0.0048
34 0.0007 0.0047
35 0.0003 0.0047
36 0.0002 0.0045
37 0.0001 0.0041
38 0.0001 0.0040
POC #1
The Facilit:y PASSED
The Facility PASSED.
Flow (CFS) Predev Dev Percent:age Pass/Fail
0.0072 796 699 87 Pass
0.0116 642 514 80 Pass
0.0160 540 436 80 Pass
0.0204 453 380 83 Pass
103
0. 0248 404 327 80 Pass
0. 0292 349 302 86 Pass
0. 0336 306 278 90 Pass
0. 0380 286 261 91 Pass
0. 0424 261 231 88 Pass
0. 0468 249 211 84 Pass
0, 0512 233 199 85 Pass
0. 0556 219 189 86 Pass
0. 0600 208 180 86 Pass
0. 0644 196 172 87 Pass
0. 0688 186 160 86 Pass
0. 0732 171 152 88 Pass
0. 0776 162 147 90 Pass
0. 0820 154 142 92 Pass
0. 0864 144 131 90 Pass
0. 0908 138 120 86 Pass
0. 0952 130 114 87 Pass
0. 0996 121 107 88 Pass
0. 1040 113 104 92 Pass
0. 1084 106 100 94 Pass
0. 1128 99 94 94 Pass
0. 1172 93 92 98 Pass
0. 1216 90 89 98 Pass
0. 1260 84 87 103 Pass
0. 1304 80 82 102 Pass
0. 1348 78 77 98 Pass
0. 1392 75 72 96 Pass
0. 1436 72 68 94 Pass
0. 1480 69 67 97 Pass
0. 1524 62 63 101 Pass
0. 1568 60 60 100 Pass
0. 1612 59 56 94 Pass
0. 1656 57 55 96 Pass
0. 1700 56 54 96 Pass
0. 1744 55 52 94 Pass
0. 1788 54 52 96 Pass
0, 1832 52 51 98 Pass
0, 1876 50 48 96 Pass
0, 1920 47 47 100 Pass
0, 1964 44 44 100 Pass
0, 2008 42 43 102 Pass
0, 2051 42 40 95 Pass
0, 2095 40 39 97 Pass
0, 2139 39 36 92 Pass
0, 2183 37 34 91 Pass
0, 2227 37 31 83 Pass
0, 2271 37 29 78 Pass
0. 2315 34 29 85 Pass
0, 2359 33 27 81 Pass
0. 2403 29 27 93 Pass
0. 2447 28 26 92 Pass
0. 2491 26 26 100 Pass
0. 2535 26 26 100 Pass
0. 2579 24 25 104 Pass
0. 2623 21 21 100 Pass
0. 2667 20 19 95 Pass
0. 2711 18 19 105 Pass
104
0.2755 18 18 100 Pass
0.2799 18 17 94 Pass
0.2843 18 16 88 Pass
0.2887 16 16 100 Pass
0.2931 15 16 106 Pass
0.2975 15 16 106 Pass
0.3019 15 12 80 Pass
0.3063 14 11 78 Pass
0.3107 14 10 71 Pass
0.3151 13 10 76 Pass
0.3195 12 10 83 Pass
0.3239 12 9 75 Pass
0.3283 11 8 72 Pass
0.3327 10 7 70 Pass
0.3371 9 7 77 Pass
0.3415 9 7 77 Pass
0.3459 9 7 77 Pass
0.3503 8 7 87 Pass
0.3547 8 5 62 Pass
0.3591 7 5 71 Pass
0.3635 6 5 83 Pass
0.3679 6 5 83 Pass
0.3723 6 5 83 Pass
0.3767 5 4 80 Pass
0.3811 5 4 80 Pass
0.3855 5 3 60 Pass
0.3899 4 3 75 Pass
0.3943 4 3 75 Pass
0.3987 4 2 50 Pass
0.4031 4 2 50 Pass
0.4075 4 2 50 Pass
0.4119 4 2 50 Pass
0.4163 4 1 25 Pass
0.4207 4 1 25 Pass
0.4251 4 1 25 Pass
0.4295 4 1 25 Pass
0.4339 4 1 25 Pass
0.4383 4 1 25 Pass
0.4427 3 1 33 Pass
105
1CE-4 IOE-3 m-2 1(E-1
rownt Tlmm
10
Imai
100
1
0 18E0
J 18E-1
1flE-2l
o o g ^ s s s s
oo ); A A A
*l .9 « I tll
1 IS 20 ni^iiiM BO 70 M to OS
106
Lots
Pre-devdapnie^ adkMuitics
PRDDCVILOtSD XAMD tJfll
Parviaaa 1* Aoraa
C Cflhsak .Flat(0-5%) .Ofl
C D,flhz«k ,IM(S-10%) .14
C D,flhrab ,flt(10-20%) .lfl
C D,flhcab ,Vtey(>20%) .36
C D,Dirt, Mad(5-10%) .01
C D,Dirt, flt(10-20%) .01
C DfDirt, VMey(>20%) .01
107
Pott-dcvek^pMcat wAmmAa
MXTieimED ZAND OB
C D,
C D,
t(0-S%)
020%)
.3
.27
Flat(0-5%)
nat (0-5%)
^Tl6
0.01
0.03
lot
Underground storage tank:
Diaanaiona
Dqpth:
Tank Typa :
Diaaatar :
Langth :
3ft.
Circular
3 ft.
190 ft.
Diaeiharqa Stmctura
Riaar Haight: 2.5 ft.
Riaar Diaaatar: 10 in.
NotchTypa Rectangular
Heteh Width : 0.500 ft,
Hotoh Haight: 0.000 ft.
Orifioa 1 Diaaatar: 0.25 in. Elevation: 0 ft.
Tank Hydraulic Tabla
ItaoaCftl J UcMtCaer) Velia MCaer-ft) Dmebraietm} ZnflXtCefsl
302.0 0.000 0,000 0,000 0,000
302.0 0.003 0,000 0,000 0.000
302.1 0.004 0,000 0,000 0.000
302,1 0.005 0.000 0.001 0,000
302.1 0,005 0.000 0.001 0.000
302.2 0,006 0.001 0.001 0.000
302.2 0,007 0.001 0,001 0.000
302.2 0,007 0.001 0,001 0.000
302.3 0.007 0.001 0.001 0.000
302.3 0.008 0.002 0.001 0.000
302.3 0.008 0.002 0.001 0.000
302.4 0.009 0.002 0.001 0.000
302.4 0.009 0.002 0,001 0,000
302.4 0.009 0.003 0.001 0,000
302.5 0.009 0,003 0.001 0,000
302.5 0.010 0,003 0.001 0,000
302,5 0,010 0.004 0.001 0.000
302,6 0.010 0,004 0.001 0.000
302,6 0.010 0,004 0.001 0.000
302,6 0.011 0,005 0.001 0.000
302.7 0.011 0,005 0.001 0,000
302,7 0.011 0,005 0.001 0,000
302.7 0.011 0.006 0.001 0.000
302.8 0.011 0.006 0.001 0.000
302.8 0,012 0.007 0.001 0.000
302.8 0.012 0,007 0.001 0.000
302.9 0.012 0,007 0.002 0.000
302.9 0.012 0.008 0.002 0.000
302.9 0.012 0.008 0.002 0.000
303.0 0.012 0.009 0.002 0.000
303.0 0.012 0.009 0.002 0.000
303.0 0.012 0,009 0.002 0.000
303.1 0.013 0.010 0.002 0.000
303.1 0.013 0.010 0.002 0.000
303,1 0.013 0,011 0,002 0.000
303.2 0,013 0.011 0,002 0.000
303,2 0,013 0.012 0.002 0.000
303.2 0.013 0.012 0,002 0.000
303.3 0,013 0,012 0.002 0.000
109
303.3 0.013 0.013 0.002 0.000
303.3 0.013 0.013 0.002 0.000
303,4 0.013 0.014 0.002 0.000
303.4 0,013 0.014 0.002 0.000
303.4 0,013 0,015 0.002 0.000
303.5 0,013 0,015 0.002 0.000
303.5 0,013 0,015 0.002 0.000
303.5 0,013 0,016 0.002 0.000
303.6 0,013 0,016 0.002 0.000
303.6 0.013 0,017 0.002 0.000
303.6 0.013 0,017 0.002 0.000
303.7 0.013 0.018 0.002 0.000
303.7 0.013 0.018 0.002 0.000
303.7 0,013 0,018 0.002 0,000
303.8 0,013 0,019 0.002 0.000
303.8 0.013 0.019 0.002 0,000
303.8 0,013 0.020 0.002 0.000
303.9 0.013 0.020 0.002 0.000
303.9 0.013 0.021 0.002 0.000
303.9 0.013 0.021 0.002 0.000
304.0 0,012 0.021 0.002 0.000
304.0 0.012 0.022 0.002 0.000
304.0 0.012 0.022 0.002 0.000
304.1 0.012 0.023 0.002 0.000
304.1 0.012 0.023 0.002 0.000
304.1 0.012 0.023 0.002 0.000
304.2 0.012 0.024 0.002 0.000
304.2 0.012 0.024 0.002 0.000
304.2 0.011 0.025 0.002 0.000
304.3 0.011 0,025 0.002 0.000
304.3 0.011 0,025 0.002 0.000
304.3 0.011 0,026 0.003 0.000
304.4 0.011 0,026 0.003 0.000
304.4 0.010 0,026 0.003 0.000
304.4 0.010 0,027 0.003 0.000
304.5 0.010 0,027 0.003 0.000
304.5 0.010 0.027 0.003 0.000
304.5 0.009 0.028 0.052 0.000
304.6 0.009 0.028 0.142 0.000
304,6 0.009 0.028 0.259 0.000
304.6 0.009 0.029 0.398 0,000
304.7 0.008 0,029 0.555 0,000
304.7 0.008 0,029 0.729 0,000
304.7 0.007 0.029 0.917 0,000
304.8 0.007 0.030 1.120 0,000
304.8 0,007 0.030 1.336 0,000
304.8 0,006 0,030 1.565 0,000
304.9 0.005 0.030 1.805 0.000
304.9 0.005 0.031 2,056 0,000
304.9 0.004 0.031 2,318 0.000
305.0 0,003 0.031 2,590 0,000
305.0 0.000 0.031 2.872 0,000
305.0 0.000 0.000 3.164 0.000
no
ANALYSIS RESULTS
Flow Fraquancy Ratum Parioda for Pradavalopad, POC #1
Ratum Pariod Flow (ofa)
2 yaar 0.006653
5 yaar 0.196779
10 yaar 0.282152
25 yaar 0.349682
Flow Fraquancy Ratum Parioda for Mitigatad. POC #1
Ratum Pariod Flow(cfa)
2 yaar 0.034519
5 yaar 0.17863
10 yaar 0.225387
25 yaar 0.306383
Yaarly Paaka for Pradavalopad and Mitigatad. POC *1
Yaar Pradavalopad Mit:iaatad
1965 0.001 0.002
1966 0,003 0.029
1967 0,133 0.095
1968 0,003 0.034
1969 0,078 0.112
1970 0.191 0.179
1971 0.006 0.050
1972 0.001 0.002
1973 0.000 0.002
1974 0.001 0.002
1975 0.012 0.034
1976 0.030 0.037
1977 0.033 0.035
1978 0.007 0.054
1979 0.235 0.222
1980 0.245 0.213
1981 0.293 0.279
1982 0.002 0.002
1983 0.039 0.052
1984 0.281 0.260
1985 0.004 0.002
1986 0.142 0.111
1987 0.193 0.095
1988 0.001 0.002
1989 0.004 0,002
1990 0.001 0.002
1991 0.000 0.002
1992 0.178 0.166
1993 0.054 0.078
1994 0.215 0.179
1995 0.001 0.002
1996 0.417 0.377
1997 0.000 0,002
1998 0.158 0,162
1999 0.323 0,202
2000 0.000 0,002
2001 0.001 0,002
111
2002 0.000 0.002
Rankad Y< Murly Paaka for Pradavalopad az
Rank Pradavalopad Mitigatad
1 0.4166 0.3772
2 0.3234 0.2786
3 0.2929 0.2602
4 0.2813 0.2225
5 0,2446 0.2127
6 0.2349 0.2016
7 0.2153 0.1791
8 0.1927 0.1785
9 0.1911 0.1657
10 0.1777 0.1621
11 0.1583 0.1116
12 0.1418 0.1106
13 0.1333 0.0955
14 0.0779 0.0951
15 0.0541 0.0777
16 0.0390 0.0536
17 0.0325 0.0521
18 0.0300 0.0501
19 0.0118 0.0369
20 0.0074 0.0350
21 0.0059 0.0341
22 0.0041 0.0340
23 0.0036 0,0290
24 0.0034 0,0023
25 0.0025 0,0023
26 0.0023 0,0023
27 0.0011 0,0022
28 0.0011 0.0022
29 0.0011 0.0022
30 0.0008 0,0021
31 0.0006 0,0020
32 0.0006 0,0019
33 0.0005 0,0019
34 0.0004 0,0019
35 0.0001 0.0019
36 0.0001 0,0019
37 0.0001 0,0019
38 0.0001 0,0018
POC «1
POC *1
Tha Facility PASSED
Tha Facility PASSED.
Flow(CFS) Pradav Dav Paroantaga Paaa/Fail 0.0007 327864 327864 100 Pass
0.0035 971 605 62 Pass
0.0064 644 508 78 Pass
0.0092 537 453 84 Pass
0.0120 455 411 90 Pass
0,0149 419 380 90 Pass
112
0.0177 358 339 94 Pass
0.0206 314 303 96 Pass
0.0234 288 273 94 Pass
0,0263 263 252 95 Pass
0.0291 249 236 94 Pass
0.0319 236 227 96 Pass
0.0348 218 208 95 Pass
0.0376 205 195 95 Pass
0.0405 195 178 91 Pass
0.0433 182 168 92 Pass
0.0462 166 159 95 Pass
0.0490 159 147 92 Pass
0.0518 153 138 90 Pass
0.0547 144 121 84 Pass
0.0575 132 116 87 Pass
0.0604 123 113 91 Pass
0.0632 117 109 93 Pass
0.0661 107 106 99 Pass
0.0689 104 102 98 Pass
0.0717 100 96 96 Pass
0,0746 92 90 97 Pass
0.0774 89 86 96 Pass
0.0803 85 81 95 Pass
0,0831 78 76 97 Pass
0.0860 77 73 94 Pass
0,0888 75 68 90 Pass
0.0917 71 66 92 Pass
0,0945 65 63 96 Pass
0,0973 63 57 90 Pass
0.1002 59 53 89 Pass
0.1030 58 53 91 Pass
0.1059 56 53 94 Pass
0.1087 55 52 94 Pass
0.1116 54 49 90 Pass
0.1144 52 48 92 Pass
0.1172 51 48 94 Pass
0.1201 46 46 100 Pass
0.1229 46 45 97 Pass
0.1258 44 42 95 Pass
0.1286 43 40 93 Pass
0.1315 41 40 97 Pass
0.1343 38 37 97 Pass
0.1371 37 36 97 Pass
0.1400 37 36 97 Pass
0.1428 35 35 100 Pass
0.1457 34 34 100 Pass
0.1485 32 33 103 Pass
0.1514 31 29 93 Pass
0.1542 29 27 93 Pass
0.1570 26 27 103 Pass
0.1599 25 27 108 Pass
0.1627 24 24 100 Pass
0.1656 23 22 95 Pass
0.1684 22 21 95 Pass
0.1713 21 21 100 Pass
0.1741 19 20 105 Pass
0.1769 19 20 105 Pass
113
0.1798 17 16 94 Pass
0.1826 16 12 75 Pass
0.1855 16 12 75 Pass
0.1883 15 12 80 Pass
0.1912 15 12 80 Pass
0.1940 13 12 92 Pass
0.1969 13 12 92 Pass
0.1997 13 12 92 Pass
0.2025 13 11 84 Pass
0.2054 12 11 91 Pass
0.2082 12 11 91 Pass
0.2111 11 11 100 Pass
0.2139 10 9 90 Pass
0.2168 9 9 100 Pass
0.2196 9 7 77 Pass
0.2224 8 6 75 Pass
0.2253 8 4 50 Pass
0.2281 8 4 50 Pass
0.2310 8 4 50 Pass
0.2338 6 4 66 Pass
0.2367 5 4 80 Pass
0.2395 5 4 80 Pass
0.2423 5 4 80 Pass
0.2452 4 4 100 Pass
0.2480 4 4 100 Pass
0.2509 4 4 100 Pass
0.2537 4 4 100 Pass
0.2566 4 4 100 Pass
0.2594 4 4 100 Pass
0.2622 4 3 75 Pass
0.2651 4 3 75 Pass
0.2679 4 3 75 Pass
0.2708 4 3 75 Pass
0.2736 4 3 75 Pass
0.2765 4 3 75 Pass
0.2793 4 2 50 Pass
0.2822 3 2 66 Pass
114
IK 1^
% IKI
-I 1K-1
L
1K-&
1
ooO
AO
AAAO
A^OO^
•
It M St 4t HI tt Tt
CuRMjiMv* ProMMty
tt tt
115
116
Lot 4, (with portiomofweAalyfiU slope ami driveway (IraiiiiivoiiiD Lot 6 [T
(I)ourt] oad evartuflUy iirto tiie undergroimd stofi^ jnpe on Lot 2).
Precievdkipinait sdhemidic
B|Lot4 ni.oeoK;
PMBDBVUOilO lAMD IMB
^^AW* ^
C D^flhxab,Flat(0-5%) .27
C D,flhrab,M9d(5-10%) .29
C D,«unib,flt(ie-20%) .28
C D,«hnb,Va8y(>20%) .11
C D,Dirt, nat(0-5%) .01
C D,Dirt, llod(5-10%) .02
C D,Dirt, flt(10-20%) .04
C D,Dirt, Viaay(>20%) .04
117
Post develomentachwnatic
Tank 1
MITIGAXB) LMMD IMS
Parviaaa liaad Oaa Aaraa
C D,Gcaaa,nat(0-5%) .4
C D,aeaaa,¥ary(>20%) .27
Reef Araa 0.1€
fllDflMMUC nat(0-5%) 0.03
118
Underground storage tank:
Diaanaiona
Depth: 36ft.
Tank Typa : Circular
Diaaeter : 36 ft.
Langth : 180 ft.
Diaciharga Structura
Riaar Height: 2.5 ft.
Riaar Diaaatar: 12 in.
NotchTypa Rectangular
Notch Width : 0.200 ft.
Notch Haight: 0.300 ft.
Orifioa 1 Diaaeter: 0.25 in. Elevation: 0 ft.
Elaaant nowa To:
Outlet 1 Outlet 2
Tank Hydraulic Table
8tM«Cft) J kxMfmer) Volin w(aor-ft) Dsfihra(efa) Xn£llt(e£«)
0.000 0.000 0.000 0.000 0,000
0.400 0.031 0.008 0.001 0.000
0.800 0.044 0.023 0.001 0.000
1.200 0.053 0.043 0.002 0.000
1.600 0.061 0.066 0.002 0.000
2.000 0.068 0,092 0.002 0.000
2.400 0.074 0.120 0.062 0.000
2.800 0.080 0,151 1.712 0.000
3.200 0.085 0,184 5.816 0.000
3.600 0.089 0,219 11.35 0.000
4.000 0.094 0.255 18.00 0.000
4.400 0.097 0.294 25.62 0.000
4.800 0.101 0.333 34.08 0.000
5.200 0.105 0.375 43.32 0.000
5.600 0.108 0,417 53.27 0.000
6.000 0.111 0,461 63.88 0.000
6.400 0.114 0,506 75.12 0.000
6.800 0.116 0.552 86.95 0.000
7.200 0.119 0.599 99.34 0.000
7.600 0.121 0.647 112.3 0.000
8.000 0.124 0.696 125.7 0.000
8.400 0.126 0.746 139.7 0.000
8.800 0.128 0.797 154.1 0.000
9.200 0.130 0.848 169.0 0.000
9.600 0.132 0.900 184.4 0.000
10.00 0.133 0.953 200.1 0.000
10.40 0.135 1.007 216.4 0.000
10.80 0.136 1.061 233.0 0.000
11.20 0.138 1.116 250.0 0.000
11.60 0.139 1.171 267.5 0.000
12.00 0.140 1.227 285.3 0,000
12,40 0.141 1.284 303.5 0.000
12,80 0.142 1.340 322,1 0,000
13,20 0.143 1.398 341,0 0.000
13,60 0.144 1.455 360,3 0.000
119
14.00 0.145 1.513 379.9 0.000
14.40 0.146 1.571 399.9 0.000
14.80 0.146 1.630 420,2 0.000
15.20 0.147 1.688 440,9 0.000
15.60 0.147 1.747 461,9 0.000
16.00 0.148 1.806 483.2 0.000
16.40 0.148 1.865 504.8 0.000
16.80 0.148 1.925 526.8 0.000
17.20 0.149 1.984 549.0 0.000
17.60 0.149 2.044 571.6 0.000
18,00 0.149 2.103 594,4 0,000
18.40 0.149 2.163 617.6 0.000
18.80 0.149 2.222 641.0 0.000
19.20 0.148 2.281 664.8 0.000
19,60 0.148 2.341 688,8 0.000
20.00 0,148 2.400 713.1 0.000
20,40 0.147 2,459 737.7 0.000
20.80 0.147 2.518 762.5 0,000
21,20 0.146 2.577 787.7 0,000
21,60 0.146 2.635 813.1 0,000
22,00 0.145 2.693 838.7 0.000
22,40 0.144 2.751 864.7 0.000
22,80 0.143 2.809 890.9 0.000
23.20 0.142 2,866 917.3 0.000
23.60 0.141 2,922 944.0 0.000
24.00 0.140 2.979 971.0 0,000
24.40 0.139 3.035 998.2 0.000
24.80 0.138 3.090 1025. 0,000
25.20 0.136 3.145 1053. 0.000
25.60 0.135 3.199 1081. 0.000
26.00 0.133 3.253 1109. 0.000
26.40 0.132 3.306 1138. 0.000
26.80 0.130 3.358 1166. 0.000
27.20 0.128 3.409 1195. 0.000
27.60 0.126 3,460 1224. 0.000
28.00 0.124 3,510 1254. 0,000
28.40 0.121 3,559 1283. 0.000
28.80 0,119 3.607 1313. 0.000
29.20 0.116 3.654 1343. 0.000
29.60 0.114 3.700 1374. 0.000
30.00 0,111 3.745 1404. 0.000
30.40 0,108 3.789 1435. 0,000
30,80 0.105 3.832 1466. 0,000
31,20 0.101 3.873 1497. 0,000
31,60 0.097 3,912 1528. 0.000
32.00 0.094 3,951 1560. 0.000
32.40 0.089 3.987 1592. 0.000
32,80 0.085 4.022 1624. 0.000
33.20 0.080 4.055 1656. 0.000
33.60 0.074 4.086 1689. 0.000
34.00 0.068 4.114 1721. 0.000
34,40 0.061 4.140 1754, 0.000
34.80 0.053 4.163 1787. 0.000
35,20 0.044 4.183 1821, 0.000
35,60 0.031 4.198 1854. 0.000
36.00 0.000 4.206 1888. 0,000
36.40 0.000 0.000 1922, 0.000
120
ANALYSIS RESULTS
Flow Frequency Retum Perioda for Predeveloped. POC #1
Retum Period Flow(efa)
2 year 0.009774
5 yaar 0.201785
10 year 0.273141
25 year 0.390145
Flow Frequency Retum Perioda for Mitigated. POC #1
Retum Period Flow (ef a)
2 year 0.001866
5 year 0.023866
10 year 0.088556
25 year 0.223097
Yearly Peaka for Predeveloped and Mitigated. POC fl
Year Predevelc^ed Mitioatad
1965 0.004 0,001
1966 0.005 0.002
1967 0.118 0.027
1968 0.004 0.002
1969 0.053 0.002
1970 0.193 0.010
1971 0.009 0,002
1972 0.001 0,002
1973 0.000 0,001
1974 0.002 0,001
1975 0.011 0,002
1976 0.020 0.002
1977 0.020 0.002
1978 0.011 0.002
1979 0.267 0.220
1980 0.240 0.005
1981 0.342 0.230
1982 0.002 0.002
1983 0,028 0.002
1984 0.267 0.084
1985 0.008 0.002
1986 0.123 0.002
1987 0.154 0.002
1988 0.001 0.001
1989 0.005 0.002
1990 0.001 0.001
1991 0.000 0.001
1992 0.166 0.023
1993 0.037 0.002
1994 0.243 0.054
1995 0.001 0.001
1996 0.471 0.028
1997 0.000 0.001
1998 0.130 0.005
1999 0.358 0.137
2000 0,000 0,001
2001 0,001 0.002
121
2002 0.000 0.001
Ranked Yearly Peaka for Predeveloped and Mitigated. POC «1
Rank Predeveloped Mitigated
1 0.4711 0.2297
2 0.3584 0.2205
3 0.3421 0.1374
4 0.2674 0.0845
5 0.2669 0.0537
6 0,2432 0.0283
7 0.2397 0.0266
8 0.1935 0.0233
9 0.1662 0.0097
10 0.1541 0.0053
11 0.1300 0.0046
12 0.1227 0.0021
13 0.1184 0.0021
14 0.0533 0.0021
15 0.0369 0.0020
16 0.0282 0.0020
17 0.0199 0.0020
18 0.0196 0.0020
19 0.0113 0.0020
20 0.0108 0.0019
21 0.0088 0.0018
22 0.0078 0.0018
23 0.0053 0.0018
24 0.0051 0.0016
25 0.0039 0.0016
26 0.0037 0.0015
27 0.0024 0.0015
28 0.0016 0.0015
29 0.0012 0.0015
30 0.0009 0.0014
31 0.0006 0.0014
32 0.0006 0.0014
33 0.0005 0.0014
34 0.0003 0.0013
35 0.0002 0.0013
36 0.0001 0.0013
37 0.0001 0.0012
38 0.0001 0.0012
POC #1
The Facility PASSED
The Facility PASSED.
Flow(CFS) Predev Dev Percentage Paaa/Fail 0. 0010 327864 327864 100 Pass
0. 0037 1498 1085 72 Pass
0. 0065 766 706 92 Pass
0. 0092 502 513 102 Pass
0. 0120 414 423 102 Pass
0. 0147 348 343 98 Pass
122
0.0175 303 293 96 Pass
0.0202 271 232 85 Pass
0.0230 260 202 77 Pass
0.0257 238 166 69 Pass
0.0285 224 138 61 Pass
0.0312 206 112 54 Pass
0.0340 195 105 53 Pass
0.0367 186 89 47 Pass
0.0395 171 74 43 Pass
0.0422 154 60 38 Pass
0.0450 144 51 35 Pass
0.0477 140 43 30 Pass
0.0505 131 30 22 Pass
0.0532 120 23 19 Pass
0.0560 116 19 16 Pass
0.0587 110 18 16 Pass
0.0615 104 17 16 Pass
0.0642 99 17 17 Pass
0.0670 99 17 17 Pass
0.0697 95 17 17 Pass
0.0725 89 17 19 Pass
0.0752 85 16 18 Pass
0.0780 83 14 16 Pass
0.0807 80 13 16 Pass
0.0835 71 13 18 Pass
0.0862 69 11 15 Pass
0,0889 68 11 16 Pass
0.0917 63 11 17 Pass
0.0944 60 10 16 Pass
0.0972 59 9 15 Pass
0.0999 59 9 15 Pass
0.1027 56 9 16 Pass
0.1054 54 8 14 Pass
0.1082 53 8 15 Pass
0.1109 53 8 15 Pass
0.1137 52 8 15 Pass
0.1164 49 8 16 Pass
0.1192 46 8 17 Pass
0.1219 44 8 18 Pass
0.1247 43 7 16 Pass
0.1274 41 7 17 Pass
0.1302 39 7 17 Pass
0.1329 39 7 17 Pass
0.1357 39 7 17 Pass
0.1384 36 6 16 Pass
0.1412 36 6 16 Pass
0.1439 35 6 17 Pass
0.1467 34 6 17 Pass
0.1494 31 6 19 Pass
0.1522 30 6 20 Pass
0.1549 30 6 20 Pass
0.1577 26 6 23 Pass
0.1604 26 6 23 Pass
0.1632 26 5 19 Pass
0.1659 25 5 20 Pass
0.1687 24 5 20 Pass
0.1714 22 5 22 Pass
123
0,1742 20 5 25 Pass
0.1769 20 5 25 Pass
0.1797 18 5 27 Pass
0,1824 17 4 23 Pass
0.1852 17 4 23 Pass
0.1879 17 4 23 Pass
0.1907 15 4 26 Pass
0.1934 15 3 20 Pass
0.1962 14 3 21 Pass
0,1989 14 3 21 Pass
0.2017 14 3 21 Pass
0.2044 14 3 21 Pass
0,2072 14 3 21 Pass
0.2099 13 3 23 Pass
0.2127 12 3 25 Pass
0.2154 11 3 27 Pass
0.2182 11 3 27 Pass
0.2209 11 3 27 Pass
0.2237 11 2 18 Pass
0,2264 11 2 18 Pass
0.2292 11 1 9 Pass
0.2319 11 0 0 Pass
0.2347 9 0 0 Pass
0,2374 9 0 0 Pass
0.2402 8 0 0 Pass
0.2429 8 0 0 Pass
0.2456 6 0 0 Pass
0,2484 6 0 0 Pass
0,2511 6 0 0 Pass
0,2539 5 0 0 Pass
0,2566 5 0 0 Pass
0,2594 5 0 0 Pass
0.2621 5 0 0 Pass
0.2649 5 0 0 Pass
0.2676 4 0 0 Pass
0.2704 3 0 0 Pass
0.2731 3 0 0 Pass
124
027
IKI
% IKH
I
J 1K-1
tt.
o o
o o
oo o oo
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Cumulfli^ Proba^
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125
126
Lot 5, (with portkms of westeriy fill skipe and driveway dndmi^ oi^ Lot 6 [Twain
Court] md eveittoflUy into the umler^ound stangp ppe cm Lot 2).
Pre-development schematic
jO.eSac
piacDBvxLcmeo LAND ua
Perrioaa liaad Oaa Acrea
C D,Shc«b,nat(e-5%) .11
C D,ninife,IM(S-10%) .4
C D,Shrab,flt(10-20%) .26
C D,flhsab,Vacy(>20%) .04
C D,Dirt, Msd(S-10%) .04
127
Post-developmort sdmnstic
Tank 1
MXTiOMnx) LMD vm
Parviaaa I«apd Vmm
C D,araaa,Vacy(>20%)
C D,Graaa,nat(0-5%)
Acrea
.12
.51
Reef Area
•zonuucjc nat (0-5%)
tssas.
O.IC
0.03
128
Underground stance tank:
Diaanaiona
Depth: Sft.
Tank Type : Circular
Diaaeter : 3 ft.
Length : 280 ft.
Diacharge Stmcture
Riaar Heigbt: 2.5 ft.
Riaer Diaaeter: 10 in.
NotchType Rectangular
Notch Width : 0.800 ft.
Notch Height: 0.000 ft.
Orifice 1 Diaaeter: 0.22 in. Elevation: 0 ft,
ElaiMnt Flowa To:
Outlet 1 Outlet 2
Tank Hydmulie Table
Btmamttt) AramCaor) Volymmim^-**-} nm^^^Brm) r^^titletm)
320.0 0.000 0.000 0.000 0.000
320.0 0.004 0.000 0.000 0.000
320.1 0.006 0.000 0.000 0.000
320.1 0.007 0.000 0.000 0.000
320.1 0.008 0.001 0.000 0.000
320.2 0.009 0.001 0.001 0.000
320.2 0.010 0.001 0.001 0.000
320.2 0.010 0.002 0.001 0.000
320.3 0.011 0.002 0.001 0.000
320.3 0.012 0.002 0.001 0.000
320.3 0.012 0.003 0.001 0.000
320.4 0.013 0.003 0.001 0.000
320.4 0.013 0.004 0.001 0.000
320.4 0.014 0.004 0.001 0.000
320.5 0.014 0.005 0.001 0.000
320.5 0.014 0.005 0.001 0.000
320.5 0.015 0.005 0,001 0,000
320.6 0.015 0.006 0.001 0.000
320.6 0.015 0.006 0.001 0.000
320.6 0.016 0.007 0.001 0.000
320.7 0.016 0.008 0.001 0.000
320.7 0.016 0.008 0.001 0.000
320.7 0.017 0.009 0.001 0.000
320.8 0.017 0.009 0.001 0.000
320.8 0.017 0.010 0.001 0.000
320.8 0,017 0.010 0,001 0.000
320.9 0,017 0.011 0,001 0,000
320,9 0.018 0.011 0.001 0.000
320.9 0.018 0.012 0.001 0.000
321.0 0.018 0.013 0.001 0.000
321.0 0,018 0,013 0.001 0.000
321.0 0.018 0,014 0.001 0,000
321.1 0,018 0.014 0.001 0.000
321,1 0.019 0.015 0.001 0.000
321.1 0.019 0.016 0,001 0.000
129
321.2 0.019 0,016 0.001 0,000
321.2 0.019 0,017 0.001 0.000
321.2 0.019 0.018 0.001 0.000
321,3 0.019 0.018 0.001 0.000
321,3 0.019 0.019 0,001 0,000
321.3 0.019 0.020 0,001 0,000
321.4 0.019 0.020 0.001 0,000
321,4 0.019 0.021 0,002 0.000
321.4 0.019 0.021 0,002 0,000
321.5 0.019 0.022 0,002 0,000
321.5 0.019 0.023 0.002 0,000
321.5 0.019 0.023 0.002 0.000
321.6 0.019 0.024 0.002 0.000
321.6 0.019 0.025 0.002 0,000
321.6 0.019 0.025 0.002 0,000
321.7 0.019 0.026 0.002 0.000
321.7 0.019 0.027 0.002 0.000
321.7 0.019 0.027 0.002 0,000
321.8 0.019 0.028 0.002 0,000
321.8 0.019 0.028 0.002 0,000
321.8 0.019 0.029 0.002 0.000
321.9 0.019 0.030 0.002 0.000
321.9 0.019 0.030 0.002 0,000
321.9 0.018 0.031 0.002 0,000
322.0 0.018 0.032 0.002 0.000
322.0 0.018 0.032 0.002 0.000
322.0 0.018 0.033 0.002 0,000
322.1 0.018 0.033 0.002 0,000
322.1 0.018 0.034 0.002 0.000
322.1 0.017 0.035 0.002 0.000
322.2 0.017 0.035 0.002 0.000
322.2 0.017 0.036 0.002 0.000
322.2 0.017 0,036 0.002 0.000
322.3 0.017 0.037 0.002 0.000
322.3 0.016 0.037 0.002 0.000
322.3 0.016 0,038 0.002 0.000
322.4 0.016 0.038 0.002 0.000
322.4 0.015 0,039 0.002 0.000
322.4 0.015 0.039 0.002 0.000
322.5 0.015 0.040 0.002 0.000
322.5 0.014 0.040 0.002 0.000
322.5 0,014 0.041 0.051 0,000
322.6 0.014 0.041 0.142 0.000
322.6 0.013 0,042 0.259 0,000
322.6 0.013 0.042 0,397 0,000
322.7 0.012 0.043 0.554 0.000
322.7 0.012 0.043 0.728 0.000
322.7 0.011 0.043 0,917 0.000
322.8 0.010 0.044 1.120 0,000
322.8 0.010 0.044 1.336 0.000
322.8 0.009 0.044 1.564 0.000
322.9 0.008 0.045 1,804 0,000
322.9 0.007 0.045 2,055 0.000
322. 9 0,006 0.045 2.317 0.000
323.0 0.004 0.045 2.589 0.000
323.0 0.000 0.045 2.872 0.000
323.0 0.000 0.000 3.163 0.000
130
ANALYSIS RESULTS
Flow Frequency Retum Perioda for Predeveloped. POC #1
Retum Period Flow (cfe)
2 year 0.00109
5 year 0.165759
10 yaar 0.222574
25 year 0.311764
now Frequency Ratum Perioda for Mitigated. POC #1
Retum Pariod Flow(cfa)
2 year 0.001975
5 yaar 0.122542
10 year 0.199719
25 yaar 0.243401
Yearly Paaka for Predeveloped and Mitigated. POC «1
Year Predeveloped Mitigated
1965 0.000 0,002
1966 0.000 0,022
1967 0.088 0,059
1968 0.000 0,002
1969 0.031 0,002
1970 0.162 0,128
1971 0.001 0,002
1972 0.000 0,002
1973 0.000 0,001
1974 0.000 0,001
1975 0.003 0.002
1976 0.011 0.016
1977 0.008 0.018
1978 0.001 0.032
1979 0.218 0.199
1980 0.185 0.060
1981 0.275 0.257
1982 0.001 0.002
1983 0.014 0.033
1984 0.211 0.184
1985 0.001 0.002
1986 0.088 0.036
1987 0.100 0.021
1988 0.000 0.001
1989 0.001 0.002
1990 0.000 0.001
1991 0.000 0.001
1992 0.131 0.121
1993 0.015 0.027
1994 0.197 0.134
1995 0.000 0.001
1996 0.384 0.211
1997 0.000 0.001
1998 0.088 0.033
1999 0.283 0.238
2000 0.000 0.001
2001 0.000 0.002
131
2002 0.000 0.001
Ranked Yearly Peaka for Predeveloped ax
Rank Predeveloped Mitigated
1 0.3844 0.2568
2 0.2832 0.2381
3 0.2748 0.2111
4 0.2182 0.1988
5 0.2111 0.1839
6 0.1967 0.1336
7 0.1850 0.1276
8 0.1616 0.1214
9 0.1314 0.0598
10 0,1004 0.0587
11 0.0883 0.0360
12 0.0879 0.0332
13 0.0877 0.0326
14 0.0314 0.0323
15 0.0146 0.0266
16 0.0144 0.0225
17 0.0106 0.0215
18 0.0079 0.0185
19 0.0027 0.0158
20 0.0011 0,0020
21 0.0010 0.0020
22 0.0009 0.0019
23 0.0007 0.0019
24 0.0007 0,0016
25 0.0004 0,0016
26 0.0004 0,0016
27 0.0003 0.0015
28 0.0003 0.0015
29 0.0002 0.0015
30 0.0002 0.0015
31 0.0002 0.0014
32 0.0002 0.0014
33 0.0001 0,0014
34 0.0001 0,0013
35 0.0001 0,0013
36 0.0001 0,0013
37 0.0001 0.0013
38 0.0001 0.0013
POC «1
POC #1
The Facility PASSED
Tha Facility PASSED.
Flow(CFS) Pradav Dev Peroentage Paaa/Fail 0. OOOl 327864 327864 100 Pass
0. 0024 1778 1650 92 Pass
0. 0046 903 636 70 Pass
0. 0069 563 452 80 Pass
0, 0091 347 360 103 Pass
0. 0113 303 329 108 Pass
132
0.0136 274 282 102 Pass
0.0158 252 255 101 Pass
0.0181 225 223 99 Pass
0.0203 214 204 95 Pass
0.0226 200 187 93 Pass
0.0248 186 178 95 Pass
0.0271 168 163 97 Pass
0.0293 157 154 98 Pass
0.0316 146 148 101 Pass
0.0338 135 137 101 Pass
0.0361 129 119 92 Pass
0.0383 123 115 93 Pass
0.0406 115 107 93 Pass
0.0428 112 102 91 Pass
0.0451 106 91 85 Pass
0.0473 104 85 81 Pass
0.0495 97 81 83 Pass
0.0518 94 76 80 Pass
0.0540 90 71 78 Pass
0.0563 84 68 80 Pass
0.0585 82 65 79 Pass
0.0608 80 63 78 Pass
0.0630 74 60 81 Pass
0,0653 70 55 78 Pass
0.0675 66 53 80 Pass
0.0698 64 53 82 Pass
0,0720 61 53 86 Pass
0,0743 60 52 86 Pass
0.0765 60 52 86 Pass
0.0788 60 50 83 Pass
0.0810 58 48 82 Pass
0.0833 55 47 85 Pass
0.0855 52 47 90 Pass
0.0877 51 45 88 Pass
0.0900 47 45 95 Pass
0.0922 47 39 82 Pass
0.0945 44 38 86 Pass
0.0967 43 38 88 Pass
0.0990 43 38 88 Pass
0.1012 41 36 87 Pass
0.1035 40 34 85 Pass
0,1057 38 33 86 Pass
0.1080 37 31 83 Pass
0.1102 35 30 85 Pass
0.1125 33 29 87 Pass
0.1147 32 29 90 Pass
0.1170 31 28 90 Pass
0.1192 31 26 83 Pass
0.1215 31 25 80 Pass
0.1237 29 23 79 Pass
0.1259 27 23 85 Pass
0,1282 25 19 76 Pass
0.1304 25 19 76 Pass
0,1327 23 19 82 Pass
0.1349 23 17 73 Pass
0.1372 22 14 63 Pass
0.1394 21 14 66 Pass
133
0.1417 20 13 65 Pass
0.1439 19 12 63 Pass
0.1462 17 12 70 Pass
0,1484 17 12 70 Pass
0,1507 17 11 64 Pass
0.1529 16 11 68 Pass
0.1552 16 11 68 Pass
0.1574 15 11 73 Pass
0.1597 15 11 73 Pass
0.1619 15 11 73 Pass
0.1641 13 11 84 Pass
0.1664 13 10 76 Pass
0.1686 12 10 83 Pass
0.1709 12 10 83 Pass
0.1731 12 10 83 Pass
0.1754 12 9 75 Pass
0.1776 11 9 81 Pass
0.1799 11 9 81 Pass
0.1821 11 9 81 Pass
0.1844 11 8 72 Pass
0.1866 10 8 80 Pass
0.1889 9 7 77 Pass
0.1911 8 7 87 Pass
0.1934 8 7 87 Pass
0.1956 8 7 87 Pass
0.1979 7 7 100 Pass
0.2001 6 6 100 Pass
0.2023 6 5 83 Pass
0.2046 6 5 83 Pass
0.2068 5 5 100 Pass
0.2091 5 5 100 Pass
0.2113 5 5 100 Pass
0.2136 4 3 75 Pass
0.2158 4 3 75 Pass
0.2181 4 3 75 Pass
0.2203 3 3 100 Pass
0.2226 3 3 100 Pass
134
0.22
^ ail
0 J
IL aoe
aoo
iej
r^o . . *
'10E-4 IOE-3 10E-2 IOE-1 10 100
IK 1
t
0 1K0
J IOE-1
IL
1K-2!
O i A A
1^
OOO
A A
A OO
AAA
1 10 20 30 40 50<i0 70 00 90 tO
Cumulative ProbabHit]^
135
SUMMARY:
Based on the hydromodification analysis presented in this report, the proposed
underground storage pipes on each pad will mitigate the peak flow and duration of runoff
fixim each lot to be less than those of the pre-development condtions'.
The proposed mitigation measures for this project will prevent additional impacts to
down stream facilities in accordance with City of Carlsbad SUSMP.
136
LEGEND
LDT 1 SA
Color Ronge Beg. Range End Percent
a 0,00 4,90 5,6
a 5.00 9.90 20,0
10,00 19.90 56.4
• 20.00 1000,00 17.9
LQT 2 SA
Color Range Beg. Range End Percent
a 0.00 4.90 0,0
a 5,00 9.90 3.4
10,00 19.90 26.7
20.00 1000.00 69.8
LOT 3 SA
Color Range Beg, Ronge End Percent
a 0.00 4.90 10.0
5.00 9,90 19,3
10,00 19.90 24.5
20,00 1000,00 46,2
LOT 4 SA
Color Range Beg, Range End Percent
a 0,00 4,90 26,8
a 5.00 9,90 29.5
10,00 19,90 30,9
a 20.00 1000,00 12,9
LQT 5 SA
Color Range Beg, Range End Percent
a 0,00 4,90 13.7
a 5,00 9,90 51.1
10.00 19,90 32.6
a 20.00 1000,00 2.6
LOT 6 SA
Color Range Beg. Range End Percent
a 0,00 4.90 8.6
• 5.00 9.90 52.9
10.00 19.90 33.3
• 20.00 1000.00 5.2
Area
2184.05
7774.74
25120,52
9751.26
Area
11.74
1670.66
12973.46
33865,14
Area
3415,20
6569,47
8342,43
15918,82
Area
12257.36
13477.95
14125.21
6426.24
Area
5034.07
18770.47
11978.04
1557.62
Area
1116.92
6896.41
4346.28
2824.28
coQ
lea