San Marcos City Council
June 25, 2024

November , 2009 Revised Draft for Field Testing/TAC Review 15 Checklists and diagram for assessing potential bed erodibility - transitional/ intermediate bed material:

Checklist 1: Armoring Potential
□
□
A. A mix of coarse gravels and cobbles that are tightly packed with < 5% surface material of diameter < 2 mm
B. Intermediate to A. and C. or hardpan of unknown resistance, spatial extent (longitudinal and depth), or unknown armoring potential due to surface veneer covering gravel or coarser layer encountered with probe C. Gravels/cobbles that are loosely packed and/or > 25% surface material of diameter < 2 mm
Figure 2.3: Armoring potential photographic supplement for assessing intermediate beds (16 < d50 < 128 mm) in conjunction with Checklist 1 (Sheet 2 of 5)
November, 2009 Revised Draft for Field Testing/TAC Review 16 Checklist 2: Grade Control
IX! A.
□ B.
□ C.

Grade control is present with spacing < 50 m or every 2/Sv • No evidence of failure/ineffectiveness, e.g., no headcutting (> 30 cm), no active mass wasting (analyst cannot say grade control sufficient if mass-wasting checklist indicates presence), no exposed bridge pilings, no culverts/structures undermined
• Hard points in serviceable condition at decadal time scale, e.g., no apparent undermining, flanking, failing grout
• If geologic grade control, rock should be resistant igneous and/or metamorphic or if sedimentary/hardpan should be subjected to hammer tesUborings before placing in this category (criteria TBD) Intermediate to A. and C. - artificial or geologic grade control present but spaced 2/Sv to 4/Sv or potential evidence of failure or hardpan of uncertain resistance
Grade control absent, spaced > 100 m or > 4/Sv, or clear evidence of ineffectiveness
Figure 2.4: Grade-control (condition) photographic supplement for assessing intermediate beds (16 < d50 < 128 mm) in conjunction with Checklist 2 Diagram - Regionally-calibrated screening index threshold for incising/braiding For transitional bed channels where the bed material d50 is between 16 and 128 mm. use the diagram and table (Figure 2.5 and Table 2.3, respectively) to determine if the risk of incision is ;::
50%.
(Sheet 3 of 5)
Mobility Index Threshold -
probability of incising or braiding
z
0 < (!)
3 CY
(!) _...,
tv
0 0
'()
.;:,--- 1 ~:~
~
0 ~
If) ..
g 0.1 ~ X + t x =f= -Ix X i -J...---- • ~ 't {liijl~I [. :g SSA = +Hf~+ 'T' 128 0.145 ~
o C 0
0 NSA ► __jt.-_.-__ __,_ __ , .Q 96 0.125 o
d5 0.01 : - _, _.-"---- ~- m E 80 0114 ~ .... E . ..,
- ~ P------ ~
~ ~ 1 64 0.101 1 ~
0 001 u Al -t
. •• · · · · · ~ g 48 0.087 fl:
·- "'O -

0.1 1 d
50 (mm) 10 100 _g 32 o.070 c_[
• Stable x Braided + Incising I 16 o.o49 I ~
----- 10%>risk --50%risk ----------90%>risk . 8 0.031 f ~ E ~
= GIS-derived: 1 0-yr flow & valley slope
= Field-derived: d50 ( 1 00-pebble count)
~ E 4 0.026 ~
(.) <D
~ ; 2 0.022
~ 0
.3 ,:;, 1 0.018

0.5 0.0 15
Figure 2.5: Probability of incising/braiding based on logistic regress ion of Screening Index and dso (Sheet 4 of 5) -'-.J
FORM 4: LATERAL SUSCEPTIBIL TY FIELD SHEET
Circle appropriate nodes/pathway for proposed site or use sequence of questions provided below (Form 5). ~❖fiflIT'J'fl.
~~~
Figure 2.10: Lateral Susceptibility decision tree
(Sheet 1 of 1)
z
0 < (D
3 CY
(D
::"'
N
0 0
--0
::0
(1)
< ;;;·
(1)

0. i
o' ...
::?!
(I)
a:
~ en
:::?: ::,
(Q
-~
()
::0
(1)
< ri>"
~
~
November , 2009 Revised Draft for Field Testing/TAC Review 27 FORM 6: LATERAL SUSCEPTIB IL TY
If mass wasting is not currently extensive and the banks are moderately- to well-consolidated, measure bank height and angle at several locations (i.e., at least three locations that capture the range of conditions present in the study reach) to estimate representative values for the reach. Use diagram/table below to determine if risk of bank failure is > 10%. Support your results with photographs that include a protractor/rod/tape/person for scale reference. 0 Stable 10% Risk - 50% Risk 90%Risk X Unstable 35 4 .7 4 40 3.7
X
45 2.1
0 X 0 X 50 1.5
3 X 55 1.1
E X X
~ - 0 0 60 0.85
.i=
2 c:P<S> @ c.c 0 X 65 0.66 .iii
::c X
~ o 00 0 X X 70 0.52 C: xX t'0
qf Cb a:) 1 X 80 0.34 o 00 o
8 ~Cb~ o oO -0 Oo -
0 ---
30 40 so 60 70 80
Figure 2.11: Lateral probability of bank-failure diagram Table 2.6: Applicant-determined values for Lateral probability of bank failure Left Bank
Right Bank
Bank Angle
(degrees)
(from Field)
Bank
Height (m)
(from
Field)
Corresponding Bank
Height for 10% Risk of
Mass Wasting (m)
(from Table)
Rating
(LOW-VERY HIGH
depending on other
decision-tree
components)
(Sheet 1 of 1)
PROBABILITY< 10% FOR BANK ANGLE= 26.6 DEGREES

GRAPHIC SCALE
0 300 600
~
INCH = 600 FEET
c-".f,![
r
r
fi /
' ~-~,,-,. .- ,- ' .- .l
,.. ,..1•1• ,..,.. ~ --·. - \ -
11 ,r;,r -:-,;;,.' .,.""
/11 , _ ,..f_ --0 . ,.. ,
r 3_,1)/ f~1 ~\
1 '(~- - r j r , ~';. • . .-1, \ '\c,~ A ';- ~
1 ,... /jJ),- ~ . ('}_J,rc . ,.- ( ~ •~
\).,'/' ,.. ,.. .-,1J' ,..~ rt)a..;)
__,_. )'. ,,,,;, ~ I I .,.,~ ~-.

LAKE SA~ • -· •. - ,..',.. 1/ ,,, .,.. ~
MARCOS r~ r r /
' < ,../'

STUDY AREA EXHIBIT

SAN MARCOS CREEK SPECIFIC PLAN
{_-&· r -=_;Jl_ J \~:I','~~
~ - ~(\\~~-"= ( ~ ~~~t:;J
i':l""'-d " -~ - {![[ ,\<~~--~- =~i~ ~ . ., \\\\ ..... -~~~:h, LEGEND:

REACH 1
REACH 2
REACH 3
REACH 4
San Marcos Creek Specific Plan
Master Water Quality and Hydromodification
Management Plan

APPENDIX C
September 15, 2011 Page 4-3
Report Result Page 1 of I
Project Summary
Project Name San Marcos Creek Specific Plan - Public Areas Project Applicant City of San Marcos
Jurisdiction City of San Marcos
Parcel (APN) Varies
Hydrologic Unit Carlsbad
Compliance Basin Summary
Basin Name: Specif Plan Area North of San Marcos Creek
Receiving Water: San Marcos Creek
Rainfall Basin Oceanside
Mean Annual Precipitation (Inches) 13.3
Project Basin Area (acres): 20.01
Watershed Area (acres): 17000.00
SCCWRP Lateral Channel Susceptiblity (H, M, L): Low (Lateral) SCCWRP Vertifical Channel Susceptibllty (H, M, L): Low (Vertical) Overall Channel Susceptibility (H, M, L): LOW
Lower Flow Threshold( % of 2-Year Flow): 0.5
Drainage Management Area Summary
ID Type BMPID Description Area (ac) Pre-Proj ect Cover Post Surface Type Drainage Soil Slope 10200 Drains to LID BMP 1 Paving on Pervious Area 16.86 Pervious (Pre) Concrete or asphalt Type D (high runoff - day Flat - slope (less ... soi... --- -- - -- --- - - - - 10201 Drains to LID BMP 1 Paving on Impervious Area 2.17 Impervious (Pre) Concrete or asphalt Type D (high runoff - clay Flat - slope (less ... sol... - - ---- ---- ---
10202 Drains to LID BMP 1 Landscaping on Pervious Area 0.93 Pervious (Pre) Landscaping Type D (high runoff - clay Flat - slope (less ... soi. .. -
10203 Drains to LID BMP1 Landscaping on Impervious Area 0.05 Impervious (Pre) Landscaping Type D (high runoff - clay Flat - slope (less ... soi...

LID Facility Summary
BMPID Type Descriptio n Pian Area (sqft) Volume 1(cft) Volume 2(cft) Orifice Flow (els) Orifice Size (inchl BMP1 Bioretent,on Overall Bioretention Area 48002 40026 28801 2.175 8.00 http://uknow.brwncald.com/wastewater/TooLk its/Watershed/SiteToolk it/ReportResult.aspx?p id= 13 8617 &bid=SDC-000 l &sic=n . .. 9/12/2011 ALT 7HYDROMODIFICATION ANALYSIS WORKSHEET • DMA DATA (Same as Alt 7 LEDPA v2 but with non-pervious paving in parking aisles ii HMP/WQ (see work map for DMA delineations) REQMNT
;reek North 100% Public & Pvt Public Area Only PVf only Avail In Prom Alt 7 MET- ALL P.O.C.1 DMAName Bioretention, ac

0.61 Bioretention, ac

0.15 Bioretention, ac

0.18 pub+ 100%PVT
AC
Total
P.O.C.2
Total
P.O.C.3
Total
P.O.C.4
Total
P.O.C.5
Total
P.O.C.6
Total
DMAName
DMAName
DMAName
DMAName
DMAName
Bioretention, ac

0.72 Bioretention, ac

0.66 Bioretention, ac

0.59 Bioretention, ac

0.72 Bioretention, ac

0.58 Bioretention , ac

0.25 Bioretention, ac

0.22 Bioretention, ac

0.23 Bioretention, ac

0.22 Bioretention, ac

0.21 0.46

0.47 0.44

0.36 0.50

0.36 -0.43

0.30 -0.42

0.32 -0.34

0.31 -0.28

0.2 -0.52

0.37 -0.21
HMP/WQ
REQMNT %pvt
MET Addi
pub only in Prom
AC

0.03 7%

0.05 11%

0.10 23%

0.08 22%
-0.02 4%

0.16 44%
NO YES Yes
West of
P.O.C.7
Las Posas CreeK
DMAName
Total
;,eek Soutl Discovery Street
P.O.C.8 OMA Name
Total
Notes:

Bioretention, ac

0.09 Bioretention, ac

0.21 Bioretention, ac

0.00 Bioretention, ac

0.21 0.08

0.00 Mixed-Use on Pervious Area assumed to be 85% impervious and 15% landscaping. Adjusted Area accounts for 15% adjustment.

Existing impervious areas assumed to contain 10% pervious. Adjusted Area accounts for 10% adjustment.

Landscaping includes 15% landscaping from Mixed-Use on Pervious Area Calculations based on 0.5O2, flat slope, Oceanside gage, and type D soil.

Public areas exclude Mixed-Use
0 n/a n/a nla
YES yes

2.9 2.69 2.69
YES n/a
HYDROMODIFICAT!ON ANALYSIS WORKSHEET - DMA DATA (Same as Alt 7 LEDPA v2 but with non-pervious paving instead ofpervious paving} (see work map for DMA delineations)
Public Areas
P.O.C. DMA Name Area, sf Area, ac Adjusted Area, ac Runoff Factor Adj. Area x R. Factor, ac Bioretentfon, ac Bioretentlon V1, ac-ft Bforetent!on V2, ac-ft Bioretention+vault, ac Bloretentlon+vault, ac-ft Adj. Area x R. Factor, ac Bioretention, ac Bioretentlon V1, ac-ft lloretention V2, ac-· Bloretent!on+-vault, ac Bioretentlon+vault, ac-ft 1 Mixed-Use on Pervious Area 307,528 7.06 6.00 1.0 6.00 Mixed-Use on Impervious Area 398,052 9.14 0.91 1.0 0.91 Paving on PeNious Area 64,496 1.48 1.48 1.0 1.48 1.48
Paving on lmpeNious Area 241,891 5.55 0.56 1.0 0.56 0.56 Non-Pervious Paving on Pervious Aree 3,970 0.09 009 1.0 0.09 0.09 Non•PeNious Paving on Impervious Area 24,673 0.57 0.06 1.0 0.06 0.06 Landscaping on Pervious Area 51,604 1.18 2.24 0.1 0.22 0.12 Landscaping on Impervious Area 4,687 0.11 0.01 0.1 0,00 0.00 Total 1,096,900 25.18 11.35 9.32 0.61 0.51 0.36 0.37 1.31 2.30 0.15 0.12 0.09 0.09 0.32 P.O.C. DMAName Area, sf Area, ac Adjusted Area, ac Runoff Factor Adj. Area x R. factor, ac Bloretention, ac Bioretention V1, ac-ft Bioretention V2, ac-ft Bioretention+vault, ac Bioretention+vault, ac-ft Adj. Area x R. Factor, ac Bioretention, ac Bloretention V1, ac-ft !ioretention V2, ac-· Bioretention+vault, ac Bioretention+vault, ac•ft 2 Mixed-Use on Pervious Area 341,297 7.84 6.66 1.0 6.66 Mixed-Use on Impervious Area 194.655 4.47 0.45 1.0 0,45 Paving on Pervious Area 132.007 3.03 3.03 1.0 3.03 3.03 Paving on Impervious Area 154,617 3.55 0.35 1.0 0.35 0.35 Non-Pervious Paving on Pervious Area 14,371 0.33 0.33 1.0 0.33 0.33 Non-Pervious Paving on Impervious Area 2,751 0,06 0.01 1.0 0.01 001 Landscaping on Pervious Area 84,629 1.94 3.12 0.1 0.31 0.19 Landscaping on Impervious Area 22.047 0.51 0.05 0.1 0.01 0.01 Total 946,373 21.73 1400 11.15 0.72 0.60 0.43 0.45 1.56 3.92 0.25 0,21 0.15 0.16 0.55 P.O.C. OMA Name Area, sf Area, ac Adjusted Area, ac Runoff Factor Adj. Area x R. factor, ac Bloretention, ac Bloretentlon V1, ac-ft Bioretention V2, ac-ft Bioretention-i-vault, ac Btoretention+vault, ac-ft Adj. Area x R. Factor, ac Bioretention, ac Bio retention V1, ac-ft lioretention V2, ac-· Bloretention+vault, ac Bioretention+vault, ac-tt 3 Mixed-Use on Pervious Area 312,494 7.17 6.10 1.0 6.10 Mixed-Use on Impervious Area 248,991 5.72 0,57 1.0 0.57 Paving on Pervious Area 103,841 2.38 2.38 1.0 2.38 2.38 Paving on Impervious Area 156,507 3.59 0.36 1.0 0.36 0 36 Non-Pervious Paving on Perv1ous Area 20,177 046 046 1.0 046 0.46 Non-Pervious Paving on Impervious Area 14,315 0.33 0.03 1.0 0.03 ~-

0.03 Landscaping on Pervious Area 83,915 1 93 3.00 0.1 0.30 0.19 Landscaping on Impervious Area 3,127 0,07 O.Q1 0.1 0.00 000 Total 943.367 21.66 12 92 10.21 0.66 0.55 0.40 0.41 1.43 3.43 0.22 0.19 0.13 0.14 0.48 P.O.C. DMAName Area, sf Area, ac Adjusted Area, ac Runoff Factor Adj. Area x R. Factor, ac Bloretention, ac Bioretention V1, ac-ft Bioretention V2, ac-ft Bloretentioo+vault, ac Bioretentlon+vault, ac-ft Adj. Area x R. Factor, ac Bioretention, ac Bioretention V1, ac-ft lioretention V2, ac-· B!oretentlon+vault, ac Bioretention+vau!t, ac-fl 4 Mixed-Use on Pervious Area 249,490 5.73 4.87 1.0 4 87 Mixed-Use on Impervious Area 241,673 555 0.55 1.0 0.55
Paving on Pervious Area 116,577 2.68 2.68 1.0 2.68 2.68 Paving on lmpervious Area 129,669 2.98 0.30 1.0 0.30 0.30 Non-Pervious Paving on Pervious Area 19,602 0.45 0.45 1.0 0.45 0.45 Non-Pervious Paving on Impervious Area 8,559 0.20 0.02 1.0 0.02 0,02 Landscaping on Pervious Area 73,392 1.68 2.54 0.1 0.25 0 17 Landscaping on Impervious Area 3,752 009 0.01 0.1 0.00 0.00 Total 842.714 19.35 11.42 9.12 0.59 0.49 0.36 0.36 1.28 3,61 0.23 0.20 0.14 0.14 0.51 P.0.C. DMA Name Area, sf Area, ac Adjusted Area, ac Runoff Factor Adj. Area x R. Factor, ac Bioretention, ac Bioretention V1, ac-ft Bioretention V2, ac-ft Bioretention+vault, ac Bioretention+vau!t, ac•ft Adj. Area x R. Factor, ac Bioretention, ac Bioretention V1, ac-ft Jloretention V2, ac~ Bloretention+vault, ac Bioretentlon+vault, ac-ft 5 Mixed-Use on Pervious Area 380,768 8.74 7.43 1.0 7.43 Mixed-Use on Impervious Area 64,548 1.48 0.15 1.0 0,15
Paving on Pervious Area 118,664 2.72 2.72 1.0 2.72 2.72 Paving on impervious Area 87,717 201 0.20 1.0 0.20 0.20 Non-Pervious Paving on Pervious Area 15,022 0.34 0.34 1.0 0.34 0.34 Non-Pervious Paving on Impervious Area 8,011 0.18 0.02 1.0 0 02 0.02 Landscaping on Pervious Area 44,181 1 01 2.33 0.1 0.23 0.10 Landscaping on Impervious Area 1,939 0 04 0.00 0.1 0.00 0.00 Total 720,849 16.55 13.20 11.10 0.72 0.60 0.43 0.44 1.55 3.39 0.22 0.18 0.13 0.14 047 P.O.C. DMA Name Area, sf Area, ac Adjusted Area, ac Runoff Factor Adj. Area x R. Factor, ac Bioretention, ac Bioretention V1, ac-ft Bioretent!on V2, ac-ft Bioretention+vault, ac B!oretention+vault, ac-ft Adj. Area x R. Factor, ac Bioretention, ac Bioretention V1, ac-ft Uoretention V2, ac~ Bioretention+vau!t, ac Bioretention+vault, ac-ft 6 Mixed-Use on Pervious Area 252,690 5.80 4.93 1.0 4.93 Mixed•Use on Impervious Area 236,015 5.42 0.54 1.0 0.54 Paving on Pervious Area 111,114 2.55 2.55 1.0 2.55 2.55 Paving on Impervious Area 107,768 247 0.25 1.0 0.25 0.25 Non-Pervious Paving on Pervious Area 14,281 0,33 0.33 1.0 0.33 0.33 Non-Pervious Paving on Impervious Area 10,304 024 0.02 1.0 0.02 0.02 Landscaping on Pervious Arne 59,733 137 2.24 0.1 0,23 0.14 Landscaping on Impervious Area 24,729 0.57 0.06 0.1 0 00 0.00 Total 816,634 18.75 10 92 8.86 0.58 0.48 0.35 0.35 1.24 3.29 0.21 0,18 0 13 0.13 0.46 P.O.C. DMA Name Area, sf Area, ac Adjusted Area, ac Runoff Factor Adj. Area x R. Factor, ac Bloretent!on, ac Bioretention V1, ac-ft Bioretention V2, ac-ft Bloretention+vault, ac Bioretentlon+vault, ac-ft Adj. Area x R. Factor, ac Bioretention, ac Bioretention V1, ac-ft !ioretention V2, ac-· Bioretention+vault, ac Bioretention+vault, ac-ft 7 Mtxed-Use on Pervious Area 65,876 1.51 1.29 1.0 1.29
Mixed-Use on Impervious Area 0 0.00 0.00 1.0 0.00
Paving on Pervious Area 0 0.00 0.00 1.0 0.00 0.00
Paving on Impervious Area 0 000 0.00 1.0 0.00 0.00
Non-PeNious Paving on Pervious Area 0 0.00 0.00 1.0 0.00 0.00 Non-Pervious Paving on Impervious Area 0 0.00 0.00 1.0 0.00 0.00 Landscaping on Pervious Area 7,768 0.18 0.41 0.1 0.04 0.02 Landscaping on Impervious Aree 0 0.00 0.00 0.1 0.00 0.04 Total 73,644 1.69 1.69 1.33 0.09 0.07 0.05 0 05 0.19 0.06 0.0038 0.0032 0.0023 0.0023 0.01 P.O.C. DMA Name Area, sf Area, ac Adjusted Area, ac Runoff Factor Adj. Area x R. Factor, ac Bloretentlon, ac Bioretention Vt, ac-ft Bioretention V2, ac-ft Bioretention+vault, ac Bioretentlon+vaull, ac-ft Adj. Area x R. Factor, ac Bioretentlon, ac Bioretentlon V1, ac-ft lioretenUon V2, ac-· Bioretention+vault, ac Bioretention+vau!t, ac-fl 8 Mixed-Use on Pervious Area 0 0.00 0.00 1.0 0.00
Mixed-Use on Impervious Area 0 0.00 0.00 1.0
Paving on Pervious Area 107.426 2.47 2.47 1.0
Paving on Impervious Area 67,552 1.55 0,16 1.0
Non-Pervious Paving on Pervious Area 0 0.00 0.00 1.0
Non-Pervious Paving on Impervious Area 0.00 0.00 1.0
Landscaping on Pervious Area 287,050 6,59 6.59 0.1
Landscaping on Impervious Area 1,101 0.03 0.00 0.1
Total 463,128 10.63 9.21
Notes:

Mixed-Use on Pervious Area assumed to be 85% impervious and 15% landscaping. Adjusted Area accounts for 15% adjustment.

Existing impervious areas assumed to contain 10% pervious. Adjusted Area accounts for 10% adjustment Landscaping includes 15% landscaping from Mixed-Use on Pervious Area Calculations based on 0.5O2, flat slope, Oceanside gage, and type D soil Public areas exclude Mixed-Use
P.O.C. Actual Area, sf Area, ai;
1 1,096,901.9 25.18
2 946,373.6 21.73
3 943,368.2 21.66
4 842,715.8 19.35
5 720,849.0 16.55
6 816,634.6 18.75
7 73,643.8 1.69
8 463,128.6 10,63
135.53

0.00 2.47 2.47

0.16 0.16

0.00 0.00

0.00 0.00

0.66 0.66

0.00 0.00

3.28 0.21 0.18 0.13 0.13 0.46 3.28 0.21 0.18 0.13 0.13 0.46 San Marcos Creek Specific Plan
Master Water Quality and Hydromodification
Management Plan

APPENDIX D
September 15, 2011 Page 4-4
MEMO
December 16, 2010
Erica Ryan, City of San Marcos Storm Water Program Manager John Quenzer, D-MAX Engineering, Inc.

Creek Restoration Water Quality Impro vement Potentia l To evaluate the potential degree of pollutant redu ction associated with impl ementing creek restoration activities associated with the San Marcos Creek Specific Plan, a review of water quality monitoring data from selected creek and wetland restoration projects was done.

Although several creek restoration projects have been completed in Southern California, long­ term post-project water quality monitoring to quantify any difference s in chemical or biological constituents has not been completed for most studies. Several studies on creek restoration highlight the need for more systematic data collection following restoration proje cts in order to evaluate the potential water quality benefits. Two creek restoration projects and two linear wetland projects , which are somewhat similar to creeks with restored wetland vege tation , were located for comparison. Forester Creek in Santee is likely the best comparison due to similarities in project area size, climate, and project type. The studies referenced are listed below:
• Study 1: Forester Creek Improvement Project (D-MAX, 2008; D-MAX, 2010; WESTON, 2008)
• Study 2: Wood Canyon Emergent Wetland Project (City of Aliso Viejo, 2007) • Study 3: Demon stration Urban Stormwater Treatment (DUST) marsh system (Associa tion of Bay Area Governments)
• Study 4: Accotink Creek restoration (Selvakumar, 2007) Data for dry weather conditions is presented in table s 1 and 2, wet weather data is presen ted in tables 3 and 4, and benthic macroinvertebrate assessement data is presented in Table 5. Percent reduc tions are based on comparison of median influent to median effluent values in the post­ project condition. Because most data is dry weather data, an anticipated percent reduction for the propo sed San Marcos Creek restoration is only shown for ambient conditions (Table 1).

Additional information about the characteristics of the sites monitor ed for the above four studies is provided in Table 6.

The data suggest that potential pollutant reduction impac t of creek restoration projects is largely dependent on the degree to which wetland areas are created as part of the project and the baseline pollutant levels within the restoration area. The Forester Creek Impro veme nt Project, which included creation of wetland areas and had relatively high baseline input levels of nitrate nitrogen and fecal coliform, showed significant reductions in those constitu ents . A statistically signifi cant increase in the benthic macroinvertebrate IBI score was also observed for Forester Creek, raising the assessment ratin g from poor/very poor to fair. The improved area of Forester Creek is now one of the few urban streams segme nts in San Diego County in which an unimpaired (fair or better) IBI score has been recorded . Conversely, the restoration of Accotink Creek in Virginia did not involve creation of wetland areas , and no significan t change in pollutant levels was observed.
ll Page
Table 1: Dry Weather (Ambient) Monitoring Results - Percent Reduction Constituent Study 1 Study 2 Study4
Nitra te Nitroge n (mg/L) 60% 5% na
Total Kjeldahl Nitrogen (mg/L) 0% na No Change
Total Nitrogen (mg/ L) 46% na na
Orthophosphate Phosphorus (mg/L) -5% -34% na
Total Phosphorus (mg/ L) 6% na No Change
Enterococcus (MPN/100 mL) -20%* 98% na
Fecal Coliform (MPN/100 mL) 87%** 100% na
pH 5% na na
na = no data available
- percent reduction represen ts a constitu ent increase *Change is based on sma ll samp le size and is not statist ically signifi cant (p>0.05) **Change is statistically signi ficant per Wilcoxon Signed-Rank Test (p<0.05) Table 2: Median Concentration Recorded at Downstream End (Outflow) Constituent Study 1 Study 2 Study 4
Nitrate Nitro gen (mg/ L) 2.01 3.5 na
Total Kjeldahl Nitro gen (mg/ L) 1.45 na 0.29
Total Nitrogen (mg/L) 3.75 na na
Orthophosphate Phosphorus (mg/L) 0.22 0.59 na
Total Phosphorus (mg/L) 0.29 na 0.02
Enterococc us (MPN/100 mL) na 300 na
Fecal Coliform (MPN/100 mL) 300 10 na
pH 7.9 na na
na= no data available
Table 3: Wet Weather (Storm Event) Monitoring Results - Percent Reduction Constituent Study 3 Study 4
Nitrate Nitrogen (mg/L) 4% na
Total Kjeldahl Nib·ogen (mg/L) 11% No Change
Orthop hospha te Phosphorus (mg/L) 24% na
Total Phosp horus (mg/L) 34% No Change
Fecal Colifo rm (MPN/100 mL) 21% na
TSS (mg/L) 45% na
pH 3% na
na= no data ava ilable
2 I r 11 g e
Anticipated
Reduction
30 to 60%
No Change
20 to 50%
No Change
No Change
10-80%
50-90%
No Change
Table 4: Median Concentration Recorded at Downstream End (Outflow) Constituent Study 3 Study4
Nitrate Nitrogen (mg/L) 1.83 na
Total Kjeldahl Nitrogen (mg/L) 1.95 0.65
Orthophosphate Phosphorus (mg/L) 0.07 na
Total Phosphorus (mg/L) 0.22 0.22
Fecal Coliform (MPN/100 mL) 742.2 na
TSS (mg/L) 40.75 na
pH 7.89 na
na= no data availab le
Table 5: Macroinvertebrate Assessments
Metric Study 1 Studv4
180% No Change Change in Assessment Score Improvement*
Im paired /CT nimpair ed Unimpafred Impaired
*Caution should be exercised in interpreting this result, as it is based on only one post-project monitoring event (IBI score of 28) and two pre-project monitoring events (IBI scores of 9 and 11)
3 I P c1 g e
Table 6: Characteristi cs of Reference d Proiects ,
Wetlands Drainage Year
No. Study Location Length Created Area Completed Descr iption Fores ter Creek Santee, Channel widened to contain 100 year storm. 1 Improvement CA 4,415 ft 14 acres 25 mi2 2008 Widened d1annel bed and banks revegetated with Project freshwater marsh and southern willow scrub.

Created a wetland habitat using native
Wood Canyon Aliso riparian/we tland plant species within t11e detention 2 Emergent Wetland Viejo, not Yes 298 acres 2005 basin , in order to enhance water quality , flood repor ted Project CA control and channel pro tection at the beginning of the creek.

The DUST Marsh at Coyote Hills Regional Park in
Fremont, Califor nia was designed as a prototype
sys tem researc h facility to study wetland creation
Demons tratio n 0.5 mi Data for storm water treatment in the San Francisco Bay 3 Urban Stormwater Fremont, channel 21 acres 4.6 mi2 collected in Area . Runoff water enters the initial Debris Basin Treatme nt (DUST) CA in marsh 1985-86 and is divided among two paralle l flow systems (a Marsh system lagoon and a pond system). The two systems discharge into a common third system (a marsh
system). Only data from the marsh system was
evaluated.

Efforts focused on methods to contro l erosion.

Coconut fiber mats were placed on sloed areas,
imbricated roc k boulders were placed in highly
Accotink Creek Fairfax, 1,800 ft None 5.3mi 2 2006 eroding areas to stabi lize stream banks and 4 Restoration VA elimina te undercutting, and root wads of felled trees during channe l reco nstruction were used in some
portions of t11e stream bank both to divert flow and
add natura l habitat to the stream reach.
4 I P il g 1:

References
Association of Bay Area Governments. Demonstration Urban Stormwater Treatment Marsh data , accesse d at http:ljwww.bmpdatabase.org
City of Aliso Viejo. Wood Canyon Emergent Wetland Restoration Project. 2007. http://www .cityofaUsoviejo.com/environmentaJ care/Wood Canyon Wetland s.pd£ D-MAx Engineering, Inc. CihJ of Santee 2010 Additional Study Rivers and Creeks. December 2010.

Prepared for the City of Santee.

D-MAx Engineering, Inc. City of Santee Forester Creek Improvement Project Water Quality Monitoring Summary Report. October 28, 2008. Prepared for the City of Santee.

Selvakumar, A. et al. "Role of Stream Restoration on In-Stream Water Quality in an Urban Watershed: Case Study." J. of Ecotechnologi; 2007(2): pp 23-37. http:/ /nr.stpi.org. tw / ejournaJ/T OE/2007 /ET54-2007-3%282%29-23.pdf WESTON Solutions, Inc. Stream Bioassessment for the Forrester Creek Enhancement Project: June 2008 Survey. July 2008. Prepared for Nordb y Biological Consulting for the City of Santee.

SI Page
Forester Creek Nutrients Results
Analyte I SampleDate I Units I Upstream I Downstream I Change I 28-May-08 mg/L 5.16
1 3.24 -37.21% - -------1 Nitrate/Nitrite as N
Nitrate/Nitrite as N
Nitrate/Nitrite as N
Nitrate/Nitrite as N
Nitrate/Nitrite as N
Nitrate/Nitrite as N
Orthophosphate as P
09-Sep-08 m~/L 3.72 0.99 -73.3~%
19-~ay-09 1- miz/L _ - ~ -- ___ 0.65 -86.82%
02-Sep-O~
17-May-10
112.g/~ 3.36 1.32 -60.71%l
mg/L 7.36: - 4.3 -41.58%
15-Sep-10_ mg/L 6.28 2.71 -57.01%
28-May-08 mg/L 0.05 o':11; 120.00%
!--
!Orthophosphate as P - -- - - -
1_9':!hophosphate as P
Orthophosphate as P
,Orthophosphate as P
Orthophosphate as P
rTot~I Kjeldahl Nitrogen (TKN)
,-Total Kjeldahl Nitrogen (TKN)
rTotal KjeldahlN itrogen (T!N)
Total Kjeld~hl Nitrogen (TKN)
Total Kjeldahl Nitrogen (TKN)
!Total Kjeldahl Nitrogen (TKN)
19-May -09
02-Sep-09
17-May-10
15-Jep-19
J 28-May-08
I 09-Sep-08
T 1_9-::-May-09
02-Sep-091
17-May-10
Total Nitrogen (sum ofTKN, Nitrate as N,
15-Sep-10!
and Nitrite as N) 28-Ma_y-08
Total Nitrogen (sum ofTKN, Nitrate as N,
and Nitrite as N) 09-Sep-08 -
Total Nitrogen (sum of TKN, Nitrate as N,
and Nitrite as N) 19-May-09
Total Nitrogen (sum of TKN, Nitrate as N,
and Nitrite as N) 02-Sep-09
I
1Total Nitrogen (sum ofTKN, Nitrate as N,
and Nitrite as N) 17-May-10
Total Nitrogen (sum ofTKN, Nitrate as N,
and Nitrite as N) ,_ 15-Sep-10
Total Phosphorus 28-May-08
1Total P~osphoru-;- 09-Sep-08
Total Phosphorus
±
19-May-09 '
To~ hosphoru s 02-Sep-091
Total Phosphorus --4 17-Mat]:Oi - - --
Total Phosphorus ----1- 15-Sep-10
Note
-
mg/L 0.32 0.32 0.00%
mg/L 0.33 0.66 100.00%
mg/L 0.05 0.12 140.00%
t---
mg/L 0.34 0.091 -73.53% - ,---
mg/L 0.1, 0.36j 260.00%1
mg/L1 ----:;y 1.9f - -29~3 %]
- ---;--:;t mg/L 2.2, 2.1 -4.55%
mg/L 1.11 ___ 0.8 -27.27%1
mg/L 0.61 --- ~ 25 ~ 8.33%j
mg/L 0.8: 1.2 50.00%
mg,/L.
1 1.8
1 1.7 -556% ;
- r
mg/Li __ 7.8 5.2 -33.33%
mg/LI
t-

5.9 3.1 -47.46%
I
~g/L 6 1.4 -76.67%
m~)
I
4 l.6 1 -60.00%1
m!l/L __ 8.2 5.51 -32.93%
-r-
mg/L 8.1 4.~ - -45.68%
-mg/L 0.061 0.11 83.33%
-
I
mg/L
mg/L
mg/L
mg/LI
mg/L
o~~ o.33_• -8.33%

0.341 _ 0.671 97.06%
_ O.~--- 0.25 _ -10.7~
~ 0.21 -40.00%

0.121 -- 0.37 208.33%1
"nd" values are reported as half the detection limit for statistical analysis purposes I Ratio(D/U) I

0.63 1

0.27 0.13

0.39 0.58

0.43 2.20

1.00 2.00 -
[

2.40 0.26

3.60 0.70
~

0.95 0.73

0.42 1.50

0.94 0.67 1

0.53 --i
r

0.23 --
I 0.40

0.67 1

0.54 1.83
I 0.92
1- 1.97
r

0.89 0.60

3.08 Forester Creek Nutrients Results
Analyte I SarnpleDate I Unit s I Upstream I Downstream I Change I Ratio(D/U) I Nitrate/Nitrite as N
09-Sep-08 ~g/L 3.72 - - 0.99 -73~39%,_ - -0-:-21 Nitrate/Nitrite as N Nitrate/Nitrite as N
Nitrate/Nitrite as N
28-May-08 mg/L 5.161 3.24f -37.21% 0.63
19-May-09 - --~g/L 4.93 0.65 -86.82% 1 --0.13 •
Nitrate/Nitrite as N
Nitrate/Nitrite as N
~2-Sep-~9 mg/L _ 3.36 1.32.f -60.71%_L--~ __ 0.39
1 17-Ma_y-10 mg/L i 7.36 _ _ 4.3 _ -41.5~ [___ __ 0.5~
15-Sep-10 mg/~ 6.28 2.7 -57.01%1 0.43 ,
28-May-08 mg/LJ 0.05 _ 0.11 _ 120.og_~i 2.20 O!:_thophosp~ate as P Orthophosphate as P
Orthophosphate as P
09-Sep-08
1 mg/~ 1 _ 0.32 1 0.32 _ 0.00%_
19-May -09 I mg/L 0.33 0.66 100.00%
f O!thophosphate as~~--- _ 02-Sep-09I mg/L 1 - 0.05
1 0.12 140.00%
Orthophosphate as P ' 17-May -10 - mg/L 0.34 0.09 -73.53%1 r - - ------+-- - - +-- -- - i-- -
Orthophosphate as P 15-Sep-10 mg/L 0.1 0.36 , 260.00%'
Tot ~ Kjeld~hl Nitrogen {TKN) -----~ ~ j _ 2 8.=_May-08 _- -;;g/L , .:___ _2.7 ____ {9 -29.63% ! Total _Kj~~hl Nitrogen (TKN)_ _ __ , 09-Sep-08 _ mg/L~- _ 2.2 _ _ _ -3..:~- -4.55% Total Kjeldahl Nitrogen (TKN) 19-May-09 mg/L , 1.1 0.8 : -27.27% Total Kjeldahl Nitr; gen ( TK-N) ~-- 02-Sep-09 mg/L - - 0.6 -- -0.25 1 -58.33% , Total Kjeldahl Nitrogen (TKN) - - T 17-May-10 mg/L - -0.8 • -- - 1.2 50.00% 1 -- - - - - - - - ~ -- - -- -
Total Kjeldahl Nitrogen (TKN) 15-Sep-10 mg/L 1.81 1.7 -5.56% - i---

1.00 2.00

2.40 0.26

3.60 0.70

0.95 0.73

0.42 1.50

0.94 I

7.81 I
Total Nitrogen (su~ ofTKN~ Nitrat e as N,
and Nitrite as N) I
!Total Nitrogen (sum ofTKN, Nitrate as N,
28-May-08 mg/L
mg/l_!
-33.33% 1 5.2 0.6? 1 --
_ -47.4~ro l _ an~itrite as N) _ _ ____ _
Total Nitrogen (sum of TKN, Nitrat e as N, '
and Nitrite as N)
09-Sep-08
19-May-09 mg/Lj __
Total Nitrogen (sum ofTKN, Nitrate as N,
and Nitrite as N)
rTotal Nitrog ; n (sum ofT KN, Nitrate as N,
02-S~p-09 _ mg/L _
and Nitrite as N)
Total Nitrogen (sum ofTKN, Nitrate as N,
and Nitrite as N)
Tota~ P~ospho~s-
• 17-May-10
---
15-Sep-10
28-May-08
_mg/L I
m~)
mg/L

5.9 6
4 8.2

8.1 0.06

3.1 l ~ r -76.67%

1.6' -60.00%1

0.5~

0.23 0.40

5.5 -----;- -.32.93%1 0.67 1 - --- ~

4.4( -45.68% 0.54 - - --0.11 83.33%1 1.83
-
Total Phosphorus 09-Sep-08 mg~ 0.36 0.33 -8.33% 0.92 - - - - . - - -Total Phosph~~~~ I
19-May -09 mg/L 0.34 0.67 97.06% 1.97 - - - ·-·--- - l
~
Tota~ Ph?_sp_h~ru2_ 02_::_Sep-09i mgjL 0.28 0.25 -10.7 1% 0.89 - - - - o.3s f - --Total ~ o~ phorus _ -t ]7-~ay- 10 mg/L __Q.21, -40.00% 0.60 - - -Total Phosphorus _j_ 15-Sep-lQ, mg/L 0.12 0.37 , 208.33% 3.08 Note
"nd" values are reported as half the detection limit for stat istical analysis purposes FINAL San Marcos Creek Specific Plan
Master Water Quality and Hydromodification
Management Plan

Final December 15, 2011

APPENDIX E
~~
~
'
~
'
Available Baseline Water Quality Data for the San Marcos Creek Specific Plan Area Drainage Area
Discharge Rate
Mean Discharge
(cubic feet per
hour)
Total Precip.

Storm Duration
Sample Period
Water
Temperature
pH
Conductivity
Turbidity
Total Suspended
Solids (TSS)
Chemical
Oxygen Demand
(COD)
Ammonia as N
Nitrite as N
Nitrate as N
Total Kjeldai
Nitrogen (TKN)
Total Nitrogen
Orthophosphate
as PO
4 Total
Phosphorus as P
Cadmium
Copper
Lead
Nickel
Zinc
Total Coliform
Fecal Coliform
Enterococcus
Lat Long acres gpm cfh inches hours hours °C mS/cm NTU
A-05B 2008 904.52 33.12951 -117.19251 nm 20 nm nm nm nm 22.5 7.5 1.72 2.21 nm nm 0.239 na 1.436 na na 0.306 na na na na na na na na na A-05B 2009 904.52 33.12951 -117.19251 nm 0.5 nm nm nm nm 22.8 7.9 1.20 0.67 nm nm 0.117 na 0.4 na na 0.542 na na na na na na na na na A-05B 2010 904.52 33.12951 -117.19251 nm <1 nm nm nm nm 25.4 7.6 0.99 1.64 nm nm 0.209 na 0.581J na na 0.344 na na na na na na na na na A-05B 2011 904.52 33.12951 -117.19251 nm 1 nm nm nm nm 22.6 7.85 0.76 1.49 nm nm 0.15J na 0.34J na na 0.25 na na na na na na na na na DB-01 1997 904.52 33.13491 -117.19482 nm nm nm nm nm nm nm nm 1.62 nm nm nm 0.11 na na na na na na na na na na na na na na DB-01 1998 904.52 33.13491 -117.19482 nm nm nm nm nm nm nm nm 3.51 nm nm nm nd na na na na na na na na na na na na na na DB-01 1999 904.52 33.13491 -117.19482 nm nm nm nm nm nm nm nm 2.91 nm nm nm 0.4 na na na na na na na na na na na na na na DB-01 2000 904.52 33.13491 -117.19482 nm nm nm nm nm nm nm nm 2.49 nm nm nm 0.2 na na na na na na na na na na na na na na 904 2 33 13491 11 19482
Watershed
mg/L
GIS Coordinates
BacteriaChemicalPhysicals Dissolved Metals
Order R9-2007-0001 Dry Weather Monitoring (Sites A-05B and DB-01) Year
μg/L
Site No.

MPN/100mL
DB-01 2001 904.52 33.13491 -117.19482 nm nm nm nm nm nm nm nm 2.72 nm nm nm 0.3 na na na na na na na na na na na na na na DB-01 2002 904.52 33.13491 -117.19482 nm 1 nm nm nm nm 26 8.5 2.96 12.64 nm nm 0.5 na <0.05 na na 0.07 na na na na na na na na na DB-01 2003 904.52 33.13491 -117.19482 nm 2 nm nm nm nm 30 9.4 3.01 16.8 nm nm 0.3 na nd na na 0.03 na na na na na na na na na DB-01 2004 904.52 33.13491 -117.19482 nm 2 nm nm nm nm 26 8.8 3.43 15.02 nm nm 0.3 na nd na na 0.13 na na na na na na na na na DB-01 2005 904.52 33.13491 -117.19482 nm 5 nm nm nm nm 22 8.9 2.00 6.04 nm nm 0.1 na 1.25 na na 0.03 na na na na na na na na na DB-01 2006 904.52 33.13491 -117.19482 nm 5 nm nm nm nm 26.2 8.8 2.60 2.98 nm nm 0.2 na 2.5 na na 0.03 na na na na na na na na na DB-01 2007 904.52 33.13491 -117.19482 nm 3 nm nm nm nm 23.7 9.5 2.70 3.92 nm nm 0 . 2 n a 0 . 0 2 n an an dn a na na na na na na na na DB-01 2008 904.52 33.13491 -117.19482 nm 9 nm nm nm nm 29.5 8.8 3.33 3.41 nm nm 0.240 na 2.420 na na 0.023 na na na na na na 50,000 1,100 3,000 DB-01 2009 904.52 33.13491 -117.19482 nm 1 nm nm nm nm 24.8 7.9 3.11 8.13 nm nm 0.243 na <1.13 na na 0.101 na na na na na na 170,000 3,000 5,000 DB-01 2010 904.52 33.13491 -117.19482 nm 3 nm nm nn nm 31.9 8.4 2.69 3.28 nm nm 0.391 na 0.537J na na 0.047J na na 2.0J na na 3.0J 23,000 300 300 DB-01 2011 904.52 33.13491 -117.19482 nm 2 nm nm nm nm 22.9 7.95 2.80 9.98 nm nm 0.25 na 0.19J na na 0.01J na na 0.76J na na nd 280 7 220 A-20 5/10/2011 904.52 33.13078 -117.19388 nm 409 nm nm nm nm 17.8 7.8 2.09 8.27 nm nm 0.1 na 3.25 1.4 4.7 0.12 0.17 na na na na na na na na A-20 8/22/2011 904.52 33.13078 -117.19388 nm 484 nm nm nm nm 25 8.1 2 15.09 nm nm 0.87 na 2.2 0.9 4.1 0.11 0.13 na na na na na na na na A-05A 6/10/2011 904.52 33.13200 -117.18678 nm 390 nm nm nm nm 19.2 8.1 1.98 17.01 nm nm 0.19 na 3.05 2.8 5.9 0.22 0.23 na na na na na na na na A-05A 8/23/2011 904.52 33.13200 -117.18678 nm 221 nm nm nm nm 23.5 8.66 2.02 15.44 nm nm 1.3 na 2.0 1.34 3.4 0.52 0.55 na na na na na na na na A-21 5/4/2011 904.52 33.13215 -117.18031 nm Ponded nm nm nm nm 20.6 7.8 2.09 6.48 nm nm 0.25 na 4.17 2.7 4.7 0.12 0.17 na na na na na na na na A-21 8/23/2011 904.52 33.13215 -117.18031 nm <1 nm nm nm nm 20.3 7.66 1.99 18.76 nm nm 1.15 na 1.8 1.19 3.0 0.58 0.6 na na na na na na na na City of San Marcos Upper San Marcos Creek Bimonthly Dry Weather Monitoring (A-20, A-05A, and A-21) 12/72009 904.52 33.13044 -117.20064 17,197* nm 365,967 1.44 11.58 6.7 nm nm nm nm 109.29* nm 0.335* 0.056* 0.866* 2.012* 2.935* 0.201* 0.227* na na na na na na na na 2/5-7/2010 904.52 33.13044 -117.20064 17,197 nm 82,221 1.08 36.5 45.15 nm nm nm nm 4.29 nm 0.006 0.008 0.268 0.109 0.385 0.041 0.058 na na na na na na na na 12/7/2009 904.52 33.13044 -117.20064 11,123 nm 365,967 1.44 11.58 6.7 nm nm nm nm 70.69 nm 0.217 0.036 0.56 1.302 1.898 0.13 0.147 na na na na na na na na 2/5-7/2010 904.52 33.13044 -117.20064 11,123 nm 82,221 1.08 36.5 45.15 nm nm nm nm 2.78 nm 0.004 0.005 0.173 0.07 0.249 0.027 0.038 na na na na na na na na Discovery Street
(entire)**
Discovery Street
(partial)**
Regional Wet Weather Monitoring (County of San Diego Lake San Marcos FY 10 TWAS for FY 11) NOTES:
gpm = gallons per minute
cfh = cubic feet per hour
mS/cm = microseimens per centimeter
NTU =  Nephelometric Turbidity Units
mg/L = milligrams per liter
μg/L = micrograms per liter
MPN/100 mL = most probable number (of colony‐forming units) per 100 milliliters J = Detected but below the reporting limit;  therefore, result is an estimated concentration. na = not an
alyzed
nd = non‐detect
nm = not measured
* The result may not be representative of the entire storm event as only 58% of the discharge was sampled; sampling was stopped prematurely due to flooding. **Drainage Areas in acres and wet  weather Constituent Flux in Grams per Acre per Hour (g/acre/hr).  Flux for Discovery Street Station has been calculated for the entire drai nage area for the partial I
Attachment 2D:

Flow Control Facility Design

Table of Contents

INTRODUCTION
Section I Pre- and Post-Development Model Setup …………………………… ………………….………………… 3 Section II System Representation ….…………………………………………………………………… ……………………. 8 Section III Continuous Simulation Options …..…..…………………………………… ………………….… …………. 13 Section IV Bio-filtration As LID Control ……………….………………………………… …………..…………………….. 14 Section V Running the Simulation …..……………………………………………………….…… …………………………. 17 Section VI Result Analysis ………….…..…………………………………………………………………… ……………………. 18 Section VII Summary and Conclusion ……………………………………………………………………… …………………. 27

ATTACHEMENTS
Attachment A SWMM Drainage Management Area Map
Attachment B SWMM Statistics Analysis, Flow Duratio n Curve and Pass/Fail Table Attachment C SWMM Input Data Summary and Detail

INTRODUCTION
This report provides Hydromodification and Water Quality design based on LID (Low Impact Development) principles for the project Solaris.

The project site is located the northeast corner of south pacific street, San Marcos, CA. The site is currently undeveloped. The existing onsite surface slope is approximately 2% and runs generally from the north to the south. When the water from offsite reaches to the north edge of the project, it flows along the slope until it reaches the project’s POC at the south edge of the property.

The project proposes to grade the site into a building with associated streets and utilities serving the respective lots. The project will also construct two biofiltration basins to treat the anticipated pollutants generated by this type of project. The ultimate construction of the individual lots is not part of this project.

The Hydromodification and Water Quality calculations were performed utilizing continuous simulation analysis to size the storm water treatment and control facilities. Storm Water Management Model (SWMM) version 5.1 distributed by USEPA is the basis of all calculations within this report. SWMM generates peak flow recurrence frequencies and flow duration series statistics based on an assigned rain gauge for pre- development, unmitigated post-development flows and post-development mitigated flows to determine compliance with the State Water Resources Control Board Order No.R9-2015-001 and Hydromodification Management Plan (HMP) requirements.

Total Parcel area is 2.96 acres for the project site. There is one point of compliance (POC) for this project in the analysis; POC receives flows from north portion of the site and drains to south edge of the site and flows to two existing 66 inches culvert on the south edge of the site.

The Hydromodification and Water Quality system proposed for this project consists of 2 bio-filtration basins with one point of compliances located on the south edge of the project. This system detains storm water in the basin surface and also in the underdrain reservoir. The bio-filtration system, filters storm water through plant roots and a biologically active soil mix, and then releases it into the existing storm drain system which currently collects the site storm flows. The resulting mitigated outflows are shown to be equal to or less than all continuously simulated storms based on the historical data collected from the Escondido rain gage.

Low Flow Threshold
A downstream channel assessment has been completed for this project and therefore the low flow threshold utilized for the system analysis is 50% of 2-year storm event (0.5Q2). This will be used as the low flow threshold to meet peak flow frequency and flow duration controls.

SECTION I. MODEL SETUP

Pre-development Model Setup
The SWMM model for this project’s pre-development site is analyzed using historical rain gauge data. The Escondido Rain gauge is utilized for this project. That data provides continuous precipitation input to a sub- catchment with its outfall based on the contributing basins imperviousness.

The imperviousness parameter in SWMM is the amount of effective or directly connected impervious area.

The effective impervious area is the impervious area that drains directly to the Stormwater conveyance system. The pre-development condition Describe existing condition (use same description from HYD -Report).

The pre-development topography is described as natural terrain. The property drains primarily by overland flow to an existing storm drain system located at the south edge of the project site. The site is relatively level with a small 2:1 cut slope. Storm water drains from the north to the south of the project site and travel to POC at the south edge of the site.

At the north edge and the east edge of the project are two small self-mitigating area. This part of storm water discharges in a north southerly direction. All these flows travel by overland flow to the POC at the south edge of the site. All the discharge from the project’s POC makes their way via side streets to meet up with an un- named tributary of the San Marcos Creek.

For this study, the site is assumed to have 0% of impervious surface in the existing condition.

Post-Development Model Setup
The project proposes to build a single industrial building with supporting parking lot, and landscape area. The project proposes to build a parking lot which slopes at 0.5% to onsite biofiltration basins (BMP A and BMP B).

The building’s roof is directed into two biofiltration basins along the east boundary of the development footprint. The treated flows from that basin are combined with other flows and eventually make their way to South Pacific Street.

The north portion of the proposed building and parking lots drains easterly to BMP-A then to the 48 inches storage tank. The remaining portion of the building and parking lots drains easterly to BMP-B then to the 48 inches storage tank. This storage tank is used for detaining post-developed onsite water. At the end of the storage tank, a weir plate with two orifices is used for regulating low flow.

For the areas of the project that will remain vegetated, such as the cut and fill slopes, the county element for Natural ground cover is used. For the remainder of the site the entire area is considered Industrial as far as ground surface and percent imperviousness.

Fig.2 – SWMM Post-Development Model
E.s.oordoo
~
,,,, . ,
'
I
■
I
■
■
I
■
"" DMA-1. 3"' •·
----- - ~~~~::
- - ·'.t'i-. -- - _ ...... _ - I I •
----c --- BllP,A
13---- ---- --- ---- ---- ---- ----- ----------:-b l .,._ ~,...... ,' ., .. ' I I . . , ., .. ' , ., , ., .. ' ' . ,
' ' ••••••••
TO
' '
I ' '
...,DMA-3
13-:---------·-·-·---------
--
' • • . ' .c ..:.
1 . '-C
1,
II
• • • • .. - .. J
•
Const-Flew
1,
•
, ,
•
' ,
•
,
•

Fig.3 – SWMM Pre-Development Model

B
/8' 00/IN
Sll?EAV PIPE
52817 TC
!/8' !HICK L -BRACKET
(I- L-BRACKE!S TOTAL)
I 12" INLET PIPE
B
STAINLESS SlFEl. Bot. T
(I Bot.IS PERL-BRACKET)
IIER awma. SmtlCllRE D

PUN IEW

NOT TO SCALE
Hl!FCHOPE
EOll/VALIENT
i---=zl"ir----""'-----=~~~'°;;.·,~•1"n HaES (2 TOTAL)
IIER awma. SmtlCllH D
OETAI.

15.96"
530.89 R/Af

CATCHBASIN SIZE
48"x48"
SU:TK,W IHI

NOT TO SCALE
12" INLET PIPE
IIER awma. SmtlCllRE D

I/AN IIER

NOT TO SCALE
u awn NQ1E;
!HE PURPOSE OF !HIS Sll?UC!VRE IS FOR
AOOlllONAL HWR()l,(OOIRCAllON R.OIY
CONll?ot. SEPARA!F FR()!,( TYPICAL
BIOflL ll?A llON R.OIY VOOELINC

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Post-Development Drainage Management Areas (DMAs)
The DMAs provide an important framework for feasibility screening, BMP prioritization and storm water management system configuration. DMAs are defined based on drainage patterns of the site and the BMPs to which they drain.

Note: Hydromod and Hydrology areas will not equal the same area.

DMA Table for Post-development for South Pacific

EFFECTIVE AREA TABLE
BMP AREA (SF) AREA (AC.) DMA AREA (AC.)
BMP-A 2866 0.065798
DMA-1.1

1.76 DMA-1.2
DMA-1.3
DMA-1.4
BMP-B 963 0.022117 DMA-2 0.45

DMA Table for Pre-Development for South Pacific

HYDROMODIFICATION TABLE
SOIL DMA AREA (ACRE) % IMPERV. POC
SOIL D DMA-1 2.88 0 1
SOIL D DMA-2 0.079 0 1

HYDROMODIFICATION TABLE
SOIL DMA AREA (ACRE) % IMPERV. POC
SOIL D DMA- 1.1 0.47302 93 1
SOIL D DMA- 1.2 0.349647 79 1
SOIL D DMA- 1.3 0.48181 88 1
SOIL D DMA- 1.4 0.451387 92 1
SOIL D DMA- 2 0.451783 84 1
SOIL D DMA- 3 0.497234 67 1
SOIL D DMA- 4 0.078803 73 1
SOIL D DMA-5 0.05217 0 1
SOIL D DMA-6 0.037132 0 1

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SECTION II. SYSTEM REPRESENTATION
SWMM is a distributed model, which means that a study area can be subdivided into any number of irregular sub-catchments to best capture the effect that spatial variability in topography, drainage pathways, land cover, and soil characteristics have on runoff generation. For modeling of Hydromodification calculations, there are four main system representations: Rain gage, Sub-catchment (contributing basin or LID area), Nodes and Links.

Fig. 2.1 – Time series rain data, which corresponds to runoff estimates for each of the 385,440 time steps (each date and hour) of the 44-year simulation period. (Inches/hour vs. elapsed time) Rain Gauge
The properties of a rain gauge describe the source and format of the precipitation data that are applied to the study area. In this project, The Escondido rain station was chosen due to its data quality and its location to the project site.

The rain gauge supplies precipitation data for one or more sub-catchment areas in a study region taken from the Project Clean Water website (www.projectcleanwater.org). This data file contains rainfall intensity, hourly-recorded time interval, and the dates of recorded precipitation each hour. The Escondido rain data has approximately 44 years of hourly precipitation data from 9/24/1964 to 5/23/2008 and generates 44 years of hourly runoff estimates, which corresponds to runoff estimates for each of the 385,440 time steps (each date and hour) of the 58 year simulation period. See figure 2.1 for hourly precipitation intensity graph for 44 years in inches.

Sub-catchment (contributing basin or LID area)
A basin is modeled using a sub-catchment object, which contains some of the following properties:

Rain Gauge
The rate of stormwater runoff and volume depends directly on the precipitation magnitude and its spatial and temporal distribution over the catchment. Each sub-catchment in SWMM is linked to a rain gauge object that describes the format and source of the rainfall input for the sub-catchment.

Area
1 0
o.,

0.6 0.4

0.2 .IM 0.0
0 2,000 4,000 6,000
- Sys.temPrecipitation( inh')
II II ~I
,.ooo
Elaps.edTime(days.)
~ II II II II I II
10,000 12,000 14,000 16,000

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This area is bounded by the sub-catchment boundary. Its value is determined directly from maps or field surveys of the site or by using SWMM’s Auto-length tool when the sub-catchment is drawn to scale on SWMM’s study area map. This Project is divided into several sub-catchments based on its outfall.

Width
Width can be defined as the sub-catchment’s area divided by the length of the longest overland flow path that water can travel. When there are several such paths, one would use an average of their lengths to compute a width. If overland flow is visualized as running down –slope off an idealized, rectangular catchment, then the width of the sub-catchment is the physical width of overland flow.

The method of calculations used following Figure 2-2 involves an estimation by Guo and Urbonas (2007). As stated in the Storm Water Management Model Reference Manual Vol. 1

A more fundamental approach to estimating both subcatchment width and sloe has recently been developed by Guo and Urbonas (2007). The idea is to use “shape factors” to convert a natural watershed as pictured in Figure 2-2 into the idealized overland flow plane of Figure 2-3. A shape factor is an index that reflects how overland flows are collected in a watershed. The shape factor X for the actual watershed is defined as A /L2 where A is the watershed area and L is the length of the watershed’s main drainage channel (not necessarily the length of overland flow). The shape factor Y for the idealized watershed is W/L. Requiring that the areas of the actual and idealized watersheds be the same and that the potential energy in terms of the vertical fall along the drainage channel be preserved, Guo and Urbonas (2007) derive the following expression for the shape factor Y of the idealized watershed:

Y = 2X(1.5 — Z)(2K — X)/(2K — 1) (2-1)
where K is an upper limit on the watershed shape factor. Guo and Urbonas (2007) recommend that K be between 4 and 6 and note that a value of 4 is used by Denver’s Urban Drainage and Flood Control District. Once Y is determined, the equivalent width W for the idealized watershed is computed Figure-2-2 Irregular subcatchment
shape for width calculations
(DiGiano et al., 1977, p.165).

Figure-2-3 Idealized representation
of a subcatchment.

Source: STORM WATER MANAGEMENT MODEL REFERENCE MANUAL VOLUME 1- JANUARY 2016

DIRECTION
OF
FLO
MAIN
...___DRAINAGE

CHANNEL

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as YL.

Applying this approach:

X = (A • 43,560 ft 2/acre) / (L2)
Z =
Am/A
Z = skew factor, 0.5 ≤ Z ≤ 1,
Am = larger of the two areas on each side of the channel A = total area .

W = L • Y
This width value is considerably lower than those d erived from direct estimates of either the longest flow path length or the drainage channel length. As a result, it would most likely produce a longer time to peak for the runoff hydrograph.

Slope
This is the slope of the land surface over which runoff flows and is the same for both the pervious and impervious surfaces. It is the slope of what one considers being the overland flow path or its area-weighted average if there are several paths in the sub-catchment.

Imperviousness
This is the percentage of sub-catchment area covered by impervious surfaces such as sidewalks and roadways or whatever surfaces that rainfall cannot infiltrate.

Roughness Coefficient
The roughness coefficient reflects the amount of resistance that overland flow encounters as it runs off of the sub-catchment surface.

Infiltration Model
The pre-development condition is primarily empty land with moderate vegetation cover. In the model, clay soil was used for the post-development condition and the pre-development condition for a conservative approach (yield to a higher runoff). Infiltration of rainfall from the pervious area of a sub-catchment into the unsaturated upper soil zone can be described using three different infiltration models: Horton, Green-Ampt, and Curve Number. There is no general agreement on which method of these three is the best.

The Green-Ampt method was chosen to calculate the infiltration of the pervious areas based on the availability of data for this project. It is invoked when editing the infiltration property of a sub- catchment.

Table 2.1 – Soil Infiltration Parameter

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SWMM
Parameter
Name

Unit

Range

Use in San Diego
Infiltration Method HORTON
GREEN_AMPT
CURVE_NUMBER
GREEN_AMPT
Suction Head Inches 1.93 – 12.60 presented Hydrologic Soil Group A: 1.5 (Green-Ampt) in Table A.2 of SWMM Hydrologic Soil Group B: 3.0 Manual Hydrologic Soil Group C: 6.0
Hydrologic Soil Group D: 9.0
Conductivity Inches per hour 0.01 – 4.74 presented Hydrologic Soil Group A: 0.3 (Green-Ampt) in Table A.2 of SWMM Hydrologic Soil Group B: 0.2 Manual by soil texture Hydrologic Soil Group C: 0.1
class Hydrologic Soil Group D: 0.025

0.00 – Ç0.45 presented
in Table A.3 of SWMM Note: reduce conductivity by 25% in the post-project condition when
native soils will be compacted.

Conductivity may also be reduced by
25% in the pre-development
condition model for redevelopment
areas that are currently concrete or
asphalt but must be modeled
according to their underlying soil
characteristics. For fill soils in postproject
condition, see Section G.1.4.3.

Manual by hydrologic
soil group

Initial Deficit The difference between Hydrologic Soil Group A: 0.30 (Green-Ampt) soil porosity and initial Hydrologic Soil Group B: 0.31 moisture content. Hydrologic Soil Group C: 0.32
Based on the values Hydrologic Soil Group D: 0.33 provided in Table A.2
of SWMM Manual, the Note: in long-term continuous
range for completely simulation, this value is not important dry soil would be 0.097 as the soil will reach equilibrium after to 0.375 a few storm events regardless of the
initial moisture content specified.

Groundwater yes/no yes/no NO
LID Controls Project Specific
Snow Pack Not applicable to hydromodification
Land Uses management studies
Initial Buildup
Curb Length
Source: Model BMP Design Manual San Diego Region Appendices, February 26, 2016 LID controls

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Utilizing LID controls within a SWMM project is a two-step process that:
- Creates a set of scale-independent LID controls that can be deployed throughout the study area,
- Assign any desired mix and sizing of these controls to designated sub-catchments.

The LID control type that was selected was a bio-filtration cell that contains vegetation grown in an engineered soil mixture placed above a gravel drainage bed. Bio-filtration provides storage, infiltration (depending on the soil type) and evaporation of both direct rainfall and runoff captured from surrounding areas. For this project, we do not allow infiltration to the existing/filled soil.

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SECTION III. CONTINUES SIMULATION OPTIONS

Simulation Dates
These dates determine the starting and ending dates/times of a simulation and are chosen based on the rain data availability.

Start analysis on 09/24/1964
Start Reporting on 09/24/1964
End Analysis on 05/23/2008

Time Steps
The Time Steps establish the length of the time steps used for runoff computation, routing computation and results reporting. Time steps are specified in days and hours: minutes: seconds except for flow routing which is entered as decimal seconds.

Climatology
-Evaporation Data
The available evaporation data for San Diego County is taken from Table G.1-1: Monthly Average Reference Evapotranspiration by ETo Zone for use in SWMM Models for Hydromodification Management Studies in San Diego County CIMIS Zone 6 (in/day).

January February March April May June

0.0 6 0.0 8 0.1 1 0.1 6 0.18 0.2 1
July August September October November December

0.21 0.2 0 0.16 0.12 0.08 0.06

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SECTION IV. BIO-FILTRATION AS LID CONTROL

LID controls are represented by a combination of vertical layers whose properties are defined on a per- unit-area basis. This allows an LID of the same design but differing coverage area to easily be placed within different sub-catchments of a study area. During a simulation, SWMM performs a moisture balance that keeps track of how much water moves between and is stored within each LID layer. If the bio-filtration basin is full and water is leaving the upper weir, the flow is divided in two flows: the lower flow discharging from the bottom orifice directly draining to the point of compliance and the upper flow is routed at the top of the bio-filtration basin and after routing, discharged to the point of compliance. In this project, we used 100% of the area of this specific sub-catchment for bio-filtration.

1. Surface
Storage Depth
When confining walls or berms are present, this is the maximum depth to which water can pond above the surface of the unit before overflow occurs (in inches). In this project, storage depths vary.

Vegetation Volume Fraction
It is the fraction of the volume within the storage depth that is filled with vegetation. This is the volume occupied by stems and leaves, not their surface area coverage. Normally this volume can be ignored, but may be as high as 0.1 to 0.2 for very dense vegetative growth. In this project we used 0 for the vegetation volume fraction.

Surface Roughness
Manning's n value for overland flow over a vegetative surface.

Surface Slope
Slope of porous pavement surface or vegetative swale (percent).

2. Soil
Thickness
The thickness of the soil layer in inches. We used a value of 21 inches soil thickness for a biofiltration.

The volume of pore space relative to total volume of soil (as a fraction). We designed it with a soil mix porosity of 0.40 maximum for a good percolation rate (Countywide Model BMP Table B1 – Soil Porosity Appendix A: Assumed Water Movement Hydraulics for Modeling BMPs).

Field Capacity
Volume of pore water relative to total volume after the soil has been allowed to drain fully (as a fraction). We used 0.2 for this soil. Below this level, vertical drainage of water through the soil layer does not occur. (See Table 1 – Soil Infiltration Parameter).

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Wilting Point
Volume of pore water relative to total volume for a well-dried soil where only bound water remains (as a fraction). The moisture content of the soil cannot fall below this limit. We assumed the minimum moisture content within this bio-filtration soil is 0.1.

Conductivity
Hydraulic conductivity for the fully saturated soil is 5 inches/hour. This is a design minimum value for percolation rate.

Conductivity Slope
Slope of the curve of log (conductivity) versus soil moisture content (dimensionless). Typical values range from 5 for sands to 15 for silty clay. We designed this soil to have a very good percolation rate therefore the conductivity slope is 5.

Suction Head
The average value of soil capillary suction along the wetting front (inches). This is the same parameter as used in the Green-Ampt infiltration model. Table 1 was utilized to determine the capillary of the soil mix top layer of a bio-filtration system. The suction head will be 1.5 inches.

3. Storage Layer
The Storage Layer page of the LID Control Editor describes the properties of the crushed stone or gravel layer used in bio-filtration cells as a bottom storage/drainage layer. The following data fields are displayed:

Height
this is the thickness of a gravel layer (inches). Crushed stone and gravel layers are vary ranging from 12 to 36 inches thick. A table is provided to summarize the BMP configurations.

Void Ratio
The volume of void space relative to the volume of solids in the layer. Typical values range from 0.5 to

0.75 for gravel beds. Note that porosity = void ratio / (1 + void ratio). We designed this void ratio to have a value of 0.67.

Seepage Rate
The rate at which water infiltrates into the native soil below the layer (in inches/hour). This would typically be the Saturated Hydraulic Conductivity of the surrounding sub-catchment if Green-Ampt infiltration is used. Since the liner beneath the gravel layer is proposed, the seepage rate is assumed to be 0 in/hr.

Clogging Factor
Total volume of treated runoff it takes to completely clog the bottom of the layer divided by the void volume of the layer. For south east bio-filtration, a value of 0 was used to ignore clogging since the system does NOT consider infiltration to the native soils. Clogging progressively reduces the Infiltration Rate in direct proportion to the cumulative volume of runoff treated and may only be of concern for infiltration trenches with permeable bottoms and no under drains. We assumed zero for the clogging factor since the infiltration rate is not considered.

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4. Underdrain Layer
LID storage layers can contain an optional underdrain system that collects stored water from the bottom of the layer and conveys it to a conventional storm drain. The Underdrain page of the LID Control Editor describes the properties of this system. It contains the following data entry fields:

Drain Coefficient and Drain Exponent
Coefficient C and exponent n that determines the rate of flow through the underdrain as a function of height of stored water above the drain height. The following equation is used to compute this flow rate (per unit area of the LID unit):

q = C(h-Hd) n

where q is the outflow (in/hr), h is the height of stored water (inches), and Hd is the drain height. A typical value for n would be 0.5 (making the drain act like an orifice). For this project, we use the flow coefficient as 0.435.

Drain Offset Height
Height of any underdrain piping above the bottom of a storage layer (inches). In this project, this value was set to 3 inches.

Note:
q = C(h-Hd) n
C= /g1829/g3042/g1827/g3042
/g3493/g2870/g3034
/g3002× 12 /g2868./g2873× 3600

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SECTION V. RUNNING THE SIMULATION

In general, the Run time will depend on the complexity of the watershed being modeled, the routing method used, and the size of the routing time step used. The larger the time steps, the faster the simulation, but the less detailed the results.

Model Results
SWMM’s Status Report summarizes overall results for the 41-yr simulation. The runoff continuity error is -5.11% and the flow routing continuity error is 0.00%. When a run completes successfully, the mass continuity errors for runoff, flow routing, and pollutant routing will be displayed in the Run Status window. These errors represent the percent difference between initial storage + total inflow and final storage + total outflow for the entire drainage system. If they exceed some reasonable level, such as 10 percent, then the validity of the analysis results must be questioned. The most common reasons for an excessive continuity error are computational time steps that are too long or conduits that are too short.

In addition to the system continuity error, the Status Report produced by a run will list those nodes of the drainage network that have the largest flow continuity errors. If the error for a node is excessive, then one should first consider if the node in question is of importance to the purpose of the simulation.

If it is, then further study is warranted to determine how the error might be reduced.

The SWMM program ranks the partial duration series, the exceedance frequency and the return period.

They are computed using the Weibull formula for plotting position. See the flow duration curve and peak flow frequency on the following pages.

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SECTION VI. RESULT ANALYSIS
Development of the Flow Duration Statistics
The flow duration statistics are also developed directly from the SWMM binary output file. It should be noted right from the start that the “durations” that we are talking about in this section have nothing to do with the “storm durations” presented in the peak flow statistics section. Other than using the same sequence of letters for the word, the two concepts have nothing to do with each other and the reader is cautioned not to confuse the two. The goal of the flow duration statistics is to determine, for the flow rates that fall within the hydromorphologicaly significant range, the length of time that each of those flow rates occur. Since the amount of sediment transported by a river or stream is proportional to the velocity of the water flowing and the length of time that velocity of flow acts on the sediment, knowing the velocity and length of time for each flow rate is very useful.

Methodology
The methodology for determining the flow duration curves comes from a document developed by the U.S. Geological Survey (USGS). The first stop on the journey to find this document was a link to the USGS water site (
http://www.usgs.gov/water/ ). This link is found in Appendix E (SDHMP Continuous Simulation Modeling Primer), found in the County Hydromodification Management Plan 1. On this web site a search for “Flow Duration Curves” leads to USGS Publication 1542-A, Flow-duration curves, by James K. Searcy 1959 ( http://pubs.er.usgs.gov/publication/wsp1542A ). In this publication the development of the flow duration curves is discussed in detail.

In Pub 1542-A, beginning on page 7 an example problem is used to illustrate the compilation of data used to create the flow duration plots. A completed form 9-217-c form shows the monthly tabulation of flow rates for Bowie Creek near Hattiesburg, Miss. For each flow range the number of readings is tabulated and then the total number of each flow rate is totaled for the year. It should be noted that while this example is for a stream with a minimum flow rate of 100cfs, for the purposes of run-off studies in Southern California the minimum flow rate of zero (0) cfs is the common low flow value. Once each of the year’s data has been compiled the summary numbers from each year are transferred to form 9-217-d. On this form the total number of each flow rate is again totaled and the percentage of time exceeded calculated (as will be explained later under the discussion of our calculations). Once the data has been compiled a graph of Discharge Rate vs. Percent Time Exceeded is developed. As will be explained in the next section, the use of these curves leads to the amount of time each particular flow can be expected to occur (based on historical data).

How to Read the Graphs 2
Figure 6.1 shows a flow duration curve for a hypothetical development. The three curves show what percentage of the time a range of flow rates are exceeded for three different conditions: pre-project,

1 FINAL HYDROMODIFICATION MANAGEMENT PLAN, Prepared for County of San Diego, California, March 2011, by Brown and Caldwell Engineering of San Diego.
(
http://www.projectcleanwater.org/images/stories/Docs/LDS/HMP/0311_SD_HMP_wAppendices.pdf ) 2 The graph and the explanation were taken directly from Appendix E of the Hydromodification Plan

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post-project and post-project with storm water mitigation. Under pre-project conditions the minimum geomorphically significant flow rate is 0.10cfs (assumed) and as read from the graph, flows would equal or exceed this value about 0.14% of the time (or about 12 hours per year) (0.0014 x 365days x 24 hour/day). For post-project conditions, this flow rate would occur more often – about 0.38% of the time (or about 33 hours per year) (0.0038 x 365days x 24 hour/day). This increase in the duration of the geomorphically significant flow after development illustrates why duration control is closely linked to protecting creeks from accelerated erosion.

Development of Flow Duration Curves
The first step in developing the flow duration curves is to count the number of occurrences of each flow rate. This is done by first rounding every non-zero flow value to an appropriate number of decimal places (say two places). This in effect groups each flow into closely related values or “bins” as they are referred to in publication 9-217d. Then the entire runoff record is queried for each value and the number of each value counted. The next step is to enter the results of the query into a grid patterned after form 9-217d. The data is entered in ascending order starting with the lowest flow first. The grid is composed of four columns. They are (from left to right) Discharge Rate, Number of Periods (count), Total Periods Exceeding (the total number of periods equal to or exceeding this value), and Percent Time Exceeded. Starting at the top row (row 1), the flow rate (which is often times zero) is entered with the corresponding number of times that value was found. The next column is the total number of values greater than or equal to that flow rate. For the first flow rate point, by definition all flow rate values are greater than or equal to this value, therefore the total number of runoff records of the rainfall record is entered here. The final column which is the percent of time exceeded is calculated by dividing the total Figure 6.1 Flow Duration Series Statistics for a Hypothetical Development Scenario 0 ~---~---~---~~---~---~ ,~---~---~---~
----+- lmper.i • s Flo'll' .cfs)
J ' ~ -----+-----+------,,__----+- I
------ PreJProject Floor (c ·
----- Post-Project • igatied lo'll' c
Pre-Project .2Q5
6 □ -------+------+--------,,__ ___ -+---l Pre·-Project Q %,irime Exceeded]

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periods exceeded by the total number of periods in the study. For the first row this number should be 100% 3
For the next row (row 2), the flow rate, and the flow rate count are entered. The total number of periods exceeding for row 2 is calculated by subtracting Number of Periods of row 1 from the Total Periods Exceeding of line 1. This result is entered in the Total Periods Exceeding on row 2. As was the case for line 1, the final column is calculated by dividing the total periods exceeded by the total number of periods in the study. For the second row this number should be something less than 100% and continually decrease as we move down the chart. If all the calculations are correct, then everything should zero out on the last line of the calculations.

The final step in developing the flow duration curves is to make a plot of the Discharge Rate vs. the Percent Time Exceeded. For the purposes of this report, the first value corresponding to the zero flow rate is not plotted allowing the graph to be focused on the actual flow rate values.

The Flow Duration Analysis
The Peak Flow Statistics analysis is composed of the following series of files:

1. The Flow Duration Plot

2. Comparison of the Un-Mitigated Flow Duration Curve to the Pre-Development Curve (Pass/Fail)

3. Comparison of the Mitigated Flow Duration Curve to the Pre-Development Curve (Pass/Fail)

4. The calculations for the Pre-Development flow duration curve development (USGS9217d)

5. The calculations for the Post-Development flow duration curve development (USGS9217d)

6. The calculations for the Mitigated flow duration curve development (USGS9217d)

The Flow Duration Plot
The Flow Duration Curves Plot is the plotting of all three (pre, un-mitigated and mitigated) sets of Discharge Rate vs. the Percent Time Exceeded data point pair lists. In addition to these curves horizontal lines are plotted corresponding to the Q10 and Q lf (low flow threshold) values. Within the geomorphically significant range (Q 10 – Qlf ) one can see a visual representation of the relative positions of the flow duration curves. The flow duration curves are compared in an East/West (horizontal) direction to compare post development Discharge Rates to pre-development Discharge Rates. The pre- development curve is plotted in blue, the unmitigated curve is plotted in red, and the mitigated curve is plotted in green. As long as the post development curve lies to the left of the pre-development curve (mostly 4), the project meets the peak flow hydromodification requirements.

Pass/Fail comparison of the curves
The next two sets of data are the point by point comparison of the post-development curve(s) and the pre-development curve. The Pass/Fail table is helpful in determining compliance since the plotted lines can be difficult to see at the scales suitable for use in a report. Each point on the post- development curve has a corresponding “Y” value (Flow Rate), and “X” value (% Time Exceeded). For each point on the post development curve, the “Y” value is used to interpolate the corresponding Percent Time

4 See hydromodification limits for exceedance of pre-development values

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Exceeded (X) value from the pre-development curve. Then the Post-development Percent Time Exceeded value is compared to the pre-development Percent Time Exceeded value. Based on the relative values of each point, pass/fail criteria are determined point by point.

For each set of data, the upper right hand header value shows the name of the file being displayed (ex. flowDurationPassFailMitigated.TXT). The first line of the file shows the name of the SWMM output file (*.out). The next line shows the time stamp of the SWMM file that is being analyzed. The time stamps of all of the report files should be within a minute or two of each other, otherwise there may have been tampering with the files. Each report run creates and prints all of the files and reports at one time so all the time stamps should be very close.

The first column is the zero based number of the point. The next two columns show the post development “X” and “Y” values. The next column shows the value interpolated between the two bounding points on the pre-development curve. The next three columns show the true or false values of the comparison of the two “X” values. The last column shows the resultant pass or fail status of the point. There are three ways a point can pass. They are:

1. Qpost being outside of the geomorphically significant range Q lf to Q 10

2. Qpost being less than Q pre

3. Qpost being less than 110% of the value of Q pre if the point is between Q lf and Q 10 There are two ways that a point can fail. They are:

1. Qpost being greater than 110% of Q pre if the point is between Q lf and Q 10

2. If more than 10% of the points are between 100% and 110% of Q pre for the points between Q lf and Q 10
A quick scan down the last column will quickly tell if there are any points that fail.

At the bottom of each set of data are the date stamp of the report to the left, and to the right is the page number/number of pages for the specific set of data (not the pages of the report!). Each new set of data has its own page numbering. Between the file name in the header row and the page numbering in the footer row, the engineer can readily scan the document for the data of interest.

Plan Check Suggestions
As was described under the peak flow section, is the responsibility of the reviewing agency to confirm that the data sets presented are valid results from consistent calculations, and that any and all results can be duplicated by manual methods and achieve the same results. In light of these goals, the plan checker is invited to consider the following tasks as part of the plan check process.

Compare the Data Stamps for Each of the Statistics Files Used In This Analysis.

As was described in the Peak Flows section, all report files should have time stamps that are nearly identical. If the time values are more than a few minutes apart then the potential for inconsistent results files should be investigated.

Verify the Flow Rate Counts
For each of the pre, un-mitigate and mitigated flow duration tables, a few randomly selected flow value counts should be checked against the values taken directly from the SWMM file. This can be done by

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opening the corresponding SWMM file, selecting the outfall node, selecting Report>Table>By Object, Setting the time format to Date/Time, selecting the appropriate node value, and clicking the OK button to generate a table of the date/time/Total Inflow values. Next step is to click in the left most header row of the SWMM table which will select the entire table. Now from the main menu select Edit>Copy To>Clipboard. Now open a new blank sheet in MS Excel (or suitable spread sheet program) select cell A1 and paste the results from the clipboard into the spread sheet. Now sort the values based on the Total Inflow column. This will group all the flow values together enabling the number of occurrences of each value to be counted. At this point the a few (or all) of the counts on the various USGS9217d.txt files can be verified.

Manually Verify That the Percent Exceeded Values (form USGS9217d) are Correctly Calculated The discharge rates and counts are confirmed as was described above. The top row should be the smallest runoff value (0.00cfs usually). Total Periods Exceeding of the first line should be the total number of rainfall records in the study. The percentage of Time Exceeding should be the total periods Exceeding divided by the total number of rainfall records in the study (100% for the first line). For each successive discharge rate, the total periods exceeding for the current line should be the total periods exceeding from the line above minus the number of periods from the line above. The number of periods and the number of periods exceeding should zero out at the last line.

Compare Plotted Curves to Table Data
Randomly check a few of the plotted points against the values verified above.

Verify by Observation that the plotted values of Q 10 a nd Q lf are reasonable.

Verify that the correct values for each of these return periods are plotted correctly on the graph.

Development of the Peak Flow Statistics
The peak flow statistics are developed directly from the binary output file produced by the SWMM program. The site is modeled three ways, Pre-Development, Post-Development-Unmitigated, and Post- Development-Mitigated. For each of these files a specific time period differentiating distinct storms is chosen. The SWMM results are extracted and each flow value is queried. The majority of the values for Southern California sites are zero flow. As each successive record is read, as soon as a non-zero value is read the time and flow value of that record are recorded as the beginning of an event. The first record is automatically recorded as the “tentative” peak value. As each successive non-zero value is read and the successive flow value is compared to the peak value and the greater value is retained as the peak value of the storm. As soon as a successive number of zero values equal to the predetermined storm separation value, then the time value of the last non-zero value is recorded as the end of the storm, the duration of the storm is the difference between the end time and the start time, and the peak value is recorded as the highest flow value between the start and end times.

Once the entire SWMM output file is read all of the distinct storm events will have been recorded in a special list. The storms will be in the order of their occurrence. To develop the peak flow statistics table the first step is to sort the storms in descending order of the peak flow value. Once the list is sorted then the relative rank of each storm is assigned with the highest ranking storm being the storm with the highest peak flow. There are several methods that can be used to determine which storm should be ranked above another equally valued storm. For the purposes of these studies an Ordinal ranking is used so that each storm has a unique rank number. Where two or more storms have equal flow values, the earlier storm is assigned the higher rank. This is done consistently throughout the storm record.

23 | P age

Since we are only looking at peak flow statistics, it is assumed that the relative ranking of individual (but equal) storms is irrelevant to the calculations.

The exceedance frequency and return period are both computed using the Weibull formula for plotting position. Therefore, for a specific event the exceedance frequency F and the return period in years T are calculated using the following equations 5:

F=m/(n R+1) and T=n+1/m
where m is the event’s rank, n R is the total number of events and n is the number of years under analysis.

Once the Peak flow statistics table is complete, a plot of Return Frequency vs. peak flow is created. All three conditions (pre, post and mitigated) are plotted on the same plot.

The Peak Flow Statistics Analysis
The Peak Flow Statistics analysis is composed of the following series of files:

1. The Peak Flow Frequency Plot

2. The Comparison of the Un-Mitigated Peak Flow Curve to the Pre-Development Curve (Pass/Fail)

3. The Comparison of the Mitigated Conditions Curve to the Pre-Development Curve (Pass/Fail)

4. The Peak Flow Statistics Calculation for the Pre-Development Curve.

5. The Peak Flow Statistics Calculation for the Un-Mitigated Curve.

6. The Peak Flow Statistics Calculation for the Mitigated Curve.

The Peak Flow Frequency Plot
The Peak Flow Frequency Curves are the plotting of all three (Pre, Un-Mitigated and Mitigated) sets of return Period vs peak flow data point pair lists. In addition to these curves horizontal lines are plotted corresponding to the Q 10 , Q 5, Q2 and Q lf (low flow threshold) values. Within the geomorphically significant range (Q 10 – Qlf ) one can see a visual representation of the relative positions of the peak flow curves. The peak flow curves are compared in a North/South (vertical) direction to compare post development peak flows to pre-development flows. The Pre-Development curve is plotted in blue, the unmitigated curve is plotted in red, and the mitigated curve is plotted in green. As long as the post development curve lies below the pre-development curve (mostly 6), the project meets the peak flow hydromodification requirements.

Pass/Fail comparison of the curves
The next two sets of data are the point by point comparison of the post-development curve(s) and the pre-development curve. The Pass/Fail table is helpful in determining compliance since the plotted lines can be difficult to see at the scales suitable for use in a report. Each point on the post- development curve has a corresponding “X” value (Recurrence Interval), and “Y” value (Peak Flow). For each point on the post development curve, the “X” value is used to interpolate the corresponding peak flow value from the pre-development curve. Then the Post-development peak flow value is compared to the pre- development peak flow value. Based on the relative values of each point, pass/fail criteria are determined point by point.

5 Pg 169-170 STORM WATER MANAGEMENT MODEL APPLICATIONS MANUAL, EPA/600/R-09/000 July 2009 6 See hydromodification limits for exceedance of pre-development values

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For each set of data, the upper right hand header value shows the name of the file being displayed (ex. peakFlowPassFailMitigated.TXT). The first line of the file also shows this value. The next line shows the time stamp of the file that is being analyzed. The time stamps of all of the report files should be within a minute or two of each other, otherwise there may have been tampering with the files. Each report run creates and prints all of the files and reports at one time so all the time stamps should be very close. It should be noted that the SWMM.out files will not have related time stamps since each file is developed independently.

The first column is the zero based number of the point. The next two columns show the post development “X” and “Y” values. The next column shows the value interpolated between the two bounding points on the pre-development curve. The next three columns show the true or false values of the comparison of the two “Y” values. The last column shows the resultant pass or fail status of the point. There are three ways a point can pass. They are:

1. Point is outside of the geomorphically significant range Q 10 – Qlf

2. Qpost being less than Q pre

3. Qpost being less than 110% of the value of Q pre if the point is between Q 5 and Q 10 7

There are four ways that a point can fail. They are:

1. Qpost being greater than Q pre if the point is between Q lf and Q 5

2. Qpost being greater than 110% of Q pre if the point is between Q lf and Q 10

3. If more than 10% of the points are between 100% and 110% of Q pre for the points between Q 5 and Q 10

4. If the frequency interval for points > 100% of Q pre is greater than 1 year for the points between Q5 and Q 10
A quick scan down the last column will quickly tell if there are any points that fail.

At the bottom of each set of data are the date stamp of the report to the left, and to the right is the page number/number of pages for the specific set of data (not the pages of the report!). Each new set of data has its own page numbering. Between the file name in the header row and the page numbering in the footer row, the engineer can readily scan the document for the data of interest.

The Peak Flow Statistics Calculations
There are three sets of data for the Peak Flow Statistics calculations (Pre-Development, Un-Mitigated, and Mitigated). As was the case for the pass/fail data, the upper right hand corner of each sheet has the file name. The first row of the data is the SWMM file name. The second row is the SWMM file time stamp of the file being analyzed. The 4 th , 5 th , and 6 th rows are the calculated values for Q 10 , Q 5, and Q 2.

These values are derived by linear interpolation between the nearest bounding points in the listing.

While the relationship between the points in the peak flow analysis is not technically a linear relationship, the error introduced in using linear interpolation between such relatively close data points is assumed to be irrelevant. Finally, the footer row shows the report time and the page/number of pages of the data set.

As was previously discussed, each storm listed was determined by reading the flow values directly from the binary output file from the SWMM program. The storms were then sorted in descending order of

7 See section on how a point can fail point number 3 hereon

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peak flow values. Then each storm was assigned a unique rank, then the Frequency and Return Period were calculated using Weibull formulas. Every discharge value for the entire rainfall record is listed in each of these lists. It should be noted that the derivation of these peak flow statistics values use full precision (i.e. no rounding off) of the SWMM output values. Since the precision of the calculations may not be the same as the SWMM program uses, and also the assignment of rank to values of equal peak flow value may differ slightly from the way SWMM calculates the tables, minor variances in the data values and/or the order of storms can be expected.

Finally, as was previously stated, the values of the Return Period were plotted vs. the peak flow values to develop the peak flow frequency curves.

Plan Check Suggestions
As is the responsibility of the reviewing agency, any and all methods should be considered to verify that the SWMM analysis adequately models the site as far as hydrologic discharge is concerned, and that the data sets presented are valid results from consistent calculations, and that any and all results can be duplicated by manual methods and achieve the same results. In light of these goals, the plan checker is invited to consider the following tasks as part of the plan check process.

Compare the Data Stamps for Each of the Statistics Files Used In This Analysis.

For each set of calculations and report files, the first step of the process is to list out all the files in the report folder and delete those files. The very first step leaves the reports folder completely empty.

Then as each successive step is performed, the results file is placed in the reports folder. Once all of the results files are complete, then the report file is compiled using the data directly from the files placed in the results folder. This means that the time stamps on each of the report files in the report should be within a minute or two depending on the speed of the computer. If the time values are more than a few minutes apart then the potential for inconsistent results files should be investigated.

Verify A Few Random Storm Statistics
For each of the Pre, Un-mitigate and Mitigated peak flow statics tables, a few randomly selected storms should be checked against the values taken directly from the SWMM file. This can be done by opening the corresponding SWMM file, selecting the outfall node, selecting Report>Table>By Object, Setting the time format to Date/Time, selecting the appropriate node value, and clicking the OK button to generate a table of the date/time/Total Inflow values. Now scroll down the list to the start date and time of the randomly selected storm. Verify that the start date, end date, and the highest flow value between the start and end date correspond to the values shown in the statistics table. Do this for a few storm to verify that the data corresponds to the SWMM output file. Verify by hand a few of the frequency and return period values.

Compare Plotted Curves to Table Data
Randomly check a few of the plotted points against the values found in the Peak Flow Frequency Tables.

Verify by Observation that the values of Q 10 , Q 5, Q 2 and Q lf are reasonable.

For each value shown on the reports, verify that the value shown for say Q10 is in between the next higher return period and the next lower period. Also verify that the correct values for each of these return periods are plotted correctly on the peak flow frequency graph.

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Manually Verify That the Pass Fail Table Is Correctly Calculated Select at random several points on each of the pass/fail tables to verify that the values for post X/Y and interpolated Y look reasonable. Also check that the various test results are shown accurately in the chart and also the final pass/fail result looks accurate.

Drawdown Time of Bio-filtration Surface Ponding
The drawdown time for hydromodification flow control facilities was calculated using the attached draw down calculations included in the SWMM Report
VII. SUMMARY AND CONCLUSION
Hydromodification calculations were performed utilizing continuous simulation to size storm water control facilities. SWMM (Storm Water Management Model) version 5.0 distributed by USEPA was used to generate computed peak flow recurrence and flow duration series statistics.

There are several tributary areas planned for industrial use and treated by 2 biofiltration BMPS on South Pacific labeled as BMP-A and BMP-B (Best Management Practices) with a total tributary area of approximately 2.96 acres. The areas were grouped based on its outfall and were analyzed for pre- development and mitigated post-development conditions.

The analyzed SWMM runs attached show that the proposed bio-filtration facilities provided with variety of orifice flow control at the base of the gravel storage configured as shown in Figure 1 is in compliance with the HMP and BMP Manual.

South Pacific
On POC-1, The flow duration curve on the following page shows the existing condition 4.3 hours (0.049%×365days×24 hour/day = 4.3 hours).

With the proposed square footage of LID areas and orifices acting as the low flow restrictor configured as shown in Figure 1 the duration of the flow is 4.2 hours (0.048%×365days×24 hour/day =4.2 hours).

This flow duration is lower than the existing condition.

Therefore, this study has demonstrated that the proposed optimized bio-filtration basin is sufficient to meet the current HMP and BMP criteria (See Table 6.1).

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(Table 6.1) (Flow Duration Curves)

ON FOLLOWING PAGES

Excel Engineering

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/uni0031/uni002E/uni0034
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/uni0031/uni002E/uni0038
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SECTION VII. SUMMARY AND CONCLUSION

INP and RPT FILES
PRE
1 [TITLE]
2 ;;Project Title/Notes
3 4 [OPTIONS]
5 ;;Option Value
6 FLOW_UNITS CFS
7 INFILTRATION GREEN_AMPT
8 FLOW_ROUTING KINWAVE
9 LINK_OFFSETS DEPTH
10 MIN_SLOPE 0
11 ALLOW_PONDING NO
12 SKIP_STEADY_STATE NO
13 14 START_DATE 09/24/1964
15 START_TIME 00:00:00
16 REPORT_START_DATE 09/24/1964
17 REPORT_START_TIME 00:00:00
18 END_DATE 05/23/2008
19 END_TIME 06:00:00
20 SWEEP_START 01/01
21 SWEEP_END 12/31
22 DRY_DAYS 0
23 REPORT_STEP 01:00:00
24 WET_STEP 01:00:00
25 DRY_STEP 01:00:00
26 ROUTING_STEP 0:00:30
27 RULE_STEP 01:00:00
28 29 INERTIAL_DAMPING PARTIAL
30 NORMAL_FLOW_LIMITED BOTH
31 FORCE_MAIN_EQUATION H-W
32 VARIABLE_STEP 0.75
33 LENGTHENING_STEP 0
34 MIN_SURFAREA 12.566
35 MAX_TRIALS 8
36 HEAD_TOLERANCE 0.005
37 SYS_FLOW_TOL 5
38 LAT_FLOW_TOL 5
39 MINIMUM_STEP 0.5
40 THREADS 1
41 42 [EVAPORATION]
43 ;;Data Source Parameters
44 ;;-------------- ----------------
45 MONTHLY 0.06 0.08 0.11 0.16 0.18 0.21 0.21 0.2

0.16 0.12 0.08 0.06
46 DRY_ONLY NO
47 48 [RAINGAGES]
49 ;;Name Format Interval SCF Source
50 ;;-------------- --------- ------ ------ ---------- 51 Escondido INTENSITY 1:00 1.0 TIMESERIES Escondido 52 53 [SUBCATCHMENTS]
54 ;;Name Rain Gage Outlet Are a %Imperv Width %Slope CurbLen SnowPack
55 ;;-------------- ---------------- ---------------- --- ----- -------- -------- -------- -------- ----------------
56 DMA-1 Escondido POC 2.8 82096648 0 440 2.18 0
57 DMA-2 Escondido POC 0.0 78803306 0 28 0.5 0
58 59 [SUBAREAS]
60 ;;Subcatchment N-Imperv N-Perv S-Imperv S-Per v PctZero RouteTo PctRouted
61 ;;-------------- ---------- ---------- ---------- ----- ----- ---------- ---------- ----------
62 DMA-1 0.012 0.15 0.05 0.1 25 21088-South Pacific Street Pre Development
Hydromodification .inp File
OUTLET
63 DMA-2 0.012 0.15 0.05 0.1 25 OUTLET
64 65 [INFILTRATION]
66 ;;Subcatchment Param1 Param2 Param3 Param 4 Param5 67 ;;-------------- ---------- ---------- ---------- ----- ----- ---------- 68 DMA-1 9 0.025 0.33
69 DMA-2 9 0.025 0.33
70 71 [OUTFALLS]
72 ;;Name Elevation Type Stage Data Gated Route To
73 ;;-------------- ---------- ---------- --------------- - -------- ----------------
74 POC 0 FREE
NO
75 76 [TIMESERIES]
77 ;;Name Date Time Value
78 ;;-------------- ---------- ---------- ----------
79 Escondido FILE "R:\_Storm\HydMOD\Rain gauge Da ta\Escondido\Escondido.prn" 80 81 [REPORT]
82 ;;Reporting Options
83 SUBCATCHMENTS ALL
84 NODES ALL
85 LINKS ALL
86 87 [TAGS]
88 89 [MAP]
90 DIMENSIONS -2727.273 0.000 12727.273 10000.000
91 Units None
92 93 [COORDINATES]
94 ;;Node X-Coord Y-Coord
95 ;;-------------- ------------------ ----------------- - 96 POC 4822.310 2013.820
97 98 [VERTICES]
99 ;;Link X-Coord Y-Coord
100 ;;-------------- ------------------ ----------------- - 101
102 [Polygons]
103 ;;Subcatchment X-Coord Y-Coord
104 ;;-------------- ------------------ ----------------- - 105 DMA-1 2394.917 5366.569
106 DMA-2 5661.402 2517.275
107
108 [SYMBOLS]
109 ;;Gage X-Coord Y-Coord
110 ;;-------------- ------------------ ----------------- - 111 Escondido 1229.023 7778.875
112
113
114 [BACKDROP]
115 FILE "V:\21\21088\Engineering\PrelimGP\Storm\W orking Files\Hydmod\21088-Pre-HMD-EXCEL.jpg"
116 DIMENSIONS -2727.273 0.000 12727.273 10000.000
117
1 2 EPA STORM WATER MANAGEMENT MODEL - VERSION 5.2 (Build 5.2.0) 3 ------------------------------------------------------------ 4 5
6 ****************
7 Analysis Options
8 ****************
9 Flow Units ............... CFS
10 Process Models:
11 Rainfall/Runoff ........ YES
12 RDII ................... NO
13 Snowmelt ............... NO
14 Groundwater ............ NO
15 Flow Routing ........... NO
16 Water Quality .......... NO
17 Infiltration Method ...... GREEN_AMPT
18 Starting Date ............ 09/24/1964 00:00:00
19 Ending Date .............. 05/23/2008 06:00:00
20 Antecedent Dry Days ...... 0.0
21 Report Time Step ......... 01:00:00
22 Wet Time Step ............ 01:00:00
23 Dry Time Step ............ 01:00:00
24 25
26 ************************** Volume Depth 27 Runoff Quantity Continuity acre-feet inches 28 ************************** --------- ------- 29 Total Precipitation ...... 150.749 610.960 30 Evaporation Loss ......... 4.459 18.072 31 Infiltration Loss ........ 116.467 472.021 32 Surface Runoff ........... 34.077 138.108 33 Final Storage ............ 0.000 0.000 34 Continuity Error (%) ..... -2.822
35 36
37 ************************** Volume Volume 38 Flow Routing Continuity acre-feet 10^6 gal 39 ************************** --------- --------- 40 Dry Weather Inflow ....... 0.000 0.000 41 Wet Weather Inflow ....... 34.077 11.104 42 Groundwater Inflow ....... 0.000 0.000 43 RDII Inflow .............. 0.000 0.000 44 External Inflow .......... 0.000 0.000 45 External Outflow ......... 34.077 11.104 46 Flooding Loss ............ 0.000 0.000 47 Evaporation Loss ......... 0.000 0.000 48 Exfiltration Loss ........ 0.000 0.000 49 Initial Stored Volume .... 0.000 0.000 50 Final Stored Volume ...... 0.000 0.000 51 Continuity Error (%) ..... 0.000
52 53
54 ***************************
55 Subcatchment Runoff Summary
56 ***************************
57 58
--------------------------------------------------------------------------------------- ---------------------------------------
59 Total Total Total Total Imperv Perv Total Total Peak Runoff
60 Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff
61 Subcatchment in in in in in in in 10^6 gal CFS
62 --------------------------------------------------------------------------------------- ---------------------------------------
21088-South Pacific
Street Pre Development
Hydromodification .rpt
File
63 DMA-1 610.96 0.00 18.08 472.00 0.00 138.10 138.10 10.81 2.25 0.226
64 DMA-2 610.96 0.00 17.80 472.77 0.00 138.53 138.53 0.30 0.06 0.227
65 66
67 Analysis begun on: Thu Jun 2 13:14:07 2022
68 Analysis ended on: Thu Jun 2 13:14:45 2022
69 Total elapsed time: 00:00:38
POST
1 [TITLE]
2 ;;Project Title/Notes
3 4 [OPTIONS]
5 ;;Option Value
6 FLOW_UNITS CFS
7 INFILTRATION GREEN_AMPT
8 FLOW_ROUTING KINWAVE
9 LINK_OFFSETS DEPTH
10 MIN_SLOPE 0
11 ALLOW_PONDING NO
12 SKIP_STEADY_STATE NO
13 14 START_DATE 09/24/1964
15 START_TIME 00:00:00
16 REPORT_START_DATE 09/24/1964
17 REPORT_START_TIME 00:00:00
18 END_DATE 05/23/2008
19 END_TIME 06:00:00
20 SWEEP_START 01/01
21 SWEEP_END 12/31
22 DRY_DAYS 0
23 REPORT_STEP 01:00:00
24 WET_STEP 00:15:00
25 DRY_STEP 24:00:00
26 ROUTING_STEP 0:00:15
27 RULE_STEP 01:00:00
28 29 INERTIAL_DAMPING PARTIAL
30 NORMAL_FLOW_LIMITED BOTH
31 FORCE_MAIN_EQUATION H-W
32 VARIABLE_STEP 0.75
33 LENGTHENING_STEP 0
34 MIN_SURFAREA 12.566
35 MAX_TRIALS 8
36 HEAD_TOLERANCE 0.005
37 SYS_FLOW_TOL 5
38 LAT_FLOW_TOL 5
39 MINIMUM_STEP 0.5
40 THREADS 1
41 42 [EVAPORATION]
43 ;;Data Source Parameters
44 ;;-------------- ----------------
45 MONTHLY 0.06 0.08 0.11 0.16 0.18 0.21 0.21 0.2

0.16 0.12 0.08 0.06
46 DRY_ONLY NO
47 48 [RAINGAGES]
49 ;;Name Format Interval SCF Source
50 ;;-------------- --------- ------ ------ ---------- 51 Escondido INTENSITY 1:00 1.0 FILE
"R:\_Storm\HydMOD\Rain gauge Data\Escondido\Escondido ALERT Station.dat" Escondido IN
52 53 [SUBCATCHMENTS]
54 ;;Name Rain Gage Outlet Are a %Imperv Width %Slope CurbLen SnowPack
55 ;;-------------- ---------------- ---------------- --- ----- -------- -------- -------- -------- ----------------
56 DMA-1.3 Escondido BMP-A 0.4 81809504 88 85 0.5 0
57 BMP-A Escondido sto 0.0 65798301 0

17.7 0 0
58 DMA-2 Escondido BMP-B 0.4 51782553 84 92 0.5 0
59 BMP-B Escondido STO 0.0 22116621 0

18.2 0 0
60 DMA-4 Escondido POC 0.0 78803306 73 21088-South Pacific Street Post Development
Hydromodification .inp File
28 0.5 0
61 DMA-3 Escondido MWS 0.4 97233838 67 80 0.5 0
62 DMA-1.4 Escondido BMP-A 0.4 51386961 92 90 0.5 0
63 DMA-1.2 Escondido BMP-A 0.3 49646786 79 55 0.5 0
64 DMA-1.1 Escondido DMA-2 0.4 73020179 93 92 0.5 0
65 DMA-5 Escondido POC 0.0 52169949 0 645 50 0
66 DMA-6 Escondido POC 0.0 37131956 0 645 50 0
67 68 [SUBAREAS]
69 ;;Subcatchment N-Imperv N-Perv S-Imperv S-Per v PctZero RouteTo PctRouted
70 ;;-------------- ---------- ---------- ---------- ----- ----- ---------- ---------- ----------
71 DMA-1.3 0.012 0.15 0.05 0.1 25 OUTLET
72 BMP-A 0.012 0.15 0.05 0.1 25 OUTLET
73 DMA-2 0.012 0.15 0.05 0.1 25 OUTLET
74 BMP-B 0.012 0.15 0.05 0.1 25 OUTLET
75 DMA-4 0.012 0.15 0.05 0.1 25 PERVIOUS 100
76 DMA-3 0.012 0.15 0.05 0.1 25 OUTLET
77 DMA-1.4 0.012 0.15 0.05 0.1 25 OUTLET
78 DMA-1.2 0.012 0.15 0.05 0.1 25 OUTLET
79 DMA-1.1 0.012 0.15 0.05 0.1 25 OUTLET
80 DMA-5 0.012 0.15 0.05 0.1 25 OUTLET
81 DMA-6 0.012 0.15 0.05 0.1 25 OUTLET
82 83 [INFILTRATION]
84 ;;Subcatchment Param1 Param2 Param3 Param 4 Param5 85 ;;-------------- ---------- ---------- ---------- ----- ----- ---------- 86 DMA-1.3 9 0.01875 0.33
87 BMP-A 9 0.01875 0.33
88 DMA-2 9 0.01875 0.33
89 BMP-B 9 0.01875 0.33
90 DMA-4 6 0.01875 0.33
91 DMA-3 9 0.01875 0.33
92 DMA-1.4 3.5 0.5 0.25
93 DMA-1.2 3.5 0.5 0.25
94 DMA-1.1 3.5 0.5 0.25
95 DMA-5 9 0.025 0.33
96 DMA-6 9 0.025 0.33
97 98 [LID_CONTROLS]
99 ;;Name Type/Layer Parameters
100 ;;-------------- ---------- ----------
101 BMP-A BC
102 BMP-A SURFACE 0.1 0.0 0.1 1.0 5 103 BMP-A SOIL 21 0.4 0.2 0.1 5 5 1.5
104 BMP-A STORAGE 15 0.67 0 0 NO
105 BMP-A DRAIN 0.435359717 0.5 3 6 0 0
106
107 BMP-B BC
108 BMP-B SURFACE 0.1 0.0 0 0 5 109 BMP-B SOIL 21 0.4 0.2 0.1 5 5 1.5
110 BMP-B STORAGE 15 0.67 0 0 NO
111 BMP-B DRAIN 1.273334039 0.5 3 6 0 0
112
113 [LID_USAGE]
114 ;;Subcatchment LID Process Number Area Wi dth InitSat FromImp ToPerv RptFile DrainTo FromPerv 115 ;;-------------- ---------------- ------- ---------- -- -------- ---------- ---------- ---------- ------------------------ ------- --------- ---------- 116 BMP-A BMP-A 1 2866.17 0 0 0 0 * sto 0 117 BMP-B BMP-B 1 963.40 0 0 0 0 * STO 0 118
119 [OUTFALLS]
120 ;;Name Elevation Type Stage Data Gated Route To
121 ;;-------------- ---------- ---------- --------------- - -------- ----------------
122 POC 0 FREE
NO
123
124 [DIVIDERS]
125 ;;Name Elevation Diverted Link Type Parameters 126 ;;-------------- ---------- ---------------- --------- - ---------- 127 MWS 0 MWS-Overflow CUTOFF 0.3695 0 0 0 0
128
129 [STORAGE]
130 ;;Name Elev. MaxDepth InitDepth Shape Curve Type/Params SurDepth Fevap Psi Ksat IMD 131 ;;-------------- -------- ---------- ----------- ------ ---- ---------------------------- --------- -------- ------ -- -------- 132 STO 525.17 3 0 TABULAR STO 0 0
133
134 [CONDUITS]
135 ;;Name From Node To Node Len gth Roughness InOffset OutOffset InitFlow MaxFlow
136 ;;-------------- ---------------- ---------------- --- ------- ---------- ---------- ---------- ---------- ----------
137 Const-Flow MWS POC 1 0.01 0 0 0 0
138 MWS-Overflow MWS POC 1 0.01 0 0 0 0
139
140 [ORIFICES]
141 ;;Name From Node To Node Typ e Offset Qcoeff Gated CloseTime
142 ;;-------------- ---------------- ---------------- --- --------- ---------- ---------- -------- ----------
143 Orifice-B STO POC SID E 0

0.61 NO 0
144 Orifice-C STO POC SID E 0.53

0.61 NO 0
145
146 [WEIRS]
147 ;;Name From Node To Node Typ e CrestHt Qcoeff Gated EndCon EndCoeff Surcharge RoadW idth RoadSurf Coeff. Curve
148 ;;-------------- ---------------- ---------------- --- --------- ---------- ---------- -------- -------- ---------- ---------- ----- ----- ---------- ----------------
149 Weir-B STO POC SID EFLOW 3.83

3.33 NO 0 0 YES
150 Weir-C STO POC SID EFLOW 3.33

3.33 NO 0 0 YES
151
152 [XSECTIONS]
153 ;;Link Shape Geom1 Geom2 Geom3 Geom4 Barrels Culvert
154 ;;-------------- ------------ ---------------- ------- --- ---------- ---------- ---------- ----------
155 Const-Flow DUMMY 0 0 0 0 1
156 MWS-Overflow DUMMY 0 0 0 0 1
157 Orifice-B CIRCULAR 0.1667 0 0 0 158 Orifice-C RECT_CLOSED 0.5 0.5 0 0 159 Weir-B RECT_OPEN 1.17 4 0 0 160 Weir-C RECT_OPEN 0.5 0.3 0 0 161
162 [CURVES]
163 ;;Name Type X-Value Y-Value
164 ;;-------------- ---------- ---------- ---------- 165 STO Storage 0 0
166 STO 0.4 2000
167 STO 0.8 1460
168 STO 1.2 2755
169 STO 1.6 1890
170 STO 2 2960
171 STO 2.4 1890
172 STO 2.8 2750
173 STO 3.2 1465
174 STO 3.6 2000
175 STO 4 10
176
177 [REPORT]
178 ;;Reporting Options
179 SUBCATCHMENTS ALL
180 NODES ALL
181 LINKS ALL
182
183 [TAGS]
184
185 [MAP]
186 DIMENSIONS -2727.273 0.000 12727.273 10000.000
187 Units None
188
189 [COORDINATES]
190 ;;Node X-Coord Y-Coord
191 ;;-------------- ------------------ ----------------- - 192 POC 5000.000 2309.970
193 MWS 2642.688 2789.149
194 STO 5153.428 4943.305
195
196 [VERTICES]
197 ;;Link X-Coord Y-Coord
198 ;;-------------- ------------------ ----------------- - 199 Const-Flow 3116.505 2154.136
200 Const-Flow 4161.832 2163.906
201 MWS-Overflow 3092.081 1968.518
202 MWS-Overflow 4239.988 1988.056
203 Orifice-B 5207.160 4728.378
204 Orifice-B 5212.045 3292.274
205 Orifice-C 5402.548 4723.493
206 Orifice-C 5422.087 3609.780
207 Weir-B 4899.423 4679.531
208 Weir-B 4904.308 3077.346
209 Weir-C 5065.503 4708.839
210 Weir-C 5031.310 3350.890
211
212 [Polygons]
213 ;;Subcatchment X-Coord Y-Coord
214 ;;-------------- ------------------ ----------------- - 215 DMA-1.3 2660.415 5695.953
216 BMP-A 5503.455 5715.696
217 DMA-2 2699.901 3593.287
218 BMP-B 5533.070 3346.496
219 DMA-4 5848.963 2704.837
220 DMA-3 992.103 2783.810
221 DMA-1.4 2936.821 4639.684
222 DMA-1.2 2121.212 6832.845
223 DMA-1.1 1248.766 5814.413
224 DMA-5 5014.663 7174.976
225 DMA-6 6060.606 5034.213
226
227 [SYMBOLS]
228 ;;Gage X-Coord Y-Coord
229 ;;-------------- ------------------ ----------------- - 230 Escondido 1229.023 7778.875
231
232
233 [BACKDROP]
234 FILE "V:\21\21088\Engineering\PrelimGP\Storm\W orking Files\Hydmod\21088-Post-HMD-EXCEL.jpg"
235 DIMENSIONS -2727.273 0.000 12727.273 10000.000
236
1 2 EPA STORM WATER MANAGEMENT MODEL - VERSION 5.2 (Build 5.2.0) 3 ------------------------------------------------------------ 4 5 WARNING 04: minimum elevation drop used for Conduit Const-Flow 6 WARNING 04: minimum elevation drop used for Conduit MWS-Overflow 7 8 ****************
9 Analysis Options
10 ****************
11 Flow Units ............... CFS
12 Process Models:
13 Rainfall/Runoff ........ YES
14 RDII ................... NO
15 Snowmelt ............... NO
16 Groundwater ............ NO
17 Flow Routing ........... YES
18 Ponding Allowed ........ NO
19 Water Quality .......... NO
20 Infiltration Method ...... GREEN_AMPT
21 Flow Routing Method ...... KINWAVE
22 Starting Date ............ 09/24/1964 00:00:00
23 Ending Date .............. 05/23/2008 06:00:00
24 Antecedent Dry Days ...... 0.0
25 Report Time Step ......... 01:00:00
26 Wet Time Step ............ 00:15:00
27 Dry Time Step ............ 00:00:00
28 Routing Time Step ........ 15.00 sec
29 30
31 *********************
32 Rainfall File Summary
33 *********************
34 Station First Last Recording Periods Periods Periods 35 ID Date Date Frequency w/Precip Missing Malfunc. 36 ------------------------------------------------------------------------------- 37 Escondido 09/24/1964 05/23/2008 60 min 7025 0 0 38 39
40 41 ************************** Volume Depth 42 Runoff Quantity Continuity acre-feet inches 43 ************************** --------- ------- 44 Initial LID Storage ...... 0.015 0.062 45 Total Precipitation ...... 150.749 610.960 46 Evaporation Loss ......... 24.394 98.865 47 Infiltration Loss ........ 22.848 92.600 48 Surface Runoff ........... 31.317 126.923 49 LID Drainage ............. 73.672 298.580 50 Final Storage ............ 0.020 0.080 51 Continuity Error (%) ..... -0.986
52 53
54 ************************** Volume Volume 55 Flow Routing Continuity acre-feet 10^6 gal 56 ************************** --------- --------- 57 Dry Weather Inflow ....... 0.000 0.000 58 Wet Weather Inflow ....... 104.989 34.212 59 Groundwater Inflow ....... 0.000 0.000 60 RDII Inflow .............. 0.000 0.000 61 External Inflow .......... 0.000 0.000 62 External Outflow ......... 104.989 34.212 63 Flooding Loss ............ 0.000 0.000 64 Evaporation Loss ......... 0.000 0.000 65 Exfiltration Loss ........ 0.000 0.000 66 Initial Stored Volume .... 0.000 0.000 67 Final Stored Volume ...... 0.000 0.000 68 Continuity Error (%) ..... 0.000
69 21088-South Pacific
Street Post Development
Hydromodification .rpt
File
70 71 ********************************
72 Highest Flow Instability Indexes
73 ********************************
74 All links are stable.
75 76
77 *************************
78 Routing Time Step Summary
79 *************************
80 Minimum Time Step : 15.00 sec
81 Average Time Step : 15.00 sec
82 Maximum Time Step : 15.00 sec
83 % of Time in Steady State : 0.00
84 Average Iterations per Step : 1.00
85 % of Steps Not Converging : 0.00
86 87
88 ***************************
89 Subcatchment Runoff Summary
90 ***************************
91 92
--------------------------------------------------------------------------------------- ---------------------------------------
93 Total Total Total Total Imperv Perv Total Total Peak Runoff
94 Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff
95 Subcatchment in in in in in in in 10^6 gal CFS
96 --------------------------------------------------------------------------------------- ---------------------------------------
97 DMA-1.3 610.96 0.00 81.51 50.80 464.31

20.27 484.58 6.34 0.41 0.793
98 BMP-A 610.96 9097.98 828.42 0.00 0.00

0.00 8879.87 15.87 1.07 0.915
99 DMA-2 610.96 514.15 83.07 86.96 873.56

88.77 962.33 11.81 0.77 0.855
100 BMP-B 610.96 19657.86 884.56 0.00 0.00

0.00 19383.19 11.64 0.77 0.956
101 DMA-4 610.96 0.00 74.75 152.75 389.94 394.92 394.92 0.85 0.07 0.646
102 DMA-3 610.96 0.00 67.11 142.42 354.49

52.31 406.80 5.49 0.41 0.666
103 DMA-1.4 610.96 0.00 82.03 48.83 486.00

0.06 486.06 5.96 0.36 0.796
104 DMA-1.2 610.96 0.00 70.78 128.21 416.77

0.10 416.87 3.96 0.25 0.682
105 DMA-1.1 610.96 0.00 83.08 42.72 491.01

0.05 491.06 6.31 0.39 0.804
106 DMA-5 610.96 0.00 17.12 453.33 0.00 151.23 151.23 0.21 0.04 0.248
107 DMA-6 610.96 0.00 17.10 453.40 0.00 151.25 151.25 0.15 0.03 0.248
108
109
110 ***********************
111 LID Performance Summary
112 ***********************
113
114
--------------------------------------------------------------------------------------- -----------------------------
115 Total Evap Infil Surface Drain Initial Final Continuity
116 Inflow Loss Loss Outflow Outflow Storage Storage Error
117 Subcatchment LID Control in in in in in in in %
118
--------------------------------------------------------------------------------------- -----------------------------
119 BMP-A BMP-A 9708.94 828.45 0.00 690.29 8189.92 2.10 2.58 -0.00
120 BMP-B BMP-B 20268.82 884.59 0.00 3775.06 15608.84 2.10 3.04 -0.00
121
122 ******************
123 Node Depth Summary
124 ******************
125
126 --------------------------------------------------------------------------------- 127 Average Maximum Maximum Time of Max Reported 128 Depth Depth HGL Occurrence Max Depth 129 Node Type Feet Feet Feet days hr:min Feet 130 --------------------------------------------------------------------------------- 131 POC OUTFALL 0.00 0.00 0.00 0 00:00 0.00 132 MWS DIVIDER 0.00 0.00 0.00 0 00:00 0.00 133 STO STORAGE 0.01 1.83 527.00 10332 17:21 1.62 134
135
136 *******************
137 Node Inflow Summary
138 *******************
139
140
--------------------------------------------------------------------------------------- ----------
141 Maximum Maximum Lateral Total Flow
142 Lateral Total Time of Max Inflow Inflow Balance
143 Inflow Inflow Occurrence Volume Volume Error
144 Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent
145
--------------------------------------------------------------------------------------- ----------
146 POC OUTFALL 0.14 1.78 10332 17:00 1.21

34.2 0.000
147 MWS DIVIDER 0.41 0.41 10332 17:00 5.49

5.49 0.000
148 STO STORAGE 1.85 1.85 10332 17:00 27.5

27.5 0.000
149
150
151 *********************
152 Node Flooding Summary
153 *********************
154
155 No nodes were flooded.
156
157
158 **********************
159 Storage Volume Summary
160 **********************
161
162
--------------------------------------------------------------------------------------- -----------
163 Average Avg Evap Exfil Maximum Max Time of Max Maximum
164 Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow
165 Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS
166
--------------------------------------------------------------------------------------- -----------
167 STO 0.014 0 0 0 3.370 54 10332 17:20 1.40
168
169
170 ***********************
171 Outfall Loading Summary
172 ***********************
173
174 ----------------------------------------------------------- 175 Flow Avg Max Total 176 Freq Flow Flow Volume 177 Outfall Node Pcnt CFS CFS 10^6 gal 178 ----------------------------------------------------------- 179 POC 4.17 0.08 1.78 34.210 180 ----------------------------------------------------------- 181 System 4.17 0.08 1.78 34.210 182
183
184 ********************
185 Link Flow Summary
186 ********************
187
188 ----------------------------------------------------------------------------- 189 Maximum Time of Max Maximum Max/ Max/ 190 |Flow| Occurrence |Veloc| Full Full 191 Link Type CFS days hr:min ft/sec Flow Depth 192 ----------------------------------------------------------------------------- 193 Const-Flow DUMMY 0.37 2343 04:43 194 MWS-Overflow DUMMY 0.04 10332 17:00 195 Orifice-B ORIFICE 0.14 10332 17:21 0.00 196 Orifice-C ORIFICE 1.25 10332 17:21 0.00 197 Weir-B WEIR 0.00 0 00:00 0.00 198 Weir-C WEIR 0.00 0 00:00 0.00 199
200
201 *************************
202 Conduit Surcharge Summary
203 *************************
204
205 No conduits were surcharged.
206
207
208 Analysis begun on: Thu Jun 2 17:15:33 2022
209 Analysis ended on: Thu Jun 2 17:17:35 2022
210 Total elapsed time: 00:02:02
Excel Engineering
Inp File Name: V:\21\21088\Engineering\PrelimGP\Storm\Working Files\Hydmod\600' length-4x3.83 weir - Copy\21088-Post-HMP2.inp File Date: 5/20/2022 5:00:11 PM
SWMM C Factor and Drawdown Results
Underdrain and Drawdown Results
The following table summarizes the underdrain coefficients used for each of the BMP units and translates the C factor coefficient to an equivalent round orifice diameter based on 1/16 th inch increments. The drawdown equations are based on standard falling head drawdown theory. The primary drawdown number of interest is the surface drawdown based on vector concerns. The various soil and gravel storage layer calculations consider the void ratio and porosity of the respective layer. It should be noted that these drawdown calculations only consider the volume of water within the bioretention units. If the bioretention unit utilizes any storage above the berm height, then that storage drawdown is in addition to the values shown in the table below. Those calculations, if present, are shown elsewhere in the report. The derivation and explanation of the equations used to determine the values displayed in the chart are discussed in the following two sections of this portion of the report.

Sub Cat
Name*
LID
Process*
LID Area
(sf)*
Orifice D
(1/16in)
Orifice D
(in)
UD C
factor*
T surf
(in)*
T soil
(in)*
T store
(in)*
n (soil)*
e (store)*
Drawdown
surface
(hr)
Drawdown
Soil (hr)
Drawdown
Storage
(hr)
Drawdown
total (hr)
BMP-A BMP-A 1742.4 24 1.5 0.435359717 0.1 21 27 0.4 0.67 0.0 3.3 9.0 12.3 BMP-B BMP-B 871.2 29 1.8125 1.273334039 0.1 21 15 0 .4 0.67 0.0 1.4 2.2 3.6

The character * in the column heading indicates that the values was read directly from the SWMM inp file.

Assume: orifice coefficient Co = 0.60, void ratio for surface = 1.0, centroid of underdrain orifice is located at h=0

Excel Engineering
inp File Listing
Underdrain C Factor Equations
Based on the slotted drain example in the SWMM Drain Advisor (EPA SWMM 5.1 Help/Contents/Reference/Special Dialog Forms/LID Editors/LID Control Editor/LID Drain System/Drain Advisor) the underdrain coefficient C is the ratio of the orifice area (total slot area) to the LID area times a constant (60,000).

SWMM Ex: If the drain consists of slotted pipes where the slots act as orifices, then the drain exponent would be 0.5 and the drain coefficient would be 60,000 times the ratio of total slot area to LID area. For example, drain pipe with five 1/4" diameter holes per foot spaced 50 feet apart would have an area ratio of 0.000035 and a drain coefficient of 2.

The 60,000 constant in the above example corresponds to the combined constants in the standard orifice equation:
(Standard Orifice Equation)
q=C oAo/g34932/g18−9 /uni221Aℎ (cfs)
and
(SWMM Underdrain Equation (per unit area))
q=q/ALID
or
q=C oAo/ ALID /g34932/g18−9 /uni221Aℎ (cfs/sf)
With a Co=0.6 and converting /g34932/g18−9 to units of inches and hours the constant becomes 60,046.

So the underdrain C factor per unit area of the LID becomes:

C=60,046 A o/A LID (in ^1/2 /hr)
and
q=C*h1/2

Excel Engineering
inp File Listing
Drawdown Equations
The drawdown equations presented in the chart are the drawdown times for the respective layers within the bioretention unit (only). If the bioretention unit includes storage ponding above the berm height, then the drawdown time for the storage portion is in addition to the values shown in the chart.

Those calculations (if present) are shown elsewhere in the report. For most cases the storage drawdown time will be comparatively short as compared to the bioretention drawdown times.

To derive a general formula that relates drawdown time for each layer of the bioretention unit in terms of the SWMM C factor, we set the change in water volume with respect to time equal to the standard orifice equation (found in the County Hydraulics manual):
/g1869 = /g18−6ℎ
/g18−6/g18O2
/g1866/g182O/g1868 = /g1829/g186O/g182O/g186O /g34932/g18−9ℎ Where n = porosity of the layer, AP = area of the BMP unit, Co = orifice coefficient, Ao = area of the orifice, and g = gravity constant. The porosity n for the surface layer is 1.0, and the values for the soil and storage layers read from the SWMM LID definitions.

Solving the definite integral from h1 to h2
/g3−0− ℎ/g28O9/g2868./g28O3/g18−6ℎ
/g303−/g2880/g303−/g28O0
/g303−/g2880/g303−/g2869
= /g3−0−/g1829/g186O/g182O/g186O /g34932/g18−9
/g1866/g182O/g1868
/g304O/g2880/g3021
/g304O/g2880/g2868
/g18−6/g18O2
2(/uni221Aℎ2−/uni221Aℎ1) =/g1829/g186O/g182O/g186O /g34932/g18−9 /g1866/g182O/g1868 (/g1846)
Or
2/g1866/g343−/uni221Aℎ2−/uni221Aℎ1/g3439 = /g1829 (/g1846) /g18O−ℎ/g18−O/g18O0/g18−O: /g1829 =
/g3004/g3042/g3002/g3042 /g3493/g28O0/g3034
/g3002/g3043 (in ^1/2 /hr)

Solving for T:
/g1846 =
/g28O0/g3041/g343−/uni221A/g303−/g28O0/g28O9/uni221A/g303−/g2869/g3439 /g3004 (hr)
Where h2(in) is the total beginning head above the underdrain orifice at t=0 and h1(in) is the total ending head above the orifice at t=T. Ex: h2 for surface = depth of gravel storage plus depth of soil layer plus berm height, and h1 for surface = depth of gravel storage plus depth of soil layer.

Excel Engineering

V:\21\21088\Engineering\PrelimGP\Storm\Working Files\Hydmod\Report\report parts\Statistics Reports\POC\Statistics Results-POC.pdf
6/2/2022 5:19:57 PM software version: 1.0.7318.27220

STATISTICS ANALYSIS OF THE
SWMM FILES FOR:

DISCHARGE NODE: POC

ANALYSIS DETAILS
Stream Susceptibility to Channel Erosion: Low
Low Flow Threshold = (0.5)Q2 = 1.100 = Qlf = 0.5500 (cfs) Flow Control Upper Limit = Q10 = 1.700 (cfs)
Assumed time between storms (hours): 24

PRE-DEVELOPMENT SWMM FILE
SWMM file name: V:\21\21088\Engineering\PrelimGP\Storm\Working Files\Hydmod\600' length-4x3.83 weir - Copy\21088-Pre-HMP2.out
SWMM file time stamp: 6/2/2022 1:14:45 PM
Selected Node to Analyze: POC

POST-DEVELOPMENT MITIGATED SWMM FILE
SWMM file name: V:\21\21088\Engineering\PrelimGP\Storm\Working Files\Hydmod\600' length-4x3.83 weir - Copy\21088-Post-HMP2.out
SWMM file time stamp: 6/2/2022 5:17:35 PM
Selected Node to Analyze: POC

MITIGATED CONDITIONS RESULTS
For the Mitigated Conditions:

Peak Flow Conditions PASS
Flow Duration Conditions PASS

The Mitigated Conditions peak flow frequency curve is composed of 374 points. Of the points, 1 point(s) are above the flow control upper limit (Q10 = 1.7 (cfs)), 310 point(s) are below the low flow threshold value (Qlf = 0.55 (cfs)).

Of the points within the flow control range (Qlf to Q10), 63 point(s) have a lower peak flow rate than pre- development conditions. These points all pass. There are no points that failed, therefore the peak flow requirements have been met.

The Mitigated Conditions flow duration curve is composed of 100 flow bins (points). Each point represents the number of hours where the discharge was equal to or greater than the discharge value, but less than the next greater discharge value. Within the flow control range, comparing the post-development flow duration curve to the pre-development flow duration curve, 100 post-development curve point(s) have a lower flow duration than pre-development conditions. These points all pass. There are no points that failed, therefore the flow duration requirements have been met.

Excel Engineering

/uni0050/uni0065/uni0061/uni006B/uni0020/uni0046/uni006C/uni006F/uni0077/uni0020/uni0046/uni0072/uni0065/uni0071/uni0075/uni0065/uni006E/uni0063/uni0079/uni0020/uni0043/uni0075/uni0072/uni0076/uni0065/uni0073 /uni0030 /uni0031/uni0030/uni0032/uni0030/uni0033/uni0030/uni0034/uni0030 /uni0052/uni0065/uni0074/uni0075/uni0072/uni006E/uni0020/uni0050/uni0065/uni0072/uni0069/uni006F/uni0064/uni0020/uni0028/uni0059/uni0065/uni0061/uni0072/uni0073/uni0029 /uni0030/uni002E/uni0030
/uni0030/uni002E/uni0035
/uni0031/uni002E/uni0030
/uni0031/uni002E/uni0035
/uni0032/uni002E/uni0030
/uni0032/uni002E/uni0035
/uni0050/uni0065/uni0061/uni006B/uni0020/uni0046/uni006C/uni006F/uni0077/uni0020/uni0028/uni0063/uni0066/uni0073/uni0029 /uni0050/uni0072/uni0065/uni0020/uni0044/uni0065/uni0076/uni0065/uni006C/uni006F/uni0070/uni006D/uni0065/uni006E/uni0074 /uni0050/uni006F/uni0073/uni0074/uni0020/uni0044/uni0065/uni0076/uni0065/uni006C/uni006F/uni0070/uni006D/uni0065/uni006E/uni0074/uni0020/uni004D/uni0069/uni0074/uni0069/uni0067/uni0061/uni0074/uni0065/uni0064 /uni0051/uni0031/uni0030/uni0020/uni0028/uni0031/uni002E/uni0037/uni0063/uni0066/uni0073/uni0029 /uni0051/uni0035/uni0020/uni0028/uni0031/uni002E/uni0036/uni0063/uni0066/uni0073/uni0029 /uni0051/uni0032/uni0020/uni0028/uni0031/uni002E/uni0031/uni0063/uni0066/uni0073/uni0029 /uni0051/uni006C/uni0066/uni0020/uni0028/uni0030/uni002E/uni0035/uni0035/uni0063/uni0066/uni0073/uni0029 . . -~-- ·············.··················.················ . . . . ... . ... . ........... . ... . .... . ... . ........... . ... . ........ . .. . ........ . ... . .......... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Excel Engineering

peakFlowPassFailMitigated.TXT
Compared to:
pre-development SWMM file: V:\21\21088\Engineering\PrelimGP\Storm\Working Files\Hydmod\600' length-4x3.83 weir - Copy\21088-Pre-HMP2.out pre-development time stamp: 6/2/2022 1:14:45 PM
Compare Post-Development Curve to Pre-Development Curve Flow Control Upper Limit: 1.7 (cfs)
Flow Control Lower Limit: 0.55 (cfs)
post-development SWMM file: V:\21\21088\Engineering\PrelimGP\Storm\Working Files\Hydmod\600' length-4x3.83 weir - Copy\21088-Post-HMP2.out post-development time stamp: 6/2/2022 5:17:35 PM
Post PT #
Rtn Prd (yrs)
Post De
v Q (cfs
)
Pre De
v Q (cfs
)
Qpo
st < Qpre
Qpo
st > Qpre
Qpo
st > 110%
Qpre
Pass/Fa
il
0 45.00 1.80 2.30 FALSE FALSE FALSE Pass- Qpost Above Q10 (1.7 (cfs)) 1 22.50 1.70 2.00 TRUE FALSE FALSE Pass- Qpost < Qpre
2 15.00 1.60 1.90 TRUE FALSE FALSE Pass- Qpost < Qpre
3 11.30 1.40 1.80 TRUE FALSE FALSE Pass- Qpost < Qpre
4 9.00 1.40 1.70 TRUE FALSE FALSE Pass- Qpost < Qpre
5 7.50 1.40 1.70 TRUE FALSE FALSE Pass- Qpost < Qpre
6 6.40 1.40 1.70 TRUE FALSE FALSE Pass- Qpost < Qpre
7 5.60 1.30 1.70 TRUE FALSE FALSE Pass- Qpost < Qpre
8 5.00 1.30 1.60 TRUE FALSE FALSE Pass- Qpost < Qpre
9 4.50 1.30 1.60 TRUE FALSE FALSE Pass- Qpost < Qpre
10 4.10 1.30 1.50 TRUE FALSE FALSE Pass- Qpost < Qpre
11 3.80 1.30 1.40 TRUE FALSE FALSE Pass- Qpost < Qpre
12 3.50 1.30 1.40 TRUE FALSE FALSE Pass- Qpost < Qpre
13 3.20 1.20 1.40 TRUE FALSE FALSE Pass- Qpost < Qpre
14 3.00 1.20 1.40 TRUE FALSE FALSE Pass- Qpost < Qpre
15 2.80 1.20 1.30 TRUE FALSE FALSE Pass- Qpost < Qpre
16 2.60 1.10 1.30 TRUE FALSE FALSE Pass- Qpost < Qpre
17 2.50 1.10 1.30 TRUE FALSE FALSE Pass- Qpost < Qpre
18 2.40 1.10 1.20 TRUE FALSE FALSE Pass- Qpost < Qpre
19 2.30 1.10 1.20 TRUE FALSE FALSE Pass- Qpost < Qpre
20 2.10 1.10 1.20 TRUE FALSE FALSE Pass- Qpost < Qpre
21 2.00 1.10 1.20 TRUE FALSE FALSE Pass- Qpost < Qpre
22 2.00 1.00 1.10 TRUE FALSE FALSE Pass- Qpost < Qpre
23 1.90 1.00 1.10 TRUE FALSE FALSE Pass- Qpost < Qpre
24 1.80 1.00 1.10 TRUE FALSE FALSE Pass- Qpost < Qpre
25 1.70 1.00 1.10 TRUE FALSE FALSE Pass- Qpost < Qpre
26 1.70 1.00 1.10 TRUE FALSE FALSE Pass- Qpost < Qpre
27 1.60 1.00 1.10 TRUE FALSE FALSE Pass- Qpost < Qpre
28 1.60 1.00 1.10 TRUE FALSE FALSE Pass- Qpost < Qpre
29 1.50 1.00 1.10 TRUE FALSE FALSE Pass- Qpost < Qpre
30 1.50 0.90 1.00 TRUE FALSE FALSE Pass- Qpost < Qpre
31 1.40 0.90 1.00 TRUE FALSE FALSE Pass- Qpost < Qpre
1/106/2/2022 5:20 PM

Excel Engineering

peakFlowPassFailMitigated.TXT
Post PT #
Rtn Prd (yrs)
Post De
v Q (cfs
)
Pre De
v Q (cfs
)
Qpo
st < Qpre
Qpo
st > Qpre
Qpo
st > 110%
Qpre
Pass/Fa
il
32 1.40 0.90 1.00 TRUE FALSE FALSE Pass- Qpost < Qpre
33 1.30 0.90 1.00 TRUE FALSE FALSE Pass- Qpost < Qpre
34 1.30 0.80 1.00 TRUE FALSE FALSE Pass- Qpost < Qpre
35 1.30 0.80 1.00 TRUE FALSE FALSE Pass- Qpost < Qpre
36 1.20 0.80 0.90 TRUE FALSE FALSE Pass- Qpost < Qpre
37 1.20 0.80 0.90 TRUE FALSE FALSE Pass- Qpost < Qpre
38 1.20 0.80 0.90 TRUE FALSE FALSE Pass- Qpost < Qpre
39 1.10 0.80 0.90 TRUE FALSE FALSE Pass- Qpost < Qpre
40 1.10 0.80 0.90 TRUE FALSE FALSE Pass- Qpost < Qpre
41 1.10 0.80 0.90 TRUE FALSE FALSE Pass- Qpost < Qpre
42 1.00 0.80 0.80 TRUE FALSE FALSE Pass- Qpost < Qpre
43 1.00 0.80 0.80 TRUE FALSE FALSE Pass- Qpost < Qpre
44 1.00 0.80 0.80 TRUE FALSE FALSE Pass- Qpost < Qpre
45 1.00 0.70 0.80 TRUE FALSE FALSE Pass- Qpost < Qpre
46 1.00 0.70 0.80 TRUE FALSE FALSE Pass- Qpost < Qpre
47 0.90 0.70 0.80 TRUE FALSE FALSE Pass- Qpost < Qpre
48 0.90 0.70 0.80 TRUE FALSE FALSE Pass- Qpost < Qpre
49 0.90 0.70 0.80 TRUE FALSE FALSE Pass- Qpost < Qpre
50 0.90 0.70 0.80 TRUE FALSE FALSE Pass- Qpost < Qpre
51 0.90 0.70 0.70 TRUE FALSE FALSE Pass- Qpost < Qpre
52 0.80 0.60 0.70 TRUE FALSE FALSE Pass- Qpost < Qpre
53 0.80 0.60 0.70 TRUE FALSE FALSE Pass- Qpost < Qpre
54 0.80 0.60 0.70 TRUE FALSE FALSE Pass- Qpost < Qpre
55 0.80 0.60 0.70 TRUE FALSE FALSE Pass- Qpost < Qpre
56 0.80 0.60 0.70 TRUE FALSE FALSE Pass- Qpost < Qpre
57 0.80 0.60 0.70 TRUE FALSE FALSE Pass- Qpost < Qpre
58 0.80 0.60 0.70 TRUE FALSE FALSE Pass- Qpost < Qpre
59 0.80 0.60 0.70 TRUE FALSE FALSE Pass- Qpost < Qpre
60 0.70 0.60 0.70 TRUE FALSE FALSE Pass- Qpost < Qpre
61 0.70 0.60 0.70 TRUE FALSE FALSE Pass- Qpost < Qpre
62 0.70 0.60 0.70 TRUE FALSE FALSE Pass- Qpost < Qpre
63 0.70 0.60 0.60 TRUE FALSE FALSE Pass- Qpost < Qpre
64 0.70 0.50 0.60 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 65 0.70 0.50 0.60 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 66 0.70 0.50 0.60 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 67 0.70 0.50 0.60 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 68 0.70 0.50 0.60 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 69 0.60 0.50 0.60 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 70 0.60 0.50 0.60 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 71 0.60 0.50 0.60 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 72 0.60 0.50 0.60 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 73 0.60 0.50 0.60 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 2/106/2/2022 5:20 PM

Excel Engineering

peakFlowPassFailMitigated.TXT
Post PT #
Rtn Prd (yrs)
Post De
v Q (cfs
)
Pre De
v Q (cfs
)
Qpo
st < Qpre
Qpo
st > Qpre
Qpo
st > 110%
Qpre
Pass/Fa
il
74 0.60 0.50 0.60 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 75 0.60 0.50 0.60 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 76 0.60 0.50 0.60 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 77 0.60 0.50 0.60 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 78 0.60 0.50 0.60 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 79 0.60 0.50 0.50 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 80 0.60 0.40 0.50 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 81 0.50 0.40 0.50 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 82 0.50 0.40 0.50 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 83 0.50 0.40 0.50 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 84 0.50 0.40 0.50 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 85 0.50 0.40 0.50 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 86 0.50 0.40 0.50 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 87 0.50 0.40 0.50 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 88 0.50 0.40 0.50 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 89 0.50 0.40 0.50 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 90 0.50 0.40 0.50 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 91 0.50 0.40 0.50 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 92 0.50 0.40 0.50 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 93 0.50 0.40 0.50 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 94 0.50 0.40 0.50 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 95 0.50 0.40 0.50 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 96 0.50 0.40 0.50 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 97 0.50 0.40 0.50 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 98 0.50 0.40 0.50 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 99 0.50 0.40 0.50 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 100 0.40 0.40 0.50 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 101 0.40 0.40 0.50 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 102 0.40 0.40 0.50 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 103 0.40 0.40 0.50 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 104 0.40 0.40 0.50 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 105 0.40 0.40 0.50 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 106 0.40 0.40 0.50 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 107 0.40 0.40 0.50 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 108 0.40 0.40 0.50 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 109 0.40 0.40 0.40 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 110 0.40 0.40 0.40 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 111 0.40 0.30 0.40 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 112 0.40 0.30 0.40 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 113 0.40 0.30 0.40 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 114 0.40 0.30 0.40 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 115 0.40 0.30 0.40 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 3/106/2/2022 5:20 PM

Excel Engineering

peakFlowPassFailMitigated.TXT
Post PT #
Rtn Prd (yrs)
Post De
v Q (cfs
)
Pre De
v Q (cfs
)
Qpo
st < Qpre
Qpo
st > Qpre
Qpo
st > 110%
Qpre
Pass/Fa
il
116 0.40 0.30 0.40 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 117 0.40 0.30 0.40 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 118 0.40 0.30 0.40 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 119 0.40 0.30 0.40 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 120 0.40 0.30 0.40 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 121 0.40 0.30 0.40 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 122 0.40 0.30 0.40 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 123 0.40 0.30 0.40 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 124 0.40 0.30 0.40 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 125 0.40 0.30 0.40 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 126 0.40 0.30 0.40 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 127 0.40 0.30 0.40 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 128 0.30 0.30 0.40 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 129 0.30 0.30 0.40 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 130 0.30 0.30 0.40 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 131 0.30 0.30 0.40 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 132 0.30 0.30 0.40 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 133 0.30 0.30 0.40 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 134 0.30 0.30 0.40 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 135 0.30 0.30 0.40 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 136 0.30 0.30 0.40 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 137 0.30 0.30 0.40 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 138 0.30 0.30 0.40 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 139 0.30 0.30 0.40 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 140 0.30 0.30 0.40 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 141 0.30 0.30 0.40 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 142 0.30 0.30 0.40 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 143 0.30 0.30 0.40 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 144 0.30 0.30 0.30 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 145 0.30 0.30 0.30 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 146 0.30 0.30 0.30 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 147 0.30 0.30 0.30 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 148 0.30 0.30 0.30 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 149 0.30 0.30 0.30 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 150 0.30 0.30 0.30 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 151 0.30 0.30 0.30 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 152 0.30 0.30 0.30 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 153 0.30 0.30 0.30 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 154 0.30 0.20 0.30 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 155 0.30 0.20 0.30 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 156 0.30 0.20 0.30 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 157 0.30 0.20 0.30 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 4/106/2/2022 5:20 PM

Excel Engineering

peakFlowPassFailMitigated.TXT
Post PT #
Rtn Prd (yrs)
Post De
v Q (cfs
)
Pre De
v Q (cfs
)
Qpo
st < Qpre
Qpo
st > Qpre
Qpo
st > 110%
Qpre
Pass/Fa
il
158 0.30 0.20 0.30 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 159 0.30 0.20 0.30 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 160 0.30 0.20 0.30 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 161 0.30 0.20 0.30 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 162 0.30 0.20 0.30 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 163 0.30 0.20 0.30 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 164 0.30 0.20 0.30 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 165 0.30 0.20 0.30 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 166 0.30 0.20 0.30 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 167 0.30 0.20 0.30 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 168 0.30 0.20 0.30 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 169 0.30 0.20 0.30 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 170 0.30 0.20 0.30 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 171 0.30 0.20 0.30 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 172 0.30 0.20 0.30 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 173 0.30 0.20 0.30 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 174 0.30 0.20 0.30 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 175 0.30 0.20 0.30 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 176 0.30 0.20 0.20 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 177 0.30 0.20 0.20 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 178 0.30 0.20 0.20 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 179 0.30 0.20 0.20 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 180 0.20 0.20 0.20 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 181 0.20 0.20 0.20 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 182 0.20 0.20 0.20 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 183 0.20 0.20 0.20 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 184 0.20 0.20 0.20 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 185 0.20 0.20 0.20 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 186 0.20 0.20 0.20 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 187 0.20 0.20 0.20 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 188 0.20 0.20 0.20 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 189 0.20 0.20 0.20 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 190 0.20 0.20 0.20 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 191 0.20 0.20 0.20 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 192 0.20 0.20 0.20 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 193 0.20 0.20 0.20 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 194 0.20 0.20 0.20 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 195 0.20 0.20 0.20 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 196 0.20 0.20 0.20 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 197 0.20 0.20 0.20 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 198 0.20 0.20 0.20 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 199 0.20 0.20 0.20 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 5/106/2/2022 5:20 PM

Excel Engineering

peakFlowPassFailMitigated.TXT
Post PT #
Rtn Prd (yrs)
Post De
v Q (cfs
)
Pre De
v Q (cfs
)
Qpo
st < Qpre
Qpo
st > Qpre
Qpo
st > 110%
Qpre
Pass/Fa
il
200 0.20 0.20 0.20 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 201 0.20 0.20 0.20 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 202 0.20 0.20 0.20 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 203 0.20 0.20 0.20 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 204 0.20 0.20 0.20 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 205 0.20 0.20 0.20 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 206 0.20 0.20 0.20 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 207 0.20 0.20 0.20 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 208 0.20 0.20 0.20 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 209 0.20 0.20 0.20 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 210 0.20 0.20 0.20 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 211 0.20 0.20 0.20 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 212 0.20 0.20 0.20 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 213 0.20 0.20 0.10 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 214 0.20 0.20 0.10 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 215 0.20 0.20 0.10 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 216 0.20 0.20 0.10 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 217 0.20 0.20 0.10 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 218 0.20 0.20 0.10 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 219 0.20 0.20 0.10 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 220 0.20 0.20 0.10 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 221 0.20 0.20 0.10 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 222 0.20 0.20 0.10 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 223 0.20 0.20 0.10 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 224 0.20 0.20 0.10 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 225 0.20 0.20 0.10 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 226 0.20 0.20 0.10 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 227 0.20 0.20 0.10 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 228 0.20 0.20 0.10 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 229 0.20 0.20 0.10 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 230 0.20 0.20 0.10 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 231 0.20 0.20 0.10 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 232 0.20 0.20 0.10 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 233 0.20 0.20 0.10 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 234 0.20 0.20 0.10 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 235 0.20 0.20 0.10 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 236 0.20 0.20 0.10 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 237 0.20 0.20 0.10 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 238 0.20 0.20 0.10 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 239 0.20 0.20 0.10 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 240 0.20 0.20 0.10 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 241 0.20 0.20 0.10 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 6/106/2/2022 5:20 PM

Excel Engineering

peakFlowPassFailMitigated.TXT
Post PT #
Rtn Prd (yrs)
Post De
v Q (cfs
)
Pre De
v Q (cfs
)
Qpo
st < Qpre
Qpo
st > Qpre
Qpo
st > 110%
Qpre
Pass/Fa
il
242 0.20 0.20 0.10 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 243 0.20 0.20 0.10 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 244 0.20 0.20 0.10 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 245 0.20 0.20 0.10 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 246 0.20 0.20 0.10 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 247 0.20 0.20 0.10 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 248 0.20 0.20 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 249 0.20 0.20 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 250 0.20 0.20 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 251 0.20 0.20 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 252 0.20 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 253 0.20 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 254 0.20 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 255 0.20 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 256 0.20 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 257 0.20 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 258 0.20 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 259 0.20 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 260 0.20 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 261 0.20 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 262 0.20 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 263 0.20 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 264 0.20 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 265 0.20 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 266 0.20 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 267 0.20 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 268 0.20 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 269 0.20 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 270 0.20 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 271 0.20 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 272 0.20 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 273 0.20 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 274 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 275 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 276 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 277 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 278 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 279 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 280 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 281 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 282 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 283 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 7/106/2/2022 5:20 PM

Excel Engineering

peakFlowPassFailMitigated.TXT
Post PT #
Rtn Prd (yrs)
Post De
v Q (cfs
)
Pre De
v Q (cfs
)
Qpo
st < Qpre
Qpo
st > Qpre
Qpo
st > 110%
Qpre
Pass/Fa
il
284 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 285 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 286 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 287 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 288 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 289 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 290 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 291 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 292 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 293 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 294 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 295 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 296 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 297 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 298 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 299 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 300 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 301 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 302 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 303 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 304 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 305 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 306 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 307 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 308 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 309 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 310 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 311 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 312 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 313 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 314 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 315 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 316 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 317 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 318 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 319 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 320 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 321 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 322 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 323 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 324 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 325 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 8/106/2/2022 5:20 PM

Excel Engineering

peakFlowPassFailMitigated.TXT
Post PT #
Rtn Prd (yrs)
Post De
v Q (cfs
)
Pre De
v Q (cfs
)
Qpo
st < Qpre
Qpo
st > Qpre
Qpo
st > 110%
Qpre
Pass/Fa
il
326 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 327 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 328 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 329 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 330 0.10 0.10 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 331 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 332 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 333 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 334 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 335 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 336 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 337 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 338 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 339 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 340 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 341 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 342 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 343 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 344 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 345 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 346 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 347 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 348 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 349 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 350 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 351 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 352 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 353 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 354 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 355 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 356 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 357 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 358 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 359 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 360 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 361 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 362 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 363 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 364 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 365 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 366 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 367 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 9/106/2/2022 5:20 PM

Excel Engineering

peakFlowPassFailMitigated.TXT
Post PT #
Rtn Prd (yrs)
Post De
v Q (cfs
)
Pre De
v Q (cfs
)
Qpo
st < Qpre
Qpo
st > Qpre
Qpo
st > 110%
Qpre
Pass/Fa
il
368 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 369 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 370 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 371 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 372 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 373 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.55 (cfs)) 10/106/2/2022 5:20 PM

Excel Engineering

peakFlowStatisticsPre.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr) 1 1993/01/06 16:00:00 1993/01/10 20:00:00 101 2.3 0.30% 45 2 1986/02/15 01:00:00 1986/02/15 12:00:00 12 2 0.70% 22.5 3 1971/02/23 05:00:00 1971/02/23 14:00:00 10 1.9 1.00% 15 4 1995/01/04 15:00:00 1995/01/05 03:00:00 13 1.8 1.40% 11.25 5 1978/03/16 22:00:00 1978/03/18 16:00:00 43 1.7 1.70% 9 6 1983/03/01 14:00:00 1983/03/03 10:00:00 45 1.7 2.00% 7.5 7 1995/01/25 08:00:00 1995/01/26 00:00:00 17 1.7 2.40% 6.43 8 1998/02/14 14:00:00 1998/02/15 02:00:00 13 1.7 2.70% 5.63 9 1966/12/05 01:00:00 1966/12/07 01:00:00 49 1.6 3.00% 5 10 1978/01/14 16:00:00 1978/01/16 15:00:00 48 1.6 3.40% 4.5 11 1983/12/25 06:00:00 1983/12/25 21:00:00 16 1.5 3.70% 4.09 12 1967/11/19 07:00:00 1967/11/20 04:00:00 22 1.4 4.10% 3.75 13 1969/01/24 07:00:00 1969/01/26 22:00:00 64 1.4 4.40% 3.46 14 1981/02/09 05:00:00 1981/02/09 09:00:00 5 1.4 4.70% 3.21 15 1988/04/20 08:00:00 1988/04/22 00:00:00 41 1.4 5.10% 3 16 1972/11/14 14:00:00 1972/11/14 17:00:00 4 1.3 5.40% 2.81 17 1980/01/28 08:00:00 1980/01/30 21:00:00 62 1.3 5.70% 2.65 18 1983/11/25 01:00:00 1983/11/25 04:00:00 4 1.3 6.10% 2.5 19 1965/11/22 04:00:00 1965/11/23 08:00:00 29 1.2 6.40% 2.37 20 1967/04/11 10:00:00 1967/04/12 06:00:00 21 1.2 6.80% 2.25 21 1998/01/09 16:00:00 1998/01/10 21:00:00 30 1.2 7.10% 2.14 22 2007/01/31 00:00:00 2007/01/31 02:00:00 3 1.2 7.40% 2.05 23 1967/12/18 15:00:00 1967/12/19 17:00:00 27 1.1 7.80% 1.96 24 1980/02/16 18:00:00 1980/02/21 02:00:00 105 1.1 8.10% 1.88 25 1993/01/12 23:00:00 1993/01/14 08:00:00 34 1.1 8.40% 1.8 26 1993/02/08 01:00:00 1993/02/08 12:00:00 12 1.1 8.80% 1.73 27 2004/10/18 09:00:00 2004/10/18 12:00:00 4 1.1 9.10% 1.67 28 2005/01/09 04:00:00 2005/01/10 01:00:00 22 1.1 9.50% 1.61 29 2005/01/11 02:00:00 2005/01/11 11:00:00 10 1.1 9.80% 1.55 30 2007/08/26 07:00:00 2007/08/26 10:00:00 4 1.1 10.10% 1.5 31 1979/01/05 08:00:00 1979/01/06 08:00:00 25 1 10.50% 1.45 32 1985/11/25 00:00:00 1985/11/25 09:00:00 10 1 10.80% 1.41 33 1991/03/20 07:00:00 1991/03/21 08:00:00 26 1 11.10% 1.36 34 1992/02/15 14:00:00 1992/02/15 20:00:00 7 1 11.50% 1.32 35 1998/02/03 16:00:00 1998/02/03 23:00:00 8 1 11.80% 1.29 36 2004/10/27 04:00:00 2004/10/27 11:00:00 8 1 12.20% 1.25 37 1970/03/04 23:00:00 1970/03/05 03:00:00 5 0.9 12.50% 1.22 38 1978/02/05 01:00:00 1978/02/07 00:00:00 48 0.9 12.80% 1.18 39 1980/03/02 21:00:00 1980/03/03 05:00:00 9 0.9 13.20% 1.15 Peak Flow Statistics Table Values
SWMM.out file name: V:\21\21088\Engineering\PrelimGP\Storm\Working Files\Hydmod\600' length-4x3.83 weir - Copy\21088-Pre-HMP2.out SWMM.out time stamp: 6/2/2022 1:14:45 PM
Q10: 1.700 (cfs)
Q5: 1.600 (cfs)
Q2: 1.100 (cfs)
1/76/2/2022 5:20 PM

Excel Engineering

peakFlowStatisticsPre.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr) 40 1982/03/18 04:00:00 1982/03/19 18:00:00 39 0.9 13.50% 1.13 41 2004/02/26 05:00:00 2004/02/26 12:00:00 8 0.9 13.90% 1.1 42 2007/11/30 10:00:00 2007/12/01 02:00:00 17 0.9 14.20% 1.07 43 1969/02/06 08:00:00 1969/02/06 12:00:00 5 0.8 14.50% 1.05 44 1974/12/04 09:00:00 1974/12/04 11:00:00 3 0.8 14.90% 1.02 45 1978/12/17 19:00:00 1978/12/18 15:00:00 21 0.8 15.20% 1 46 1980/01/10 23:00:00 1980/01/12 09:00:00 35 0.8 15.50% 0.98 47 1983/02/27 17:00:00 1983/02/27 23:00:00 7 0.8 15.90% 0.96 48 1991/02/27 16:00:00 1991/03/01 15:00:00 48 0.8 16.20% 0.94 49 1995/03/05 08:00:00 1995/03/06 04:00:00 21 0.8 16.60% 0.92 50 2003/02/11 17:00:00 2003/02/13 21:00:00 53 0.8 16.90% 0.9 51 2004/10/19 16:00:00 2004/10/20 18:00:00 27 0.8 17.20% 0.88 52 1965/04/08 14:00:00 1965/04/10 02:00:00 37 0.7 17.60% 0.87 53 1967/01/24 18:00:00 1967/01/25 03:00:00 10 0.7 17.90% 0.85 54 1974/03/08 02:00:00 1974/03/08 16:00:00 15 0.7 18.20% 0.83 55 1977/05/08 18:00:00 1977/05/09 00:00:00 7 0.7 18.60% 0.82 56 1981/03/19 21:00:00 1981/03/19 23:00:00 3 0.7 18.90% 0.8 57 1982/01/01 09:00:00 1982/01/01 13:00:00 5 0.7 19.30% 0.79 58 1983/03/23 18:00:00 1983/03/24 00:00:00 7 0.7 19.60% 0.78 59 1985/11/29 08:00:00 1985/11/29 19:00:00 12 0.7 19.90% 0.76 60 1991/03/19 01:00:00 1991/03/19 06:00:00 6 0.7 20.30% 0.75 61 1998/02/08 16:00:00 1998/02/09 01:00:00 10 0.7 20.60% 0.74 62 2003/02/25 17:00:00 2003/02/25 21:00:00 5 0.7 20.90% 0.73 63 2006/04/04 23:00:00 2006/04/05 10:00:00 12 0.7 21.30% 0.71 64 1966/12/03 13:00:00 1966/12/03 21:00:00 9 0.6 21.60% 0.7 65 1967/01/22 19:00:00 1967/01/23 03:00:00 9 0.6 22.00% 0.69 66 1967/11/21 13:00:00 1967/11/21 16:00:00 4 0.6 22.30% 0.68 67 1970/02/28 16:00:00 1970/03/02 09:00:00 42 0.6 22.60% 0.67 68 1970/11/29 14:00:00 1970/11/30 04:00:00 15 0.6 23.00% 0.66 69 1970/12/21 03:00:00 1970/12/21 12:00:00 10 0.6 23.30% 0.65 70 1976/02/08 15:00:00 1976/02/09 04:00:00 14 0.6 23.60% 0.64 71 1976/04/14 11:00:00 1976/04/14 13:00:00 3 0.6 24.00% 0.63 72 1979/01/17 12:00:00 1979/01/18 18:00:00 31 0.6 24.30% 0.63 73 1981/03/01 05:00:00 1981/03/01 19:00:00 15 0.6 24.70% 0.62 74 1991/03/25 08:00:00 1991/03/27 15:00:00 56 0.6 25.00% 0.61 75 1992/02/06 17:00:00 1992/02/07 01:00:00 9 0.6 25.30% 0.6 76 1993/11/14 17:00:00 1993/11/14 19:00:00 3 0.6 25.70% 0.59 77 1994/02/17 12:00:00 1994/02/17 15:00:00 4 0.6 26.00% 0.58 78 1996/01/31 18:00:00 1996/02/01 09:00:00 16 0.6 26.40% 0.58 79 2005/01/03 08:00:00 2005/01/04 13:00:00 30 0.6 26.70% 0.57 80 1965/11/16 18:00:00 1965/11/17 01:00:00 8 0.5 27.00% 0.56 81 1965/12/13 01:00:00 1965/12/13 04:00:00 4 0.5 27.40% 0.56 82 1969/01/14 07:00:00 1969/01/14 14:00:00 8 0.5 27.70% 0.55 83 1969/02/23 23:00:00 1969/02/26 01:00:00 51 0.5 28.00% 0.54 84 1970/03/08 12:00:00 1970/03/08 21:00:00 10 0.5 28.40% 0.54 85 1973/01/16 20:00:00 1973/01/17 00:00:00 5 0.5 28.70% 0.53 86 1973/02/11 05:00:00 1973/02/13 03:00:00 47 0.5 29.10% 0.52 2/76/2/2022 5:20 PM

Excel Engineering

peakFlowStatisticsPre.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr) 87 1973/03/08 13:00:00 1973/03/08 22:00:00 10 0.5 29.40% 0.52 88 1974/01/04 19:00:00 1974/01/05 04:00:00 10 0.5 29.70% 0.51 89 1976/03/03 00:00:00 1976/03/03 05:00:00 6 0.5 30.10% 0.51 90 1978/03/11 21:00:00 1978/03/15 10:00:00 86 0.5 30.40% 0.5 91 1979/03/01 13:00:00 1979/03/01 22:00:00 10 0.5 30.70% 0.5 92 1980/02/14 01:00:00 1980/02/14 12:00:00 12 0.5 31.10% 0.49 93 1980/03/06 02:00:00 1980/03/06 15:00:00 14 0.5 31.40% 0.48 94 1982/12/22 23:00:00 1982/12/23 02:00:00 4 0.5 31.80% 0.48 95 1983/01/27 08:00:00 1983/01/27 15:00:00 8 0.5 32.10% 0.47 96 1986/11/17 22:00:00 1986/11/18 04:00:00 7 0.5 32.40% 0.47 97 1988/12/24 23:00:00 1988/12/25 04:00:00 6 0.5 32.80% 0.46 98 1991/12/29 16:00:00 1991/12/29 19:00:00 4 0.5 33.10% 0.46 99 1992/01/05 15:00:00 1992/01/06 06:00:00 16 0.5 33.40% 0.46 100 1992/02/12 18:00:00 1992/02/13 08:00:00 15 0.5 33.80% 0.45 101 1993/01/15 13:00:00 1993/01/18 20:00:00 80 0.5 34.10% 0.45 102 1994/02/07 15:00:00 1994/02/08 08:00:00 18 0.5 34.50% 0.44 103 1994/03/25 01:00:00 1994/03/25 17:00:00 17 0.5 34.80% 0.44 104 1996/11/21 20:00:00 1996/11/22 05:00:00 10 0.5 35.10% 0.43 105 1998/02/17 17:00:00 1998/02/18 00:00:00 8 0.5 35.50% 0.43 106 1998/02/22 17:00:00 1998/02/24 22:00:00 54 0.5 35.80% 0.43 107 2001/01/11 04:00:00 2001/01/12 10:00:00 31 0.5 36.10% 0.42 108 2005/02/21 03:00:00 2005/02/21 18:00:00 16 0.5 36.50% 0.42 109 2008/02/03 09:00:00 2008/02/03 19:00:00 11 0.5 36.80% 0.41 110 1965/12/09 06:00:00 1965/12/10 12:00:00 31 0.4 37.20% 0.41 111 1965/12/14 15:00:00 1965/12/14 19:00:00 5 0.4 37.50% 0.41 112 1966/11/07 16:00:00 1966/11/07 19:00:00 4 0.4 37.80% 0.4 113 1967/03/13 16:00:00 1967/03/14 00:00:00 9 0.4 38.20% 0.4 114 1969/01/20 09:00:00 1969/01/21 18:00:00 34 0.4 38.50% 0.4 115 1969/02/22 03:00:00 1969/02/22 09:00:00 7 0.4 38.90% 0.39 116 1970/12/19 02:00:00 1970/12/19 07:00:00 6 0.4 39.20% 0.39 117 1971/05/07 20:00:00 1971/05/07 23:00:00 4 0.4 39.50% 0.39 118 1971/12/24 22:00:00 1971/12/26 01:00:00 28 0.4 39.90% 0.38 119 1972/11/16 13:00:00 1972/11/16 19:00:00 7 0.4 40.20% 0.38 120 1974/01/06 13:00:00 1974/01/08 06:00:00 42 0.4 40.50% 0.38 121 1975/03/08 09:00:00 1975/03/08 15:00:00 7 0.4 40.90% 0.37 122 1975/03/10 11:00:00 1975/03/11 16:00:00 30 0.4 41.20% 0.37 123 1975/04/08 03:00:00 1975/04/09 03:00:00 25 0.4 41.60% 0.37 124 1976/02/05 06:00:00 1976/02/07 10:00:00 53 0.4 41.90% 0.36 125 1976/12/31 09:00:00 1976/12/31 13:00:00 5 0.4 42.20% 0.36 126 1978/11/13 23:00:00 1978/11/14 01:00:00 3 0.4 42.60% 0.36 127 1979/03/17 06:00:00 1979/03/17 10:00:00 5 0.4 42.90% 0.35 128 1980/03/10 19:00:00 1980/03/10 22:00:00 4 0.4 43.20% 0.35 129 1981/02/25 21:00:00 1981/02/26 02:00:00 6 0.4 43.60% 0.35 130 1982/02/10 10:00:00 1982/02/10 23:00:00 14 0.4 43.90% 0.35 131 1982/03/15 13:00:00 1982/03/16 01:00:00 13 0.4 44.30% 0.34 132 1983/02/08 04:00:00 1983/02/08 08:00:00 5 0.4 44.60% 0.34 133 1986/02/08 05:00:00 1986/02/08 09:00:00 5 0.4 44.90% 0.34 3/76/2/2022 5:20 PM

Excel Engineering

peakFlowStatisticsPre.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr) 134 1987/01/07 00:00:00 1987/01/07 10:00:00 11 0.4 45.30% 0.34 135 1988/01/17 12:00:00 1988/01/17 22:00:00 11 0.4 45.60% 0.33 136 1992/12/07 11:00:00 1992/12/07 19:00:00 9 0.4 45.90% 0.33 137 1995/03/11 03:00:00 1995/03/12 03:00:00 25 0.4 46.30% 0.33 138 1998/02/06 17:00:00 1998/02/06 23:00:00 7 0.4 46.60% 0.33 139 1998/03/28 17:00:00 1998/03/29 19:00:00 27 0.4 47.00% 0.32 140 2002/12/20 17:00:00 2002/12/21 00:00:00 8 0.4 47.30% 0.32 141 2003/03/15 17:00:00 2003/03/16 20:00:00 28 0.4 47.60% 0.32 142 2003/04/14 17:00:00 2003/04/14 19:00:00 3 0.4 48.00% 0.32 143 2004/02/22 14:00:00 2004/02/23 09:00:00 20 0.4 48.30% 0.32 144 2005/02/22 19:00:00 2005/02/23 14:00:00 20 0.4 48.60% 0.31 145 1964/11/17 18:00:00 1964/11/18 01:00:00 8 0.3 49.00% 0.31 146 1965/12/16 06:00:00 1965/12/16 11:00:00 6 0.3 49.30% 0.31 147 1965/12/29 20:00:00 1965/12/29 23:00:00 4 0.3 49.70% 0.31 148 1968/03/08 10:00:00 1968/03/08 14:00:00 5 0.3 50.00% 0.3 149 1972/12/04 15:00:00 1972/12/04 20:00:00 6 0.3 50.30% 0.3 150 1973/01/18 21:00:00 1973/01/19 04:00:00 8 0.3 50.70% 0.3 151 1973/11/22 23:00:00 1973/11/23 03:00:00 5 0.3 51.00% 0.3 152 1976/09/10 06:00:00 1976/09/10 22:00:00 17 0.3 51.40% 0.3 153 1977/08/17 01:00:00 1977/08/17 11:00:00 11 0.3 51.70% 0.29 154 1979/03/27 22:00:00 1979/03/28 05:00:00 8 0.3 52.00% 0.29 155 1982/11/30 12:00:00 1982/11/30 21:00:00 10 0.3 52.40% 0.29 156 1983/03/18 04:00:00 1983/03/19 00:00:00 21 0.3 52.70% 0.29 157 1983/04/30 04:00:00 1983/05/01 09:00:00 30 0.3 53.00% 0.29 158 1983/11/20 12:00:00 1983/11/21 11:00:00 24 0.3 53.40% 0.29 159 1986/03/15 22:00:00 1986/03/16 21:00:00 24 0.3 53.70% 0.28 160 1986/09/25 03:00:00 1986/09/25 08:00:00 6 0.3 54.10% 0.28 161 1987/12/16 19:00:00 1987/12/17 00:00:00 6 0.3 54.40% 0.28 162 1990/01/14 04:00:00 1990/01/14 07:00:00 4 0.3 54.70% 0.28 163 1990/01/17 03:00:00 1990/01/17 05:00:00 3 0.3 55.10% 0.28 164 1992/01/07 20:00:00 1992/01/08 00:00:00 5 0.3 55.40% 0.27 165 1993/02/19 18:00:00 1993/02/20 01:00:00 8 0.3 55.70% 0.27 166 1994/04/28 00:00:00 1994/04/28 03:00:00 4 0.3 56.10% 0.27 167 1995/01/12 09:00:00 1995/01/12 16:00:00 8 0.3 56.40% 0.27 168 1995/02/14 09:00:00 1995/02/14 12:00:00 4 0.3 56.80% 0.27 169 1995/04/18 10:00:00 1995/04/18 18:00:00 9 0.3 57.10% 0.27 170 1997/01/12 16:00:00 1997/01/13 13:00:00 22 0.3 57.40% 0.27 171 1998/05/12 17:00:00 1998/05/12 22:00:00 6 0.3 57.80% 0.26 172 2002/12/16 17:00:00 2002/12/16 23:00:00 7 0.3 58.10% 0.26 173 2004/02/03 00:00:00 2004/02/03 02:00:00 3 0.3 58.40% 0.26 174 2004/03/02 03:00:00 2004/03/02 06:00:00 4 0.3 58.80% 0.26 175 2006/01/02 14:00:00 2006/01/02 16:00:00 3 0.3 59.10% 0.26 176 2008/02/22 04:00:00 2008/02/22 14:00:00 11 0.3 59.50% 0.26 177 1971/12/27 16:00:00 1971/12/28 17:00:00 26 0.2 59.80% 0.25 178 1973/03/11 13:00:00 1973/03/11 18:00:00 6 0.2 60.10% 0.25 179 1976/03/01 17:00:00 1976/03/01 20:00:00 4 0.2 60.50% 0.25 180 1976/11/12 02:00:00 1976/11/12 10:00:00 9 0.2 60.80% 0.25 4/76/2/2022 5:20 PM

Excel Engineering

peakFlowStatisticsPre.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr) 181 1978/04/07 01:00:00 1978/04/07 03:00:00 3 0.2 61.10% 0.25 182 1979/02/21 05:00:00 1979/02/21 23:00:00 19 0.2 61.50% 0.25 183 1979/03/19 01:00:00 1979/03/20 04:00:00 28 0.2 61.80% 0.25 184 1980/01/09 05:00:00 1980/01/09 20:00:00 16 0.2 62.20% 0.25 185 1980/01/19 00:00:00 1980/01/19 02:00:00 3 0.2 62.50% 0.24 186 1982/11/10 04:00:00 1982/11/11 02:00:00 23 0.2 62.80% 0.24 187 1983/01/29 02:00:00 1983/01/29 06:00:00 5 0.2 63.20% 0.24 188 1985/12/02 23:00:00 1985/12/03 04:00:00 6 0.2 63.50% 0.24 189 1986/03/10 16:00:00 1986/03/10 22:00:00 7 0.2 63.90% 0.24 190 1986/03/12 14:00:00 1986/03/12 16:00:00 3 0.2 64.20% 0.24 191 1987/01/04 17:00:00 1987/01/05 02:00:00 10 0.2 64.50% 0.24 192 1987/11/04 17:00:00 1987/11/05 01:00:00 9 0.2 64.90% 0.23 193 1988/11/25 11:00:00 1988/11/25 15:00:00 5 0.2 65.20% 0.23 194 1988/12/21 07:00:00 1988/12/21 09:00:00 3 0.2 65.50% 0.23 195 1992/12/29 14:00:00 1992/12/29 22:00:00 9 0.2 65.90% 0.23 196 1993/03/28 03:00:00 1993/03/28 05:00:00 3 0.2 66.20% 0.23 197 1994/02/20 16:00:00 1994/02/20 18:00:00 3 0.2 66.60% 0.23 198 1995/01/07 19:00:00 1995/01/08 05:00:00 11 0.2 66.90% 0.23 199 1995/03/23 12:00:00 1995/03/23 15:00:00 4 0.2 67.20% 0.23 200 1996/12/09 18:00:00 1996/12/09 22:00:00 5 0.2 67.60% 0.23 201 1996/12/11 14:00:00 1996/12/11 18:00:00 5 0.2 67.90% 0.22 202 1997/01/25 23:00:00 1997/01/26 10:00:00 12 0.2 68.20% 0.22 203 1998/04/11 17:00:00 1998/04/11 21:00:00 5 0.2 68.60% 0.22 204 2000/02/21 17:00:00 2000/02/21 22:00:00 6 0.2 68.90% 0.22 205 2001/11/24 17:00:00 2001/11/24 19:00:00 3 0.2 69.30% 0.22 206 2002/11/08 17:00:00 2002/11/09 18:00:00 26 0.2 69.60% 0.22 207 2002/11/29 17:00:00 2002/11/29 22:00:00 6 0.2 69.90% 0.22 208 2004/12/29 02:00:00 2004/12/29 07:00:00 6 0.2 70.30% 0.22 209 2005/01/07 15:00:00 2005/01/07 18:00:00 4 0.2 70.60% 0.22 210 2006/02/28 00:00:00 2006/02/28 10:00:00 11 0.2 70.90% 0.21 211 2006/03/10 17:00:00 2006/03/11 05:00:00 13 0.2 71.30% 0.21 212 2006/03/28 22:00:00 2006/03/29 02:00:00 5 0.2 71.60% 0.21 213 2008/01/05 05:00:00 2008/01/07 06:00:00 50 0.2 72.00% 0.21 214 1965/04/01 22:00:00 1965/04/02 03:00:00 6 0.1 72.30% 0.21 215 1965/04/03 08:00:00 1965/04/03 21:00:00 14 0.1 72.60% 0.21 216 1967/04/22 03:00:00 1967/04/22 07:00:00 5 0.1 73.00% 0.21 217 1968/04/01 20:00:00 1968/04/01 21:00:00 2 0.1 73.30% 0.21 218 1969/02/18 18:00:00 1969/02/18 21:00:00 4 0.1 73.60% 0.21 219 1969/03/13 14:00:00 1969/03/13 20:00:00 7 0.1 74.00% 0.21 220 1970/03/11 12:00:00 1970/03/11 17:00:00 6 0.1 74.30% 0.21 221 1972/11/11 08:00:00 1972/11/11 10:00:00 3 0.1 74.70% 0.2 222 1972/12/08 13:00:00 1972/12/08 16:00:00 4 0.1 75.00% 0.2 223 1973/03/06 23:00:00 1973/03/07 03:00:00 5 0.1 75.30% 0.2 224 1973/03/20 09:00:00 1973/03/20 12:00:00 4 0.1 75.70% 0.2 225 1973/03/22 00:00:00 1973/03/22 04:00:00 5 0.1 76.00% 0.2 226 1975/04/05 21:00:00 1975/04/06 14:00:00 18 0.1 76.40% 0.2 227 1976/04/13 00:00:00 1976/04/13 05:00:00 6 0.1 76.70% 0.2 5/76/2/2022 5:20 PM

Excel Engineering

peakFlowStatisticsPre.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr) 228 1977/01/04 00:00:00 1977/01/04 01:00:00 2 0.1 77.00% 0.2 229 1977/12/26 04:00:00 1977/12/26 19:00:00 16 0.1 77.40% 0.2 230 1978/01/30 12:00:00 1978/01/30 14:00:00 3 0.1 77.70% 0.2 231 1978/03/31 03:00:00 1978/03/31 04:00:00 2 0.1 78.00% 0.2 232 1979/01/31 10:00:00 1979/02/01 12:00:00 27 0.1 78.40% 0.19 233 1979/10/20 14:00:00 1979/10/20 16:00:00 3 0.1 78.70% 0.19 234 1981/03/05 08:00:00 1981/03/05 17:00:00 10 0.1 79.10% 0.19 235 1982/01/20 23:00:00 1982/01/21 02:00:00 4 0.1 79.40% 0.19 236 1982/04/02 13:00:00 1982/04/02 17:00:00 5 0.1 79.70% 0.19 237 1983/03/20 20:00:00 1983/03/21 04:00:00 9 0.1 80.10% 0.19 238 1983/04/21 01:00:00 1983/04/21 05:00:00 5 0.1 80.40% 0.19 239 1985/11/11 10:00:00 1985/11/11 17:00:00 8 0.1 80.70% 0.19 240 1990/06/10 04:00:00 1990/06/10 06:00:00 3 0.1 81.10% 0.19 241 1992/03/02 11:00:00 1992/03/02 12:00:00 2 0.1 81.40% 0.19 242 1992/03/23 04:00:00 1992/03/23 05:00:00 2 0.1 81.80% 0.19 243 1993/02/23 23:00:00 1993/02/24 08:00:00 10 0.1 82.10% 0.19 244 1994/04/26 21:00:00 1994/04/26 22:00:00 2 0.1 82.40% 0.18 245 1994/12/25 03:00:00 1994/12/25 04:00:00 2 0.1 82.80% 0.18 246 1996/01/21 19:00:00 1996/01/21 21:00:00 3 0.1 83.10% 0.18 247 1996/02/25 10:00:00 1996/02/26 02:00:00 17 0.1 83.40% 0.18 248 1996/02/27 21:00:00 1996/02/28 00:00:00 4 0.1 83.80% 0.18 249 1997/12/06 17:00:00 1997/12/06 22:00:00 6 0.1 84.10% 0.18 250 1998/03/25 17:00:00 1998/03/26 20:00:00 28 0.1 84.50% 0.18 251 2000/02/13 17:00:00 2000/02/13 21:00:00 5 0.1 84.80% 0.18 252 2002/03/17 23:00:00 2002/03/18 00:00:00 2 0.1 85.10% 0.18 253 2003/12/25 19:00:00 2003/12/25 20:00:00 2 0.1 85.50% 0.18 254 2005/02/18 06:00:00 2005/02/19 01:00:00 20 0.1 85.80% 0.18 255 2005/03/22 23:00:00 2005/03/23 01:00:00 3 0.1 86.10% 0.18 256 2008/02/14 12:00:00 2008/02/14 14:00:00 3 0.1 86.50% 0.18 257 1965/02/06 18:00:00 1965/02/06 19:00:00 2 0 86.80% 0.18 258 1965/11/25 11:00:00 1965/11/25 14:00:00 4 0 87.20% 0.17 259 1969/01/28 20:00:00 1969/01/28 22:00:00 3 0 87.50% 0.17 260 1969/03/21 20:00:00 1969/03/21 21:00:00 2 0 87.80% 0.17 261 1970/03/06 23:00:00 1970/03/07 02:00:00 4 0 88.20% 0.17 262 1973/02/28 05:00:00 1973/02/28 07:00:00 3 0 88.50% 0.17 263 1974/04/02 05:00:00 1974/04/02 08:00:00 4 0 88.90% 0.17 264 1974/10/29 05:00:00 1974/10/29 09:00:00 5 0 89.20% 0.17 265 1975/02/10 03:00:00 1975/02/10 04:00:00 2 0 89.50% 0.17 266 1976/04/15 17:00:00 1976/04/15 18:00:00 2 0 89.90% 0.17 267 1977/03/25 03:00:00 1977/03/25 04:00:00 2 0 90.20% 0.17 268 1978/11/21 19:00:00 1978/11/21 21:00:00 3 0 90.50% 0.17 269 1978/11/23 13:00:00 1978/11/23 14:00:00 2 0 90.90% 0.17 270 1979/02/02 16:00:00 1979/02/02 17:00:00 2 0 91.20% 0.17 271 1980/03/26 00:00:00 1980/03/26 02:00:00 3 0 91.60% 0.17 272 1981/11/28 22:00:00 1981/11/29 00:00:00 3 0 91.90% 0.17 273 1983/02/25 00:00:00 1983/02/25 01:00:00 2 0 92.20% 0.17 274 1983/04/18 05:00:00 1983/04/18 06:00:00 2 0 92.60% 0.16 6/76/2/2022 5:20 PM

Excel Engineering

peakFlowStatisticsPre.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr) 275 1983/12/03 17:00:00 1983/12/03 18:00:00 2 0 92.90% 0.16 276 1986/03/13 17:00:00 1986/03/13 21:00:00 5 0 93.20% 0.16 277 1986/12/06 18:00:00 1986/12/06 19:00:00 2 0 93.60% 0.16 278 1987/11/02 03:00:00 1987/11/02 05:00:00 3 0 93.90% 0.16 279 1992/03/26 19:00:00 1992/03/26 20:00:00 2 0 94.30% 0.16 280 1993/01/31 02:00:00 1993/01/31 03:00:00 2 0 94.60% 0.16 281 1994/03/19 04:00:00 1994/03/19 05:00:00 2 0 94.90% 0.16 282 1995/01/10 22:00:00 1995/01/10 23:00:00 2 0 95.30% 0.16 283 1995/12/20 17:00:00 1995/12/20 18:00:00 2 0 95.60% 0.16 284 1998/01/29 17:00:00 1998/01/29 20:00:00 4 0 95.90% 0.16 285 2000/02/17 17:00:00 2000/02/17 19:00:00 3 0 96.30% 0.16 286 2000/10/30 00:00:00 2000/10/30 01:00:00 2 0 96.60% 0.16 287 2001/12/21 17:00:00 2001/12/21 21:00:00 5 0 97.00% 0.16 288 2003/05/03 17:00:00 2003/05/03 19:00:00 3 0 97.30% 0.16 289 2004/12/31 16:00:00 2004/12/31 18:00:00 3 0 97.60% 0.16 290 2005/02/12 00:00:00 2005/02/12 14:00:00 15 0 98.00% 0.16 291 2005/04/28 09:00:00 2005/04/28 10:00:00 2 0 98.30% 0.16 292 2006/03/21 02:00:00 2006/03/21 03:00:00 2 0 98.60% 0.15 293 2007/02/13 02:00:00 2007/02/13 03:00:00 2 0 99.00% 0.15 294 2007/02/22 22:00:00 2007/02/22 23:00:00 2 0 99.30% 0.15 295 2007/12/08 07:00:00 2007/12/08 08:00:00 2 0 99.70% 0.15 -------------End of Data-----------------
7/76/2/2022 5:20 PM

Excel Engineering

peakFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr) 1 1993/01/06 02:00:00 1993/01/11 02:00:00 121 1.8 0.10% 45 2 1995/01/03 07:00:00 1995/01/05 17:00:00 59 1.7 0.20% 22.5 3 1966/12/03 05:00:00 1966/12/07 11:00:00 103 1.6 0.30% 15 4 1971/02/23 04:00:00 1971/02/24 00:00:00 21 1.4 0.50% 11.25 5 1978/01/14 14:00:00 1978/01/17 00:00:00 59 1.4 0.60% 9 6 1978/03/16 18:00:00 1978/03/18 22:00:00 53 1.4 0.70% 7.5 7 1986/02/14 23:00:00 1986/02/16 09:00:00 35 1.4 0.80% 6.43 8 1967/11/19 03:00:00 1967/11/23 14:00:00 108 1.3 0.90% 5.63 9 1980/01/27 20:00:00 1980/01/31 06:00:00 83 1.3 1.00% 5 10 1983/02/26 12:00:00 1983/03/04 14:00:00 147 1.3 1.10% 4.5 11 1983/12/24 19:00:00 1983/12/27 23:00:00 77 1.3 1.20% 4.09 12 1995/01/23 21:00:00 1995/01/26 09:00:00 61 1.3 1.40% 3.75 13 1998/02/14 02:00:00 1998/02/20 22:00:00 165 1.3 1.50% 3.46 14 1969/01/24 04:00:00 1969/01/29 04:00:00 121 1.2 1.60% 3.21 15 1981/02/08 17:00:00 1981/02/10 14:00:00 46 1.2 1.70% 3 16 2007/08/26 07:00:00 2007/08/26 20:00:00 14 1.2 1.80% 2.81 17 1965/11/21 22:00:00 1965/11/23 17:00:00 44 1.1 1.90% 2.65 18 1967/04/11 08:00:00 1967/04/12 13:00:00 30 1.1 2.00% 2.5 19 1979/01/05 07:00:00 1979/01/06 18:00:00 36 1.1 2.10% 2.37 20 1988/04/19 23:00:00 1988/04/22 09:00:00 59 1.1 2.30% 2.25 21 1993/02/07 12:00:00 1993/02/10 03:00:00 64 1.1 2.40% 2.14 22 2007/01/29 22:00:00 2007/01/31 17:00:00 44 1.1 2.50% 2.05 23 1972/11/14 12:00:00 1972/11/15 02:00:00 15 1 2.60% 1.96 24 1974/12/04 03:00:00 1974/12/04 23:00:00 21 1 2.70% 1.88 25 1980/02/13 12:00:00 1980/02/21 16:00:00 197 1 2.80% 1.8 26 1980/03/02 20:00:00 1980/03/03 23:00:00 28 1 2.90% 1.73 27 1983/11/24 23:00:00 1983/11/25 13:00:00 15 1 3.10% 1.67 28 1985/11/24 15:00:00 1985/11/26 00:00:00 34 1 3.20% 1.61 29 1998/01/09 02:00:00 1998/01/11 05:00:00 52 1 3.30% 1.55 30 2004/10/17 08:00:00 2004/10/21 08:00:00 97 1 3.40% 1.5 31 1995/03/03 05:00:00 1995/03/06 13:00:00 81 0.9 3.50% 1.45 32 1998/02/03 02:00:00 1998/02/05 00:00:00 47 0.9 3.60% 1.41 33 2004/10/27 02:00:00 2004/10/28 15:00:00 38 0.9 3.70% 1.36 34 2007/11/30 07:00:00 2007/12/01 11:00:00 29 0.9 3.80% 1.32 35 1967/01/22 16:00:00 1967/01/23 14:00:00 23 0.8 4.00% 1.29 36 1967/12/18 14:00:00 1967/12/20 13:00:00 48 0.8 4.10% 1.25 37 1970/02/28 13:00:00 1970/03/02 19:00:00 55 0.8 4.20% 1.22 38 1970/03/04 21:00:00 1970/03/05 13:00:00 17 0.8 4.30% 1.18 39 1977/05/08 10:00:00 1977/05/10 05:00:00 44 0.8 4.40% 1.15 Peak Flow Statistics Table Values
SWMM.out file name: V:\21\21088\Engineering\PrelimGP\Storm\Working Files\Hydmod\600' length-4x3.83 weir - Copy\21088-Post-HMP2.out SWMM.out time stamp: 6/2/2022 5:17:35 PM
1/196/2/2022 5:20 PM

Excel Engineering

peakFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr) 40 1980/01/07 14:00:00 1980/01/13 05:00:00 136 0.8 4.50% 1.13 41 1985/11/29 06:00:00 1985/11/30 05:00:00 24 0.8 4.60% 1.1 42 1991/03/19 00:00:00 1991/03/21 15:00:00 64 0.8 4.80% 1.07 43 1993/01/12 14:00:00 1993/01/19 04:00:00 159 0.8 4.90% 1.05 44 2004/02/26 01:00:00 2004/02/28 00:00:00 48 0.8 5.00% 1.02 45 2005/01/07 04:00:00 2005/01/12 06:00:00 123 0.8 5.10% 1 46 1969/02/05 03:00:00 1969/02/07 03:00:00 49 0.7 5.20% 0.98 47 1978/12/16 22:00:00 1978/12/19 17:00:00 68 0.7 5.30% 0.96 48 1981/12/30 07:00:00 1982/01/02 16:00:00 82 0.7 5.40% 0.94 49 1982/03/17 18:00:00 1982/03/20 13:00:00 68 0.7 5.50% 0.92 50 1982/12/22 18:00:00 1982/12/23 12:00:00 19 0.7 5.70% 0.9 51 1986/11/17 18:00:00 1986/11/18 14:00:00 21 0.7 5.80% 0.88 52 2003/02/25 02:00:00 2003/02/28 19:00:00 90 0.7 5.90% 0.87 53 1966/11/07 14:00:00 1966/11/08 07:00:00 18 0.6 6.00% 0.85 54 1967/01/24 15:00:00 1967/01/25 12:00:00 22 0.6 6.10% 0.83 55 1981/03/19 20:00:00 1981/03/20 14:00:00 19 0.6 6.20% 0.82 56 1991/02/27 13:00:00 1991/03/02 00:00:00 60 0.6 6.30% 0.8 57 1991/03/25 06:00:00 1991/03/28 01:00:00 68 0.6 6.40% 0.79 58 1992/02/06 08:00:00 1992/02/07 12:00:00 29 0.6 6.60% 0.78 59 1992/02/15 05:00:00 1992/02/16 06:00:00 26 0.6 6.70% 0.76 60 1994/02/17 11:00:00 1994/02/19 07:00:00 45 0.6 6.80% 0.75 61 1996/11/21 16:00:00 1996/11/23 07:00:00 40 0.6 6.90% 0.74 62 2003/02/11 02:00:00 2003/02/15 04:00:00 99 0.6 7.00% 0.73 63 2005/02/18 04:00:00 2005/02/23 20:00:00 137 0.6 7.10% 0.71 64 2006/04/04 18:00:00 2006/04/05 19:00:00 26 0.6 7.20% 0.7 65 1965/12/09 04:00:00 1965/12/11 03:00:00 48 0.5 7.40% 0.69 66 1969/01/13 17:00:00 1969/01/15 00:00:00 32 0.5 7.50% 0.68 67 1969/02/22 02:00:00 1969/02/26 12:00:00 107 0.5 7.60% 0.67 68 1970/11/28 20:00:00 1970/11/30 12:00:00 41 0.5 7.70% 0.66 69 1972/12/04 12:00:00 1972/12/05 06:00:00 19 0.5 7.80% 0.65 70 1973/01/16 15:00:00 1973/01/17 10:00:00 20 0.5 7.90% 0.64 71 1974/03/06 19:00:00 1974/03/09 01:00:00 55 0.5 8.00% 0.63 72 1976/02/03 17:00:00 1976/02/10 18:00:00 170 0.5 8.10% 0.63 73 1976/11/11 22:00:00 1976/11/12 20:00:00 23 0.5 8.30% 0.62 74 1978/02/05 00:00:00 1978/02/07 06:00:00 55 0.5 8.40% 0.61 75 1981/02/28 15:00:00 1981/03/02 21:00:00 55 0.5 8.50% 0.6 76 1992/02/12 18:00:00 1992/02/13 17:00:00 24 0.5 8.60% 0.59 77 1995/03/11 02:00:00 1995/03/12 10:00:00 33 0.5 8.70% 0.58 78 1996/01/31 04:00:00 1996/02/01 18:00:00 39 0.5 8.80% 0.58 79 2003/04/13 15:00:00 2003/04/16 03:00:00 61 0.5 8.90% 0.57 80 2008/01/05 01:00:00 2008/01/07 15:00:00 63 0.5 9.00% 0.56 81 1965/04/07 04:00:00 1965/04/12 06:00:00 123 0.4 9.20% 0.56 82 1965/11/14 07:00:00 1965/11/18 18:00:00 108 0.4 9.30% 0.55 83 1968/03/07 21:00:00 1968/03/09 00:00:00 28 0.4 9.40% 0.54 84 1970/12/16 22:00:00 1970/12/22 14:00:00 137 0.4 9.50% 0.54 85 1973/11/22 19:00:00 1973/11/23 13:00:00 19 0.4 9.60% 0.53 86 1974/01/04 17:00:00 1974/01/09 21:00:00 125 0.4 9.70% 0.52 2/196/2/2022 5:20 PM

Excel Engineering

peakFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr) 87 1975/03/08 08:00:00 1975/03/11 22:00:00 87 0.4 9.80% 0.52 88 1976/03/01 08:00:00 1976/03/03 16:00:00 57 0.4 10.00% 0.51 89 1976/12/30 13:00:00 1976/12/31 23:00:00 35 0.4 10.10% 0.51 90 1977/08/16 14:00:00 1977/08/18 02:00:00 37 0.4 10.20% 0.5 91 1978/03/11 17:00:00 1978/03/15 16:00:00 96 0.4 10.30% 0.5 92 1979/03/01 07:00:00 1979/03/02 07:00:00 25 0.4 10.40% 0.49 93 1980/03/10 14:00:00 1980/03/11 07:00:00 18 0.4 10.50% 0.48 94 1982/03/15 12:00:00 1982/03/16 09:00:00 22 0.4 10.60% 0.48 95 1982/11/29 15:00:00 1982/12/01 06:00:00 40 0.4 10.70% 0.47 96 1983/01/27 07:00:00 1983/01/29 14:00:00 56 0.4 10.90% 0.47 97 1985/11/11 03:00:00 1985/11/12 14:00:00 36 0.4 11.00% 0.46 98 1986/02/07 19:00:00 1986/02/09 03:00:00 33 0.4 11.10% 0.46 99 1986/09/23 20:00:00 1986/09/26 09:00:00 62 0.4 11.20% 0.46 100 1987/01/04 13:00:00 1987/01/07 19:00:00 79 0.4 11.30% 0.45 101 1987/12/16 12:00:00 1987/12/17 21:00:00 34 0.4 11.40% 0.45 102 1988/01/17 03:00:00 1988/01/18 08:00:00 30 0.4 11.50% 0.44 103 1988/12/24 20:00:00 1988/12/26 06:00:00 35 0.4 11.70% 0.44 104 1992/01/02 23:00:00 1992/01/08 07:00:00 129 0.4 11.80% 0.43 105 1992/12/07 08:00:00 1992/12/08 06:00:00 23 0.4 11.90% 0.43 106 1994/02/07 02:00:00 1994/02/08 14:00:00 37 0.4 12.00% 0.43 107 1995/02/13 10:00:00 1995/02/15 17:00:00 56 0.4 12.10% 0.42 108 1998/02/06 02:00:00 1998/02/09 20:00:00 91 0.4 12.20% 0.42 109 2001/01/10 20:00:00 2001/01/12 21:00:00 50 0.4 12.30% 0.41 110 2005/01/03 04:00:00 2005/01/05 05:00:00 50 0.4 12.40% 0.41 111 2008/02/03 06:00:00 2008/02/04 08:00:00 27 0.4 12.60% 0.41 112 1964/11/17 13:00:00 1964/11/18 10:00:00 22 0.3 12.70% 0.4 113 1964/12/27 07:00:00 1964/12/29 10:00:00 52 0.3 12.80% 0.4 114 1965/12/29 08:00:00 1966/01/01 11:00:00 76 0.3 12.90% 0.4 115 1967/03/13 11:00:00 1967/03/14 09:00:00 23 0.3 13.00% 0.39 116 1970/03/06 19:00:00 1970/03/09 05:00:00 59 0.3 13.10% 0.39 117 1971/12/27 13:00:00 1971/12/29 00:00:00 36 0.3 13.20% 0.39 118 1972/11/16 08:00:00 1972/11/17 18:00:00 35 0.3 13.30% 0.38 119 1973/01/18 20:00:00 1973/01/19 12:00:00 17 0.3 13.50% 0.38 120 1973/02/10 22:00:00 1973/02/13 10:00:00 61 0.3 13.60% 0.38 121 1973/03/04 00:00:00 1973/03/09 06:00:00 127 0.3 13.70% 0.37 122 1973/03/20 08:00:00 1973/03/22 12:00:00 53 0.3 13.80% 0.37 123 1975/04/05 21:00:00 1975/04/09 21:00:00 97 0.3 13.90% 0.37 124 1976/04/11 19:00:00 1976/04/16 04:00:00 106 0.3 14.00% 0.36 125 1976/09/09 19:00:00 1976/09/11 08:00:00 38 0.3 14.10% 0.36 126 1979/01/15 14:00:00 1979/01/19 01:00:00 84 0.3 14.30% 0.36 127 1979/02/21 01:00:00 1979/02/23 14:00:00 62 0.3 14.40% 0.35 128 1979/03/17 05:00:00 1979/03/21 11:00:00 103 0.3 14.50% 0.35 129 1979/03/27 03:00:00 1979/03/29 14:00:00 60 0.3 14.60% 0.35 130 1979/10/19 22:00:00 1979/10/21 16:00:00 43 0.3 14.70% 0.35 131 1980/03/06 00:00:00 1980/03/06 22:00:00 23 0.3 14.80% 0.34 132 1982/02/09 16:00:00 1982/02/11 06:00:00 39 0.3 14.90% 0.34 133 1983/03/22 12:00:00 1983/03/24 22:00:00 59 0.3 15.00% 0.34 3/196/2/2022 5:20 PM

Excel Engineering

peakFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr) 134 1986/03/08 15:00:00 1986/03/14 09:00:00 139 0.3 15.20% 0.34 135 1988/11/25 05:00:00 1988/11/26 15:00:00 35 0.3 15.30% 0.33 136 1988/12/21 01:00:00 1988/12/21 17:00:00 17 0.3 15.40% 0.33 137 1989/03/25 09:00:00 1989/03/26 15:00:00 31 0.3 15.50% 0.33 138 1990/01/13 03:00:00 1990/01/17 16:00:00 110 0.3 15.60% 0.33 139 1991/12/29 15:00:00 1991/12/30 08:00:00 18 0.3 15.70% 0.32 140 1992/03/02 01:00:00 1992/03/03 22:00:00 46 0.3 15.80% 0.32 141 1993/02/18 13:00:00 1993/02/21 00:00:00 60 0.3 16.00% 0.32 142 1993/11/14 06:00:00 1993/11/15 04:00:00 23 0.3 16.10% 0.32 143 1994/03/24 21:00:00 1994/03/26 02:00:00 30 0.3 16.20% 0.32 144 1995/01/07 16:00:00 1995/01/08 16:00:00 25 0.3 16.30% 0.31 145 1995/01/10 16:00:00 1995/01/13 01:00:00 58 0.3 16.40% 0.31 146 1997/01/12 13:00:00 1997/01/14 05:00:00 41 0.3 16.50% 0.31 147 1998/02/22 02:00:00 1998/02/25 18:00:00 89 0.3 16.60% 0.31 148 2002/11/08 02:00:00 2002/11/10 19:00:00 66 0.3 16.70% 0.3 149 2003/03/15 02:00:00 2003/03/17 17:00:00 64 0.3 16.90% 0.3 150 2004/02/21 15:00:00 2004/02/23 16:00:00 50 0.3 17.00% 0.3 151 2004/12/28 06:00:00 2005/01/01 02:00:00 93 0.3 17.10% 0.3 152 2005/12/31 16:00:00 2006/01/03 04:00:00 61 0.3 17.20% 0.3 153 2006/02/27 19:00:00 2006/02/28 20:00:00 26 0.3 17.30% 0.29 154 2008/02/22 02:00:00 2008/02/22 21:00:00 20 0.3 17.40% 0.29 155 1965/02/06 00:00:00 1965/02/07 07:00:00 32 0.2 17.50% 0.29 156 1965/03/31 14:00:00 1965/04/05 15:00:00 122 0.2 17.60% 0.29 157 1965/12/12 06:00:00 1965/12/16 18:00:00 109 0.2 17.80% 0.29 158 1966/02/06 10:00:00 1966/02/08 07:00:00 46 0.2 17.90% 0.29 159 1967/04/21 12:00:00 1967/04/22 13:00:00 26 0.2 18.00% 0.28 160 1968/04/01 19:00:00 1968/04/02 17:00:00 23 0.2 18.10% 0.28 161 1969/01/18 22:00:00 1969/01/22 04:00:00 79 0.2 18.20% 0.28 162 1969/02/18 09:00:00 1969/02/20 09:00:00 49 0.2 18.30% 0.28 163 1969/03/12 21:00:00 1969/03/14 03:00:00 31 0.2 18.40% 0.28 164 1969/03/21 13:00:00 1969/03/22 06:00:00 18 0.2 18.60% 0.27 165 1970/03/11 10:00:00 1970/03/12 10:00:00 25 0.2 18.70% 0.27 166 1970/10/03 14:00:00 1970/10/04 01:00:00 12 0.2 18.80% 0.27 167 1971/01/02 04:00:00 1971/01/02 23:00:00 20 0.2 18.90% 0.27 168 1971/05/07 18:00:00 1971/05/08 10:00:00 17 0.2 19.00% 0.27 169 1971/12/22 05:00:00 1971/12/23 10:00:00 30 0.2 19.10% 0.27 170 1971/12/24 15:00:00 1971/12/26 09:00:00 43 0.2 19.20% 0.27 171 1972/11/11 01:00:00 1972/11/11 20:00:00 20 0.2 19.30% 0.26 172 1973/02/27 23:00:00 1973/02/28 16:00:00 18 0.2 19.50% 0.26 173 1973/03/11 11:00:00 1973/03/12 11:00:00 25 0.2 19.60% 0.26 174 1973/11/17 06:00:00 1973/11/18 20:00:00 39 0.2 19.70% 0.26 175 1974/04/02 01:00:00 1974/04/02 19:00:00 19 0.2 19.80% 0.26 176 1974/10/28 05:00:00 1974/10/29 22:00:00 42 0.2 19.90% 0.26 177 1975/02/09 06:00:00 1975/02/10 12:00:00 31 0.2 20.00% 0.25 178 1975/12/11 23:00:00 1975/12/13 00:00:00 26 0.2 20.10% 0.25 179 1976/10/22 20:00:00 1976/10/23 19:00:00 24 0.2 20.20% 0.25 180 1977/03/24 11:00:00 1977/03/25 20:00:00 34 0.2 20.40% 0.25 4/196/2/2022 5:20 PM

Excel Engineering

peakFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr) 181 1977/12/18 01:00:00 1977/12/18 17:00:00 17 0.2 20.50% 0.25 182 1977/12/25 11:00:00 1977/12/29 21:00:00 107 0.2 20.60% 0.25 183 1978/01/30 07:00:00 1978/01/31 08:00:00 26 0.2 20.70% 0.25 184 1978/03/30 14:00:00 1978/04/01 04:00:00 39 0.2 20.80% 0.25 185 1978/04/07 01:00:00 1978/04/08 14:00:00 38 0.2 20.90% 0.24 186 1978/09/05 17:00:00 1978/09/06 07:00:00 15 0.2 21.00% 0.24 187 1978/11/10 18:00:00 1978/11/12 10:00:00 41 0.2 21.20% 0.24 188 1978/11/13 21:00:00 1978/11/14 17:00:00 21 0.2 21.30% 0.24 189 1978/11/21 18:00:00 1978/11/23 22:00:00 53 0.2 21.40% 0.24 190 1979/01/31 00:00:00 1979/02/02 23:00:00 72 0.2 21.50% 0.24 191 1980/01/18 04:00:00 1980/01/19 10:00:00 31 0.2 21.60% 0.24 192 1980/03/25 22:00:00 1980/03/26 11:00:00 14 0.2 21.70% 0.23 193 1980/12/04 13:00:00 1980/12/05 07:00:00 19 0.2 21.80% 0.23 194 1981/01/28 06:00:00 1981/01/31 00:00:00 67 0.2 21.90% 0.23 195 1981/02/25 05:00:00 1981/02/26 10:00:00 30 0.2 22.10% 0.23 196 1981/03/04 07:00:00 1981/03/05 23:00:00 41 0.2 22.20% 0.23 197 1981/11/26 18:00:00 1981/11/29 15:00:00 70 0.2 22.30% 0.23 198 1982/01/20 03:00:00 1982/01/21 22:00:00 44 0.2 22.40% 0.23 199 1982/03/26 21:00:00 1982/03/27 15:00:00 19 0.2 22.50% 0.23 200 1982/03/31 02:00:00 1982/04/03 13:00:00 84 0.2 22.60% 0.23 201 1982/11/09 13:00:00 1982/11/11 10:00:00 46 0.2 22.70% 0.22 202 1983/02/05 17:00:00 1983/02/08 19:00:00 75 0.2 22.90% 0.22 203 1983/02/24 09:00:00 1983/02/25 10:00:00 26 0.2 23.00% 0.22 204 1983/03/17 04:00:00 1983/03/19 06:00:00 51 0.2 23.10% 0.22 205 1983/03/20 20:00:00 1983/03/21 11:00:00 16 0.2 23.20% 0.22 206 1983/04/29 02:00:00 1983/05/01 17:00:00 64 0.2 23.30% 0.22 207 1983/10/07 07:00:00 1983/10/07 20:00:00 14 0.2 23.40% 0.22 208 1983/11/20 09:00:00 1983/11/21 17:00:00 33 0.2 23.50% 0.22 209 1983/12/03 15:00:00 1983/12/04 06:00:00 16 0.2 23.60% 0.22 210 1985/12/02 12:00:00 1985/12/03 17:00:00 30 0.2 23.80% 0.21 211 1986/01/30 01:00:00 1986/02/01 04:00:00 52 0.2 23.90% 0.21 212 1986/03/15 20:00:00 1986/03/17 16:00:00 45 0.2 24.00% 0.21 213 1986/04/06 05:00:00 1986/04/07 00:00:00 20 0.2 24.10% 0.21 214 1986/10/09 18:00:00 1986/10/11 09:00:00 40 0.2 24.20% 0.21 215 1986/12/06 03:00:00 1986/12/07 14:00:00 36 0.2 24.30% 0.21 216 1987/11/04 15:00:00 1987/11/05 20:00:00 30 0.2 24.40% 0.21 217 1987/12/04 21:00:00 1987/12/05 09:00:00 13 0.2 24.50% 0.21 218 1988/01/05 13:00:00 1988/01/06 03:00:00 15 0.2 24.70% 0.21 219 1988/02/02 03:00:00 1988/02/03 02:00:00 24 0.2 24.80% 0.21 220 1988/04/14 18:00:00 1988/04/16 07:00:00 38 0.2 24.90% 0.21 221 1990/02/17 10:00:00 1990/02/19 10:00:00 49 0.2 25.00% 0.2 222 1992/12/27 16:00:00 1992/12/30 06:00:00 63 0.2 25.10% 0.2 223 1993/01/31 01:00:00 1993/01/31 13:00:00 13 0.2 25.20% 0.2 224 1993/02/23 19:00:00 1993/02/24 15:00:00 21 0.2 25.30% 0.2 225 1993/03/26 00:00:00 1993/03/28 13:00:00 62 0.2 25.50% 0.2 226 1994/02/03 20:00:00 1994/02/05 08:00:00 37 0.2 25.60% 0.2 227 1994/02/20 12:00:00 1994/02/21 03:00:00 16 0.2 25.70% 0.2 5/196/2/2022 5:20 PM

Excel Engineering

peakFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr) 228 1994/03/06 05:00:00 1994/03/07 17:00:00 37 0.2 25.80% 0.2 229 1994/03/19 02:00:00 1994/03/20 17:00:00 40 0.2 25.90% 0.2 230 1994/04/25 15:00:00 1994/04/28 10:00:00 68 0.2 26.00% 0.2 231 1994/12/24 05:00:00 1994/12/25 14:00:00 34 0.2 26.10% 0.2 232 1995/03/21 09:00:00 1995/03/22 00:00:00 16 0.2 26.20% 0.19 233 1995/03/23 09:00:00 1995/03/24 07:00:00 23 0.2 26.40% 0.19 234 1995/04/16 06:00:00 1995/04/17 04:00:00 23 0.2 26.50% 0.19 235 1995/04/18 08:00:00 1995/04/19 14:00:00 31 0.2 26.60% 0.19 236 1995/12/20 17:00:00 1995/12/21 04:00:00 12 0.2 26.70% 0.19 237 1996/01/21 18:00:00 1996/01/22 17:00:00 24 0.2 26.80% 0.19 238 1996/02/25 09:00:00 1996/02/26 15:00:00 31 0.2 26.90% 0.19 239 1996/03/12 17:00:00 1996/03/14 10:00:00 42 0.2 27.00% 0.19 240 1996/12/09 15:00:00 1996/12/12 03:00:00 61 0.2 27.10% 0.19 241 1997/01/25 15:00:00 1997/01/27 12:00:00 46 0.2 27.30% 0.19 242 1998/03/25 02:00:00 1998/04/02 17:00:00 208 0.2 27.40% 0.19 243 1998/04/11 02:00:00 1998/04/12 21:00:00 44 0.2 27.50% 0.19 244 1998/05/12 02:00:00 1998/05/13 20:00:00 43 0.2 27.60% 0.18 245 2000/02/21 02:00:00 2000/02/23 04:00:00 51 0.2 27.70% 0.18 246 2000/04/17 16:00:00 2000/04/18 12:00:00 21 0.2 27.80% 0.18 247 2000/10/29 20:00:00 2000/10/30 10:00:00 15 0.2 27.90% 0.18 248 2001/11/24 02:00:00 2001/11/25 07:00:00 30 0.2 28.10% 0.18 249 2002/12/16 02:00:00 2002/12/17 19:00:00 42 0.2 28.20% 0.18 250 2002/12/20 02:00:00 2002/12/22 00:00:00 47 0.2 28.30% 0.18 251 2003/12/24 23:00:00 2003/12/26 06:00:00 32 0.2 28.40% 0.18 252 2004/02/02 23:00:00 2004/02/04 09:00:00 35 0.2 28.50% 0.18 253 2004/03/02 00:00:00 2004/03/03 11:00:00 36 0.2 28.60% 0.18 254 2005/02/11 01:00:00 2005/02/13 09:00:00 57 0.2 28.70% 0.18 255 2005/03/22 19:00:00 2005/03/23 09:00:00 15 0.2 28.80% 0.18 256 2005/04/28 07:00:00 2005/04/29 05:00:00 23 0.2 29.00% 0.18 257 2006/03/10 13:00:00 2006/03/11 19:00:00 31 0.2 29.10% 0.18 258 2006/03/28 02:00:00 2006/03/29 12:00:00 35 0.2 29.20% 0.17 259 2006/05/22 04:00:00 2006/05/22 17:00:00 14 0.2 29.30% 0.17 260 2006/12/09 22:00:00 2006/12/11 04:00:00 31 0.2 29.40% 0.17 261 2008/01/23 19:00:00 2008/01/24 12:00:00 18 0.2 29.50% 0.17 262 2008/02/14 11:00:00 2008/02/15 02:00:00 16 0.2 29.60% 0.17 263 1964/09/24 14:00:00 1964/09/24 18:00:00 5 0.1 29.80% 0.17 264 1964/10/15 09:00:00 1964/10/15 22:00:00 14 0.1 29.90% 0.17 265 1964/11/09 12:00:00 1964/11/12 11:00:00 72 0.1 30.00% 0.17 266 1965/01/24 06:00:00 1965/01/24 17:00:00 12 0.1 30.10% 0.17 267 1965/03/11 07:00:00 1965/03/11 22:00:00 16 0.1 30.20% 0.17 268 1965/03/15 02:00:00 1965/03/15 09:00:00 8 0.1 30.30% 0.17 269 1965/11/24 19:00:00 1965/11/25 21:00:00 27 0.1 30.40% 0.17 270 1965/12/21 23:00:00 1965/12/23 02:00:00 28 0.1 30.50% 0.17 271 1966/10/04 00:00:00 1966/10/05 19:00:00 44 0.1 30.70% 0.17 272 1966/10/10 12:00:00 1966/10/10 22:00:00 11 0.1 30.80% 0.17 273 1967/03/31 10:00:00 1967/04/02 11:00:00 50 0.1 30.90% 0.17 274 1967/04/04 16:00:00 1967/04/05 02:00:00 11 0.1 31.00% 0.16 6/196/2/2022 5:20 PM

Excel Engineering

peakFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr) 275 1967/04/18 19:00:00 1967/04/20 01:00:00 31 0.1 31.10% 0.16 276 1967/08/31 02:00:00 1967/08/31 14:00:00 13 0.1 31.20% 0.16 277 1967/11/30 16:00:00 1967/12/01 03:00:00 12 0.1 31.30% 0.16 278 1967/12/13 10:00:00 1967/12/13 19:00:00 10 0.1 31.40% 0.16 279 1967/12/16 13:00:00 1967/12/17 09:00:00 21 0.1 31.60% 0.16 280 1968/01/27 07:00:00 1968/01/28 13:00:00 31 0.1 31.70% 0.16 281 1968/02/13 09:00:00 1968/02/14 08:00:00 24 0.1 31.80% 0.16 282 1968/03/18 13:00:00 1968/03/18 21:00:00 9 0.1 31.90% 0.16 283 1968/11/15 06:00:00 1968/11/16 01:00:00 20 0.1 32.00% 0.16 284 1968/12/19 14:00:00 1968/12/20 19:00:00 30 0.1 32.10% 0.16 285 1968/12/25 18:00:00 1968/12/26 16:00:00 23 0.1 32.20% 0.16 286 1969/02/15 18:00:00 1969/02/16 03:00:00 10 0.1 32.40% 0.16 287 1969/02/28 22:00:00 1969/03/01 08:00:00 11 0.1 32.50% 0.16 288 1969/03/10 02:00:00 1969/03/11 14:00:00 37 0.1 32.60% 0.16 289 1969/04/05 20:00:00 1969/04/06 03:00:00 8 0.1 32.70% 0.16 290 1969/11/06 18:00:00 1969/11/07 12:00:00 19 0.1 32.80% 0.16 291 1969/11/10 00:00:00 1969/11/10 10:00:00 11 0.1 32.90% 0.16 292 1970/01/11 14:00:00 1970/01/12 09:00:00 20 0.1 33.00% 0.15 293 1970/01/16 16:00:00 1970/01/17 03:00:00 12 0.1 33.10% 0.15 294 1970/02/10 01:00:00 1970/02/11 11:00:00 35 0.1 33.30% 0.15 295 1970/04/30 09:00:00 1970/04/30 13:00:00 5 0.1 33.40% 0.15 296 1970/11/25 23:00:00 1970/11/26 17:00:00 19 0.1 33.50% 0.15 297 1970/12/09 05:00:00 1970/12/09 17:00:00 13 0.1 33.60% 0.15 298 1971/01/12 19:00:00 1971/01/13 06:00:00 12 0.1 33.70% 0.15 299 1971/02/16 16:00:00 1971/02/17 16:00:00 25 0.1 33.80% 0.15 300 1971/03/13 06:00:00 1971/03/13 22:00:00 17 0.1 33.90% 0.15 301 1971/04/14 11:00:00 1971/04/14 21:00:00 11 0.1 34.00% 0.15 302 1971/04/15 22:00:00 1971/04/16 13:00:00 16 0.1 34.20% 0.15 303 1971/04/23 07:00:00 1971/04/23 14:00:00 8 0.1 34.30% 0.15 304 1971/05/28 01:00:00 1971/05/29 07:00:00 31 0.1 34.40% 0.15 305 1971/10/16 04:00:00 1971/10/17 16:00:00 37 0.1 34.50% 0.15 306 1971/12/03 00:00:00 1971/12/04 08:00:00 33 0.1 34.60% 0.15 307 1971/12/07 01:00:00 1971/12/07 09:00:00 9 0.1 34.70% 0.15 308 1971/12/31 04:00:00 1971/12/31 12:00:00 9 0.1 34.80% 0.15 309 1972/01/09 09:00:00 1972/01/10 06:00:00 22 0.1 35.00% 0.15 310 1972/04/30 04:00:00 1972/04/30 15:00:00 12 0.1 35.10% 0.15 311 1972/05/19 04:00:00 1972/05/20 18:00:00 39 0.1 35.20% 0.15 312 1972/10/19 03:00:00 1972/10/20 21:00:00 43 0.1 35.30% 0.14 313 1972/12/07 04:00:00 1972/12/09 08:00:00 53 0.1 35.40% 0.14 314 1973/01/04 01:00:00 1973/01/05 00:00:00 24 0.1 35.50% 0.14 315 1973/01/09 10:00:00 1973/01/10 07:00:00 22 0.1 35.60% 0.14 316 1973/02/03 13:00:00 1973/02/04 04:00:00 16 0.1 35.70% 0.14 317 1973/02/06 01:00:00 1973/02/06 09:00:00 9 0.1 35.90% 0.14 318 1973/03/13 12:00:00 1973/03/14 04:00:00 17 0.1 36.00% 0.14 319 1973/04/30 05:00:00 1973/04/30 16:00:00 12 0.1 36.10% 0.14 320 1973/12/01 15:00:00 1973/12/01 22:00:00 8 0.1 36.20% 0.14 321 1974/01/01 04:00:00 1974/01/02 03:00:00 24 0.1 36.30% 0.14 7/196/2/2022 5:20 PM

Excel Engineering

peakFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr) 322 1974/01/20 17:00:00 1974/01/21 04:00:00 12 0.1 36.40% 0.14 323 1974/03/02 10:00:00 1974/03/03 19:00:00 34 0.1 36.50% 0.14 324 1974/12/28 06:00:00 1974/12/29 16:00:00 35 0.1 36.70% 0.14 325 1975/01/30 18:00:00 1975/01/31 04:00:00 11 0.1 36.80% 0.14 326 1975/02/03 09:00:00 1975/02/05 14:00:00 54 0.1 36.90% 0.14 327 1975/03/05 14:00:00 1975/03/06 22:00:00 33 0.1 37.00% 0.14 328 1975/03/14 02:00:00 1975/03/14 17:00:00 16 0.1 37.10% 0.14 329 1975/03/22 08:00:00 1975/03/23 19:00:00 36 0.1 37.20% 0.14 330 1975/03/31 21:00:00 1975/04/01 11:00:00 15 0.1 37.30% 0.14 331 1975/11/27 17:00:00 1975/11/29 05:00:00 37 0.1 37.40% 0.14 332 1976/11/27 04:00:00 1976/11/27 15:00:00 12 0.1 37.60% 0.14 333 1977/01/03 12:00:00 1977/01/04 09:00:00 22 0.1 37.70% 0.14 334 1977/01/06 19:00:00 1977/01/07 13:00:00 19 0.1 37.80% 0.14 335 1977/01/28 17:00:00 1977/01/29 01:00:00 9 0.1 37.90% 0.13 336 1977/03/16 12:00:00 1977/03/17 09:00:00 22 0.1 38.00% 0.13 337 1977/12/23 03:00:00 1977/12/23 12:00:00 10 0.1 38.10% 0.13 338 1978/01/10 17:00:00 1978/01/11 05:00:00 13 0.1 38.20% 0.13 339 1978/03/22 04:00:00 1978/03/23 18:00:00 39 0.1 38.30% 0.13 340 1978/04/15 20:00:00 1978/04/16 06:00:00 11 0.1 38.50% 0.13 341 1979/01/09 08:00:00 1979/01/09 20:00:00 13 0.1 38.60% 0.13 342 1979/02/14 03:00:00 1979/02/14 14:00:00 12 0.1 38.70% 0.13 343 1979/11/07 19:00:00 1979/11/09 07:00:00 37 0.1 38.80% 0.13 344 1980/03/21 19:00:00 1980/03/22 06:00:00 12 0.1 38.90% 0.13 345 1980/04/22 15:00:00 1980/04/23 09:00:00 19 0.1 39.00% 0.13 346 1980/12/07 11:00:00 1980/12/07 19:00:00 9 0.1 39.10% 0.13 347 1981/03/26 22:00:00 1981/03/27 08:00:00 11 0.1 39.30% 0.13 348 1982/01/05 04:00:00 1982/01/05 20:00:00 17 0.1 39.40% 0.13 349 1982/01/10 18:00:00 1982/01/11 05:00:00 12 0.1 39.50% 0.13 350 1982/01/28 17:00:00 1982/01/29 08:00:00 16 0.1 39.60% 0.13 351 1982/03/28 18:00:00 1982/03/29 02:00:00 9 0.1 39.70% 0.13 352 1982/09/26 01:00:00 1982/09/26 22:00:00 22 0.1 39.80% 0.13 353 1982/11/19 02:00:00 1982/11/19 21:00:00 20 0.1 39.90% 0.13 354 1982/12/07 23:00:00 1982/12/10 05:00:00 55 0.1 40.00% 0.13 355 1983/01/19 04:00:00 1983/01/19 15:00:00 12 0.1 40.20% 0.13 356 1983/01/23 00:00:00 1983/01/23 10:00:00 11 0.1 40.30% 0.13 357 1983/01/24 18:00:00 1983/01/25 02:00:00 9 0.1 40.40% 0.13 358 1983/02/02 12:00:00 1983/02/03 02:00:00 15 0.1 40.50% 0.13 359 1983/03/06 03:00:00 1983/03/06 17:00:00 15 0.1 40.60% 0.13 360 1983/04/17 22:00:00 1983/04/18 11:00:00 14 0.1 40.70% 0.13 361 1983/04/20 01:00:00 1983/04/21 14:00:00 38 0.1 40.80% 0.13 362 1983/08/16 15:00:00 1983/08/16 22:00:00 8 0.1 41.00% 0.12 363 1983/10/01 04:00:00 1983/10/02 01:00:00 22 0.1 41.10% 0.12 364 1983/11/11 22:00:00 1983/11/13 09:00:00 36 0.1 41.20% 0.12 365 1983/12/09 18:00:00 1983/12/10 04:00:00 11 0.1 41.30% 0.12 366 1984/01/16 16:00:00 1984/01/17 02:00:00 11 0.1 41.40% 0.12 367 1984/04/06 06:00:00 1984/04/06 17:00:00 12 0.1 41.50% 0.12 368 1984/12/07 23:00:00 1984/12/08 08:00:00 10 0.1 41.60% 0.12 8/196/2/2022 5:20 PM

Excel Engineering

peakFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr) 369 1984/12/14 14:00:00 1984/12/14 21:00:00 8 0.1 41.70% 0.12 370 1985/02/01 15:00:00 1985/02/03 21:00:00 55 0.1 41.90% 0.12 371 1985/02/09 05:00:00 1985/02/09 23:00:00 19 0.1 42.00% 0.12 372 1985/02/20 20:00:00 1985/02/21 03:00:00 8 0.1 42.10% 0.12 373 1985/03/02 13:00:00 1985/03/03 08:00:00 20 0.1 42.20% 0.12 374 1985/03/27 08:00:00 1985/03/28 14:00:00 31 0.1 42.30% 0.12 375 1985/09/18 08:00:00 1985/09/18 21:00:00 14 0.1 42.40% 0.12 376 1985/10/07 14:00:00 1985/10/07 18:00:00 5 0.1 42.50% 0.12 377 1985/10/09 12:00:00 1985/10/09 23:00:00 12 0.1 42.60% 0.12 378 1985/12/09 16:00:00 1985/12/11 15:00:00 48 0.1 42.80% 0.12 379 1986/07/19 12:00:00 1986/07/19 21:00:00 10 0.1 42.90% 0.12 380 1987/02/23 13:00:00 1987/02/26 08:00:00 68 0.1 43.00% 0.12 381 1987/04/03 04:00:00 1987/04/04 08:00:00 29 0.1 43.10% 0.12 382 1987/10/22 16:00:00 1987/10/24 10:00:00 43 0.1 43.20% 0.12 383 1987/10/28 19:00:00 1987/10/29 06:00:00 12 0.1 43.30% 0.12 384 1987/10/31 00:00:00 1987/11/02 11:00:00 60 0.1 43.40% 0.12 385 1987/12/19 14:00:00 1987/12/20 00:00:00 11 0.1 43.60% 0.12 386 1988/02/29 22:00:00 1988/03/02 07:00:00 34 0.1 43.70% 0.12 387 1988/11/14 05:00:00 1988/11/14 17:00:00 13 0.1 43.80% 0.12 388 1988/12/15 07:00:00 1988/12/16 22:00:00 40 0.1 43.90% 0.12 389 1988/12/18 06:00:00 1988/12/19 08:00:00 27 0.1 44.00% 0.12 390 1989/01/04 08:00:00 1989/01/06 07:00:00 48 0.1 44.10% 0.12 391 1989/02/04 04:00:00 1989/02/04 21:00:00 18 0.1 44.20% 0.12 392 1989/10/21 23:00:00 1989/10/22 11:00:00 13 0.1 44.30% 0.12 393 1990/01/02 01:00:00 1990/01/02 15:00:00 15 0.1 44.50% 0.12 394 1990/01/31 00:00:00 1990/01/31 11:00:00 12 0.1 44.60% 0.11 395 1990/02/04 11:00:00 1990/02/04 18:00:00 8 0.1 44.70% 0.11 396 1990/04/04 09:00:00 1990/04/05 15:00:00 31 0.1 44.80% 0.11 397 1990/06/09 07:00:00 1990/06/10 16:00:00 34 0.1 44.90% 0.11 398 1990/11/19 22:00:00 1990/11/20 12:00:00 15 0.1 45.00% 0.11 399 1990/11/26 02:00:00 1990/11/26 12:00:00 11 0.1 45.10% 0.11 400 1990/12/19 13:00:00 1990/12/20 11:00:00 23 0.1 45.20% 0.11 401 1991/01/03 12:00:00 1991/01/04 18:00:00 31 0.1 45.40% 0.11 402 1991/01/09 09:00:00 1991/01/10 01:00:00 17 0.1 45.50% 0.11 403 1991/03/11 02:00:00 1991/03/11 12:00:00 11 0.1 45.60% 0.11 404 1991/03/13 17:00:00 1991/03/16 02:00:00 58 0.1 45.70% 0.11 405 1991/10/26 20:00:00 1991/10/27 09:00:00 14 0.1 45.80% 0.11 406 1991/12/17 11:00:00 1991/12/19 12:00:00 50 0.1 45.90% 0.11 407 1991/12/28 00:00:00 1991/12/28 11:00:00 12 0.1 46.00% 0.11 408 1992/02/09 23:00:00 1992/02/10 09:00:00 11 0.1 46.20% 0.11 409 1992/03/20 16:00:00 1992/03/23 16:00:00 73 0.1 46.30% 0.11 410 1992/03/26 16:00:00 1992/03/27 04:00:00 13 0.1 46.40% 0.11 411 1992/12/17 22:00:00 1992/12/18 11:00:00 14 0.1 46.50% 0.11 412 1993/01/02 02:00:00 1993/01/03 04:00:00 27 0.1 46.60% 0.11 413 1993/06/05 13:00:00 1993/06/05 23:00:00 11 0.1 46.70% 0.11 414 1993/11/22 22:00:00 1993/11/23 12:00:00 15 0.1 46.80% 0.11 415 1993/12/11 16:00:00 1993/12/12 07:00:00 16 0.1 46.90% 0.11 9/196/2/2022 5:20 PM

Excel Engineering

peakFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr) 416 1993/12/14 17:00:00 1993/12/15 13:00:00 21 0.1 47.10% 0.11 417 1994/01/25 00:00:00 1994/01/27 19:00:00 68 0.1 47.20% 0.11 418 1994/04/09 05:00:00 1994/04/09 22:00:00 18 0.1 47.30% 0.11 419 1994/11/10 11:00:00 1994/11/10 18:00:00 8 0.1 47.40% 0.11 420 1994/11/16 08:00:00 1994/11/16 15:00:00 8 0.1 47.50% 0.11 421 1995/01/15 03:00:00 1995/01/17 13:00:00 59 0.1 47.60% 0.11 422 1995/01/21 02:00:00 1995/01/21 12:00:00 11 0.1 47.70% 0.11 423 1995/06/15 21:00:00 1995/06/17 17:00:00 45 0.1 47.90% 0.11 424 1995/12/23 10:00:00 1995/12/23 19:00:00 10 0.1 48.00% 0.11 425 1996/01/16 19:00:00 1996/01/17 05:00:00 11 0.1 48.10% 0.11 426 1996/02/21 02:00:00 1996/02/22 06:00:00 29 0.1 48.20% 0.11 427 1996/02/27 21:00:00 1996/02/28 07:00:00 11 0.1 48.30% 0.11 428 1996/03/04 17:00:00 1996/03/05 09:00:00 17 0.1 48.40% 0.11 429 1996/04/18 00:00:00 1996/04/18 13:00:00 14 0.1 48.50% 0.11 430 1996/10/30 13:00:00 1996/10/31 02:00:00 14 0.1 48.60% 0.11 431 1996/12/05 22:00:00 1996/12/06 15:00:00 18 0.1 48.80% 0.1 432 1996/12/22 15:00:00 1996/12/22 23:00:00 9 0.1 48.90% 0.1 433 1997/01/05 09:00:00 1997/01/05 21:00:00 13 0.1 49.00% 0.1 434 1997/01/15 18:00:00 1997/01/16 04:00:00 11 0.1 49.10% 0.1 435 1997/01/23 03:00:00 1997/01/24 06:00:00 28 0.1 49.20% 0.1 436 1997/02/10 19:00:00 1997/02/11 05:00:00 11 0.1 49.30% 0.1 437 1997/02/27 11:00:00 1997/02/28 07:00:00 21 0.1 49.40% 0.1 438 1997/04/03 17:00:00 1997/04/04 18:00:00 26 0.1 49.50% 0.1 439 1997/12/06 02:00:00 1997/12/08 04:00:00 51 0.1 49.70% 0.1 440 1998/01/19 04:00:00 1998/01/20 02:00:00 23 0.1 49.80% 0.1 441 1998/01/29 02:00:00 1998/01/30 04:00:00 27 0.1 49.90% 0.1 442 2000/02/13 02:00:00 2000/02/14 20:00:00 43 0.1 50.00% 0.1 443 2000/02/17 02:00:00 2000/02/18 04:00:00 27 0.1 50.10% 0.1 444 2000/11/10 04:00:00 2000/11/11 11:00:00 32 0.1 50.20% 0.1 445 2001/01/26 11:00:00 2001/01/28 10:00:00 48 0.1 50.30% 0.1 446 2001/04/21 00:00:00 2001/04/21 18:00:00 19 0.1 50.50% 0.1 447 2001/05/29 15:00:00 2001/05/29 19:00:00 5 0.1 50.60% 0.1 448 2001/12/03 05:00:00 2001/12/04 01:00:00 21 0.1 50.70% 0.1 449 2001/12/09 02:00:00 2001/12/10 04:00:00 27 0.1 50.80% 0.1 450 2001/12/21 02:00:00 2001/12/22 04:00:00 27 0.1 50.90% 0.1 451 2002/03/17 20:00:00 2002/03/18 10:00:00 15 0.1 51.00% 0.1 452 2002/11/29 02:00:00 2002/11/30 18:00:00 41 0.1 51.10% 0.1 453 2003/05/03 02:00:00 2003/05/04 03:00:00 26 0.1 51.20% 0.1 454 2003/11/12 03:00:00 2003/11/12 18:00:00 16 0.1 51.40% 0.1 455 2004/01/28 05:00:00 2004/01/28 13:00:00 9 0.1 51.50% 0.1 456 2004/02/18 16:00:00 2004/02/19 03:00:00 12 0.1 51.60% 0.1 457 2004/04/01 22:00:00 2004/04/02 20:00:00 23 0.1 51.70% 0.1 458 2004/11/21 05:00:00 2004/11/21 17:00:00 13 0.1 51.80% 0.1 459 2004/11/29 12:00:00 2004/11/29 18:00:00 7 0.1 51.90% 0.1 460 2004/12/04 14:00:00 2004/12/06 02:00:00 37 0.1 52.00% 0.1 461 2005/01/28 15:00:00 2005/01/29 09:00:00 19 0.1 52.10% 0.1 462 2005/03/04 15:00:00 2005/03/05 12:00:00 22 0.1 52.30% 0.1 10/196/2/2022 5:20 PM

Excel Engineering

peakFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr) 463 2005/10/16 16:00:00 2005/10/18 17:00:00 50 0.1 52.40% 0.1 464 2006/02/17 23:00:00 2006/02/19 10:00:00 36 0.1 52.50% 0.1 465 2006/03/12 21:00:00 2006/03/13 04:00:00 8 0.1 52.60% 0.1 466 2006/03/17 20:00:00 2006/03/19 03:00:00 32 0.1 52.70% 0.1 467 2006/03/20 04:00:00 2006/03/21 12:00:00 33 0.1 52.80% 0.1 468 2006/04/14 13:00:00 2006/04/15 12:00:00 24 0.1 52.90% 0.1 469 2006/10/13 20:00:00 2006/10/14 17:00:00 22 0.1 53.10% 0.1 470 2006/12/16 20:00:00 2006/12/17 12:00:00 17 0.1 53.20% 0.1 471 2007/02/12 22:00:00 2007/02/14 04:00:00 31 0.1 53.30% 0.1 472 2007/02/19 01:00:00 2007/02/20 00:00:00 24 0.1 53.40% 0.1 473 2007/02/22 21:00:00 2007/02/23 10:00:00 14 0.1 53.50% 0.1 474 2007/02/28 05:00:00 2007/02/28 11:00:00 7 0.1 53.60% 0.1 475 2007/04/20 14:00:00 2007/04/21 01:00:00 12 0.1 53.70% 0.1 476 2007/04/22 23:00:00 2007/04/23 07:00:00 9 0.1 53.80% 0.1 477 2007/12/07 04:00:00 2007/12/09 01:00:00 46 0.1 54.00% 0.09 478 2007/12/19 00:00:00 2007/12/19 13:00:00 14 0.1 54.10% 0.09 479 2007/12/20 22:00:00 2007/12/21 10:00:00 13 0.1 54.20% 0.09 480 2008/01/26 21:00:00 2008/01/28 18:00:00 46 0.1 54.30% 0.09 481 2008/02/20 09:00:00 2008/02/20 20:00:00 12 0.1 54.40% 0.09 482 2008/02/24 07:00:00 2008/02/24 17:00:00 11 0.1 54.50% 0.09 483 1964/11/26 12:00:00 1964/11/26 19:00:00 8 0 54.60% 0.09 484 1965/01/07 10:00:00 1965/01/07 18:00:00 9 0 54.80% 0.09 485 1965/03/07 01:00:00 1965/03/07 10:00:00 10 0 54.90% 0.09 486 1965/03/13 06:00:00 1965/03/13 13:00:00 8 0 55.00% 0.09 487 1965/03/24 09:00:00 1965/03/24 20:00:00 12 0 55.10% 0.09 488 1965/05/23 02:00:00 1965/05/24 10:00:00 33 0 55.20% 0.09 489 1965/06/25 06:00:00 1965/06/25 08:00:00 3 0 55.30% 0.09 490 1965/09/05 18:00:00 1965/09/05 18:00:00 1 0 55.40% 0.09 491 1966/01/19 16:00:00 1966/01/20 04:00:00 13 0 55.50% 0.09 492 1966/02/10 15:00:00 1966/02/10 20:00:00 6 0 55.70% 0.09 493 1966/02/25 03:00:00 1966/02/25 06:00:00 4 0 55.80% 0.09 494 1966/03/02 10:00:00 1966/03/02 14:00:00 5 0 55.90% 0.09 495 1966/03/13 15:00:00 1966/03/13 18:00:00 4 0 56.00% 0.09 496 1966/03/24 19:00:00 1966/03/24 22:00:00 4 0 56.10% 0.09 497 1966/05/10 05:00:00 1966/05/10 06:00:00 2 0 56.20% 0.09 498 1966/09/30 00:00:00 1966/09/30 14:00:00 15 0 56.30% 0.09 499 1966/10/18 12:00:00 1966/10/18 15:00:00 4 0 56.40% 0.09 500 1967/01/31 04:00:00 1967/01/31 08:00:00 5 0 56.60% 0.09 501 1967/03/04 00:00:00 1967/03/04 15:00:00 16 0 56.70% 0.09 502 1967/03/11 09:00:00 1967/03/11 13:00:00 5 0 56.80% 0.09 503 1967/03/29 06:00:00 1967/03/29 09:00:00 4 0 56.90% 0.09 504 1967/04/24 11:00:00 1967/04/24 15:00:00 5 0 57.00% 0.09 505 1967/04/28 19:00:00 1967/04/28 23:00:00 5 0 57.10% 0.09 506 1967/06/09 07:00:00 1967/06/09 08:00:00 2 0 57.20% 0.09 507 1967/06/13 12:00:00 1967/06/13 19:00:00 8 0 57.40% 0.09 508 1967/07/26 21:00:00 1967/07/26 22:00:00 2 0 57.50% 0.09 509 1967/09/02 21:00:00 1967/09/03 01:00:00 5 0 57.60% 0.09 11/196/2/2022 5:20 PM

Excel Engineering

peakFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr) 510 1967/09/29 21:00:00 1967/09/30 04:00:00 8 0 57.70% 0.09 511 1967/11/28 10:00:00 1967/11/28 14:00:00 5 0 57.80% 0.09 512 1967/12/08 01:00:00 1967/12/08 05:00:00 5 0 57.90% 0.09 513 1968/01/10 05:00:00 1968/01/10 08:00:00 4 0 58.00% 0.09 514 1968/02/10 04:00:00 1968/02/10 08:00:00 5 0 58.10% 0.09 515 1968/03/13 22:00:00 1968/03/14 02:00:00 5 0 58.30% 0.09 516 1968/03/17 02:00:00 1968/03/17 06:00:00 5 0 58.40% 0.09 517 1968/05/12 05:00:00 1968/05/12 11:00:00 7 0 58.50% 0.09 518 1968/06/07 07:00:00 1968/06/07 08:00:00 2 0 58.60% 0.09 519 1968/07/09 21:00:00 1968/07/10 01:00:00 5 0 58.70% 0.09 520 1968/09/13 11:00:00 1968/09/13 12:00:00 2 0 58.80% 0.09 521 1968/10/30 10:00:00 1968/10/30 11:00:00 2 0 58.90% 0.09 522 1968/12/01 11:00:00 1968/12/01 14:00:00 4 0 59.00% 0.09 523 1969/01/17 11:00:00 1969/01/17 16:00:00 6 0 59.20% 0.09 524 1969/04/03 02:00:00 1969/04/03 05:00:00 4 0 59.30% 0.09 525 1969/06/11 09:00:00 1969/06/11 15:00:00 7 0 59.40% 0.09 526 1969/06/17 09:00:00 1969/06/17 12:00:00 4 0 59.50% 0.09 527 1969/08/10 05:00:00 1969/08/10 06:00:00 2 0 59.60% 0.09 528 1969/09/07 00:00:00 1969/09/07 01:00:00 2 0 59.70% 0.09 529 1969/11/15 21:00:00 1969/11/16 01:00:00 5 0 59.80% 0.09 530 1969/12/08 19:00:00 1969/12/09 05:00:00 11 0 60.00% 0.09 531 1969/12/26 10:00:00 1969/12/26 14:00:00 5 0 60.10% 0.09 532 1970/01/10 01:00:00 1970/01/10 05:00:00 5 0 60.20% 0.09 533 1970/01/15 02:00:00 1970/01/15 07:00:00 6 0 60.30% 0.08 534 1970/01/18 14:00:00 1970/01/18 19:00:00 6 0 60.40% 0.08 535 1970/12/02 15:00:00 1970/12/02 20:00:00 6 0 60.50% 0.08 536 1971/02/19 17:00:00 1971/02/20 12:00:00 20 0 60.60% 0.08 537 1971/05/03 09:00:00 1971/05/03 12:00:00 4 0 60.70% 0.08 538 1971/05/06 06:00:00 1971/05/06 16:00:00 11 0 60.90% 0.08 539 1971/06/02 12:00:00 1971/06/02 15:00:00 4 0 61.00% 0.08 540 1971/06/05 14:00:00 1971/06/05 18:00:00 5 0 61.10% 0.08 541 1971/10/22 13:00:00 1971/10/22 17:00:00 5 0 61.20% 0.08 542 1971/10/24 11:00:00 1971/10/25 18:00:00 32 0 61.30% 0.08 543 1971/10/30 10:00:00 1971/10/30 14:00:00 5 0 61.40% 0.08 544 1971/11/13 13:00:00 1971/11/13 16:00:00 4 0 61.50% 0.08 545 1971/11/15 16:00:00 1971/11/15 20:00:00 5 0 61.70% 0.08 546 1971/11/29 06:00:00 1971/11/29 09:00:00 4 0 61.80% 0.08 547 1972/02/05 08:00:00 1972/02/06 13:00:00 30 0 61.90% 0.08 548 1972/04/13 03:00:00 1972/04/13 11:00:00 9 0 62.00% 0.08 549 1972/04/21 09:00:00 1972/04/21 12:00:00 4 0 62.10% 0.08 550 1972/06/07 04:00:00 1972/06/07 05:00:00 2 0 62.20% 0.08 551 1972/06/10 02:00:00 1972/06/10 03:00:00 2 0 62.30% 0.08 552 1972/06/22 13:00:00 1972/06/22 14:00:00 2 0 62.40% 0.08 553 1972/09/06 05:00:00 1972/09/07 00:00:00 20 0 62.60% 0.08 554 1972/10/11 15:00:00 1972/10/11 16:00:00 2 0 62.70% 0.08 555 1972/10/17 09:00:00 1972/10/17 10:00:00 2 0 62.80% 0.08 556 1972/11/08 01:00:00 1972/11/08 04:00:00 4 0 62.90% 0.08 12/196/2/2022 5:20 PM

Excel Engineering

peakFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr) 557 1973/01/25 21:00:00 1973/01/26 01:00:00 5 0 63.00% 0.08 558 1973/01/30 13:00:00 1973/01/30 18:00:00 6 0 63.10% 0.08 559 1973/02/07 15:00:00 1973/02/07 20:00:00 6 0 63.20% 0.08 560 1973/02/21 09:00:00 1973/02/21 13:00:00 5 0 63.30% 0.08 561 1973/03/27 03:00:00 1973/03/27 20:00:00 18 0 63.50% 0.08 562 1973/03/28 21:00:00 1973/03/29 02:00:00 6 0 63.60% 0.08 563 1973/04/21 10:00:00 1973/04/21 11:00:00 2 0 63.70% 0.08 564 1973/05/23 15:00:00 1973/05/23 16:00:00 2 0 63.80% 0.08 565 1973/05/28 10:00:00 1973/05/28 11:00:00 2 0 63.90% 0.08 566 1973/05/31 09:00:00 1973/05/31 12:00:00 4 0 64.00% 0.08 567 1973/11/24 19:00:00 1973/11/25 00:00:00 6 0 64.10% 0.08 568 1973/12/16 15:00:00 1973/12/16 19:00:00 5 0 64.30% 0.08 569 1973/12/20 14:00:00 1973/12/20 19:00:00 6 0 64.40% 0.08 570 1973/12/22 03:00:00 1973/12/22 08:00:00 6 0 64.50% 0.08 571 1974/02/18 16:00:00 1974/02/18 18:00:00 3 0 64.60% 0.08 572 1974/02/19 19:00:00 1974/02/19 23:00:00 5 0 64.70% 0.08 573 1974/03/27 09:00:00 1974/03/27 15:00:00 7 0 64.80% 0.08 574 1974/06/08 12:00:00 1974/06/08 13:00:00 2 0 64.90% 0.08 575 1974/11/01 23:00:00 1974/11/02 03:00:00 5 0 65.00% 0.08 576 1974/11/03 16:00:00 1974/11/03 21:00:00 6 0 65.20% 0.08 577 1975/02/14 05:00:00 1975/02/14 09:00:00 5 0 65.30% 0.08 578 1975/03/25 10:00:00 1975/03/26 03:00:00 18 0 65.40% 0.08 579 1975/04/17 03:00:00 1975/04/18 17:00:00 39 0 65.50% 0.08 580 1975/04/23 15:00:00 1975/04/23 18:00:00 4 0 65.60% 0.08 581 1975/05/20 02:00:00 1975/05/20 03:00:00 2 0 65.70% 0.08 582 1975/06/07 14:00:00 1975/06/07 15:00:00 2 0 65.80% 0.08 583 1975/10/28 22:00:00 1975/10/28 23:00:00 2 0 66.00% 0.08 584 1975/12/20 00:00:00 1975/12/20 04:00:00 5 0 66.10% 0.08 585 1976/04/04 09:00:00 1976/04/05 03:00:00 19 0 66.20% 0.08 586 1976/09/03 17:00:00 1976/09/03 18:00:00 2 0 66.30% 0.08 587 1976/09/14 11:00:00 1976/09/14 15:00:00 5 0 66.40% 0.08 588 1977/01/21 15:00:00 1977/01/21 19:00:00 5 0 66.50% 0.08 589 1977/02/22 01:00:00 1977/02/22 07:00:00 7 0 66.60% 0.08 590 1977/02/23 12:00:00 1977/02/24 06:00:00 19 0 66.70% 0.08 591 1977/04/02 01:00:00 1977/04/02 04:00:00 4 0 66.90% 0.08 592 1977/05/05 21:00:00 1977/05/05 22:00:00 2 0 67.00% 0.08 593 1977/05/12 19:00:00 1977/05/13 05:00:00 11 0 67.10% 0.08 594 1977/05/24 06:00:00 1977/05/24 13:00:00 8 0 67.20% 0.08 595 1977/08/12 11:00:00 1977/08/12 12:00:00 2 0 67.30% 0.08 596 1977/10/06 03:00:00 1977/10/06 04:00:00 2 0 67.40% 0.08 597 1977/11/06 02:00:00 1977/11/06 04:00:00 3 0 67.50% 0.08 598 1978/01/12 16:00:00 1978/01/12 21:00:00 6 0 67.60% 0.08 599 1978/01/26 10:00:00 1978/01/26 14:00:00 5 0 67.80% 0.08 600 1978/04/02 17:00:00 1978/04/02 21:00:00 5 0 67.90% 0.08 601 1978/04/26 09:00:00 1978/04/26 12:00:00 4 0 68.00% 0.08 602 1978/05/01 11:00:00 1978/05/01 14:00:00 4 0 68.10% 0.08 603 1978/09/07 12:00:00 1978/09/07 16:00:00 5 0 68.20% 0.08 13/196/2/2022 5:20 PM

Excel Engineering

peakFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr) 604 1978/09/19 13:00:00 1978/09/19 14:00:00 2 0 68.30% 0.08 605 1979/01/29 09:00:00 1979/01/29 13:00:00 5 0 68.40% 0.07 606 1979/03/13 10:00:00 1979/03/13 13:00:00 4 0 68.60% 0.07 607 1979/03/15 22:00:00 1979/03/16 02:00:00 5 0 68.70% 0.07 608 1979/05/19 15:00:00 1979/05/19 16:00:00 2 0 68.80% 0.07 609 1979/08/13 15:00:00 1979/08/13 16:00:00 2 0 68.90% 0.07 610 1979/11/04 07:00:00 1979/11/04 10:00:00 4 0 69.00% 0.07 611 1979/11/05 14:00:00 1979/11/05 18:00:00 5 0 69.10% 0.07 612 1979/12/22 10:00:00 1979/12/22 12:00:00 3 0 69.20% 0.07 613 1980/01/15 10:00:00 1980/01/15 15:00:00 6 0 69.30% 0.07 614 1980/03/18 08:00:00 1980/03/19 00:00:00 17 0 69.50% 0.07 615 1980/04/21 04:00:00 1980/04/21 05:00:00 2 0 69.60% 0.07 616 1980/04/24 12:00:00 1980/04/24 16:00:00 5 0 69.70% 0.07 617 1980/04/28 17:00:00 1980/04/30 00:00:00 32 0 69.80% 0.07 618 1980/05/01 23:00:00 1980/05/02 03:00:00 5 0 69.90% 0.07 619 1980/05/10 11:00:00 1980/05/10 17:00:00 7 0 70.00% 0.07 620 1980/10/26 10:00:00 1980/10/26 11:00:00 2 0 70.10% 0.07 621 1980/12/11 14:00:00 1980/12/11 19:00:00 6 0 70.20% 0.07 622 1981/01/11 17:00:00 1981/01/11 20:00:00 4 0 70.40% 0.07 623 1981/03/14 02:00:00 1981/03/14 05:00:00 4 0 70.50% 0.07 624 1981/04/02 06:00:00 1981/04/03 01:00:00 20 0 70.60% 0.07 625 1981/04/18 13:00:00 1981/04/19 14:00:00 26 0 70.70% 0.07 626 1981/05/16 11:00:00 1981/05/16 12:00:00 2 0 70.80% 0.07 627 1981/05/27 01:00:00 1981/05/27 02:00:00 2 0 70.90% 0.07 628 1981/10/01 02:00:00 1981/10/01 03:00:00 2 0 71.00% 0.07 629 1981/10/11 06:00:00 1981/10/11 11:00:00 6 0 71.20% 0.07 630 1981/10/28 23:00:00 1981/10/29 00:00:00 2 0 71.30% 0.07 631 1981/12/21 04:00:00 1981/12/21 07:00:00 4 0 71.40% 0.07 632 1982/02/05 14:00:00 1982/02/05 18:00:00 5 0 71.50% 0.07 633 1982/02/08 03:00:00 1982/02/08 08:00:00 6 0 71.60% 0.07 634 1982/02/16 09:00:00 1982/02/16 13:00:00 5 0 71.70% 0.07 635 1982/03/02 19:00:00 1982/03/03 05:00:00 11 0 71.80% 0.07 636 1982/03/12 14:00:00 1982/03/12 17:00:00 4 0 71.90% 0.07 637 1982/04/05 15:00:00 1982/04/05 19:00:00 5 0 72.10% 0.07 638 1982/05/11 08:00:00 1982/05/11 09:00:00 2 0 72.20% 0.07 639 1982/05/26 13:00:00 1982/05/26 14:00:00 2 0 72.30% 0.07 640 1982/09/16 13:00:00 1982/09/16 14:00:00 2 0 72.40% 0.07 641 1982/09/22 13:00:00 1982/09/22 14:00:00 2 0 72.50% 0.07 642 1982/10/26 10:00:00 1982/10/26 11:00:00 2 0 72.60% 0.07 643 1982/10/31 15:00:00 1982/10/31 16:00:00 2 0 72.70% 0.07 644 1982/12/29 19:00:00 1982/12/30 15:00:00 21 0 72.90% 0.07 645 1983/03/15 10:00:00 1983/03/15 13:00:00 4 0 73.00% 0.07 646 1983/04/10 23:00:00 1983/04/13 04:00:00 54 0 73.10% 0.07 647 1983/08/07 09:00:00 1983/08/07 10:00:00 2 0 73.20% 0.07 648 1983/08/18 09:00:00 1983/08/18 21:00:00 13 0 73.30% 0.07 649 1983/11/18 02:00:00 1983/11/18 06:00:00 5 0 73.40% 0.07 650 1983/12/22 11:00:00 1983/12/22 13:00:00 3 0 73.50% 0.07 14/196/2/2022 5:20 PM

Excel Engineering

peakFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr) 651 1984/03/24 13:00:00 1984/03/24 14:00:00 2 0 73.60% 0.07 652 1984/10/17 08:00:00 1984/10/17 09:00:00 2 0 73.80% 0.07 653 1984/11/13 10:00:00 1984/11/13 12:00:00 3 0 73.90% 0.07 654 1984/11/22 16:00:00 1984/11/22 17:00:00 2 0 74.00% 0.07 655 1984/11/24 16:00:00 1984/11/24 17:00:00 2 0 74.10% 0.07 656 1984/12/12 23:00:00 1984/12/13 01:00:00 3 0 74.20% 0.07 657 1984/12/16 04:00:00 1984/12/16 09:00:00 6 0 74.30% 0.07 658 1984/12/18 14:00:00 1984/12/19 22:00:00 33 0 74.40% 0.07 659 1985/01/09 13:00:00 1985/01/09 16:00:00 4 0 74.50% 0.07 660 1985/03/12 11:00:00 1985/03/12 14:00:00 4 0 74.70% 0.07 661 1985/04/21 14:00:00 1985/04/22 05:00:00 16 0 74.80% 0.07 662 1985/05/30 15:00:00 1985/05/30 17:00:00 3 0 74.90% 0.07 663 1985/06/02 22:00:00 1985/06/03 03:00:00 6 0 75.00% 0.07 664 1985/07/18 16:00:00 1985/07/18 17:00:00 2 0 75.10% 0.07 665 1985/08/10 14:00:00 1985/08/10 15:00:00 2 0 75.20% 0.07 666 1985/09/04 11:00:00 1985/09/04 13:00:00 3 0 75.30% 0.07 667 1985/10/22 00:00:00 1985/10/22 04:00:00 5 0 75.50% 0.07 668 1985/11/27 09:00:00 1985/11/27 11:00:00 3 0 75.60% 0.07 669 1986/01/02 15:00:00 1986/01/02 20:00:00 6 0 75.70% 0.07 670 1986/02/13 09:00:00 1986/02/13 10:00:00 2 0 75.80% 0.07 671 1986/02/18 22:00:00 1986/02/19 16:00:00 19 0 75.90% 0.07 672 1986/05/22 10:00:00 1986/05/22 11:00:00 2 0 76.00% 0.07 673 1986/07/22 14:00:00 1986/07/22 17:00:00 4 0 76.10% 0.07 674 1986/08/18 06:00:00 1986/08/18 07:00:00 2 0 76.20% 0.07 675 1986/09/18 11:00:00 1986/09/18 12:00:00 2 0 76.40% 0.07 676 1986/10/08 16:00:00 1986/10/08 17:00:00 2 0 76.50% 0.07 677 1986/12/20 06:00:00 1986/12/20 17:00:00 12 0 76.60% 0.07 678 1986/12/30 16:00:00 1986/12/30 18:00:00 3 0 76.70% 0.07 679 1987/02/01 01:00:00 1987/02/01 02:00:00 2 0 76.80% 0.07 680 1987/02/13 19:00:00 1987/02/14 04:00:00 10 0 76.90% 0.07 681 1987/02/15 15:00:00 1987/02/15 17:00:00 3 0 77.00% 0.07 682 1987/03/06 12:00:00 1987/03/06 13:00:00 2 0 77.10% 0.07 683 1987/03/15 01:00:00 1987/03/15 02:00:00 2 0 77.30% 0.07 684 1987/03/21 16:00:00 1987/03/21 22:00:00 7 0 77.40% 0.07 685 1987/03/23 21:00:00 1987/03/23 22:00:00 2 0 77.50% 0.07 686 1987/05/01 01:00:00 1987/05/01 02:00:00 2 0 77.60% 0.07 687 1987/05/20 08:00:00 1987/05/20 09:00:00 2 0 77.70% 0.07 688 1987/07/18 00:00:00 1987/07/18 01:00:00 2 0 77.80% 0.07 689 1987/08/14 09:00:00 1987/08/14 10:00:00 2 0 77.90% 0.07 690 1987/09/01 01:00:00 1987/09/01 02:00:00 2 0 78.10% 0.07 691 1987/09/13 05:00:00 1987/09/13 06:00:00 2 0 78.20% 0.07 692 1987/10/07 09:00:00 1987/10/07 10:00:00 2 0 78.30% 0.07 693 1987/10/12 18:00:00 1987/10/13 00:00:00 7 0 78.40% 0.07 694 1987/11/14 02:00:00 1987/11/14 07:00:00 6 0 78.50% 0.07 695 1987/11/17 21:00:00 1987/11/18 03:00:00 7 0 78.60% 0.07 696 1987/11/20 16:00:00 1987/11/20 20:00:00 5 0 78.70% 0.07 697 1987/12/07 05:00:00 1987/12/07 08:00:00 4 0 78.80% 0.07 15/196/2/2022 5:20 PM

Excel Engineering

peakFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr) 698 1987/12/29 15:00:00 1987/12/30 09:00:00 19 0 79.00% 0.06 699 1988/02/01 01:00:00 1988/02/01 02:00:00 2 0 79.10% 0.06 700 1988/04/23 14:00:00 1988/04/23 15:00:00 2 0 79.20% 0.06 701 1988/05/05 22:00:00 1988/05/05 23:00:00 2 0 79.30% 0.06 702 1988/05/29 04:00:00 1988/05/29 08:00:00 5 0 79.40% 0.06 703 1988/05/31 16:00:00 1988/05/31 17:00:00 2 0 79.50% 0.06 704 1988/11/23 22:00:00 1988/11/24 04:00:00 7 0 79.60% 0.06 705 1988/12/23 00:00:00 1988/12/23 06:00:00 7 0 79.80% 0.06 706 1988/12/28 00:00:00 1988/12/28 03:00:00 4 0 79.90% 0.06 707 1989/01/07 16:00:00 1989/01/07 22:00:00 7 0 80.00% 0.06 708 1989/01/28 14:00:00 1989/01/28 16:00:00 3 0 80.10% 0.06 709 1989/02/02 10:00:00 1989/02/02 17:00:00 8 0 80.20% 0.06 710 1989/03/02 19:00:00 1989/03/03 04:00:00 10 0 80.30% 0.06 711 1989/03/08 20:00:00 1989/03/08 21:00:00 2 0 80.40% 0.06 712 1989/04/12 06:00:00 1989/04/12 07:00:00 2 0 80.50% 0.06 713 1989/04/26 03:00:00 1989/04/26 04:00:00 2 0 80.70% 0.06 714 1989/05/15 12:00:00 1989/05/15 13:00:00 2 0 80.80% 0.06 715 1989/09/17 04:00:00 1989/09/17 18:00:00 15 0 80.90% 0.06 716 1989/09/19 10:00:00 1989/09/19 14:00:00 5 0 81.00% 0.06 717 1989/10/25 20:00:00 1989/10/25 21:00:00 2 0 81.10% 0.06 718 1989/11/26 08:00:00 1989/11/26 21:00:00 14 0 81.20% 0.06 719 1990/03/05 16:00:00 1990/03/05 17:00:00 2 0 81.30% 0.06 720 1990/03/11 01:00:00 1990/03/11 08:00:00 8 0 81.40% 0.06 721 1990/03/12 12:00:00 1990/03/12 23:00:00 12 0 81.60% 0.06 722 1990/03/28 18:00:00 1990/03/28 21:00:00 4 0 81.70% 0.06 723 1990/04/16 21:00:00 1990/04/17 13:00:00 17 0 81.80% 0.06 724 1990/04/18 19:00:00 1990/04/19 20:00:00 26 0 81.90% 0.06 725 1990/04/25 00:00:00 1990/04/25 01:00:00 2 0 82.00% 0.06 726 1990/05/28 04:00:00 1990/05/29 07:00:00 28 0 82.10% 0.06 727 1990/07/13 12:00:00 1990/07/13 13:00:00 2 0 82.20% 0.06 728 1990/08/06 00:00:00 1990/08/06 01:00:00 2 0 82.40% 0.06 729 1990/08/09 16:00:00 1990/08/09 17:00:00 2 0 82.50% 0.06 730 1990/12/15 22:00:00 1990/12/16 00:00:00 3 0 82.60% 0.06 731 1991/04/21 03:00:00 1991/04/21 04:00:00 2 0 82.70% 0.06 732 1991/07/31 11:00:00 1991/07/31 12:00:00 2 0 82.80% 0.06 733 1991/09/20 17:00:00 1991/09/20 19:00:00 3 0 82.90% 0.06 734 1991/11/29 19:00:00 1991/11/29 20:00:00 2 0 83.00% 0.06 735 1991/12/08 17:00:00 1991/12/08 19:00:00 3 0 83.10% 0.06 736 1991/12/09 23:00:00 1991/12/11 11:00:00 37 0 83.30% 0.06 737 1992/03/06 18:00:00 1992/03/08 07:00:00 38 0 83.40% 0.06 738 1992/03/29 11:00:00 1992/03/29 12:00:00 2 0 83.50% 0.06 739 1992/03/31 16:00:00 1992/04/01 15:00:00 24 0 83.60% 0.06 740 1992/05/05 22:00:00 1992/05/05 23:00:00 2 0 83.70% 0.06 741 1992/05/22 17:00:00 1992/05/22 20:00:00 4 0 83.80% 0.06 742 1992/08/13 16:00:00 1992/08/13 18:00:00 3 0 83.90% 0.06 743 1992/10/21 16:00:00 1992/10/21 17:00:00 2 0 84.00% 0.06 744 1992/10/23 04:00:00 1992/10/23 10:00:00 7 0 84.20% 0.06 16/196/2/2022 5:20 PM

Excel Engineering

peakFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr) 745 1992/10/28 23:00:00 1992/10/29 06:00:00 8 0 84.30% 0.06 746 1992/10/30 17:00:00 1992/10/31 00:00:00 8 0 84.40% 0.06 747 1992/11/20 16:00:00 1992/11/20 17:00:00 2 0 84.50% 0.06 748 1992/11/22 23:00:00 1992/11/23 00:00:00 2 0 84.60% 0.06 749 1992/12/03 23:00:00 1992/12/04 23:00:00 25 0 84.70% 0.06 750 1992/12/11 17:00:00 1992/12/12 01:00:00 9 0 84.80% 0.06 751 1993/02/22 06:00:00 1993/02/22 08:00:00 3 0 85.00% 0.06 752 1993/02/26 15:00:00 1993/02/27 14:00:00 24 0 85.10% 0.06 753 1993/10/16 06:00:00 1993/10/16 07:00:00 2 0 85.20% 0.06 754 1993/11/11 05:00:00 1993/11/12 20:00:00 40 0 85.30% 0.06 755 1993/11/30 04:00:00 1993/11/30 11:00:00 8 0 85.40% 0.06 756 1993/12/19 04:00:00 1993/12/19 11:00:00 8 0 85.50% 0.06 757 1994/02/11 07:00:00 1994/02/11 08:00:00 2 0 85.60% 0.06 758 1994/04/24 04:00:00 1994/04/24 06:00:00 3 0 85.70% 0.06 759 1994/05/08 09:00:00 1994/05/08 10:00:00 2 0 85.90% 0.06 760 1994/05/15 02:00:00 1994/05/15 03:00:00 2 0 86.00% 0.06 761 1994/11/18 03:00:00 1994/11/18 10:00:00 8 0 86.10% 0.06 762 1994/11/26 11:00:00 1994/11/26 12:00:00 2 0 86.20% 0.06 763 1994/12/13 06:00:00 1994/12/13 08:00:00 3 0 86.30% 0.06 764 1994/12/17 15:00:00 1994/12/17 18:00:00 4 0 86.40% 0.06 765 1994/12/22 07:00:00 1994/12/23 00:00:00 18 0 86.50% 0.06 766 1995/01/27 12:00:00 1995/01/27 16:00:00 5 0 86.70% 0.06 767 1995/04/07 10:00:00 1995/04/07 12:00:00 3 0 86.80% 0.06 768 1995/05/06 02:00:00 1995/05/06 13:00:00 12 0 86.90% 0.06 769 1995/05/13 07:00:00 1995/05/13 13:00:00 7 0 87.00% 0.06 770 1995/05/14 21:00:00 1995/05/15 05:00:00 9 0 87.10% 0.06 771 1995/05/23 13:00:00 1995/05/23 14:00:00 2 0 87.20% 0.06 772 1995/07/16 08:00:00 1995/07/16 09:00:00 2 0 87.30% 0.06 773 1995/10/01 01:00:00 1995/10/01 02:00:00 2 0 87.40% 0.06 774 1995/11/01 03:00:00 1995/11/01 09:00:00 7 0 87.60% 0.06 775 1995/12/13 04:00:00 1995/12/14 12:00:00 33 0 87.70% 0.06 776 1996/01/25 11:00:00 1996/01/25 23:00:00 13 0 87.80% 0.06 777 1996/01/28 08:00:00 1996/01/28 11:00:00 4 0 87.90% 0.06 778 1996/05/24 15:00:00 1996/05/24 16:00:00 2 0 88.00% 0.06 779 1996/07/10 14:00:00 1996/07/10 15:00:00 2 0 88.10% 0.06 780 1996/07/19 10:00:00 1996/07/19 11:00:00 2 0 88.20% 0.06 781 1996/10/25 22:00:00 1996/10/25 23:00:00 2 0 88.30% 0.06 782 1996/11/29 02:00:00 1996/11/29 05:00:00 4 0 88.50% 0.06 783 1996/12/27 16:00:00 1996/12/28 12:00:00 21 0 88.60% 0.06 784 1997/01/02 01:00:00 1997/01/02 06:00:00 6 0 88.70% 0.06 785 1997/02/17 18:00:00 1997/02/18 14:00:00 21 0 88.80% 0.06 786 1997/04/08 10:00:00 1997/04/08 11:00:00 2 0 88.90% 0.06 787 1997/05/24 07:00:00 1997/05/24 08:00:00 2 0 89.00% 0.06 788 1997/12/18 15:00:00 1997/12/18 19:00:00 5 0 89.10% 0.06 789 1997/12/21 08:00:00 1997/12/22 18:00:00 35 0 89.30% 0.06 790 1998/01/02 16:00:00 1998/01/05 00:00:00 57 0 89.40% 0.06 791 1998/01/13 11:00:00 1998/01/13 22:00:00 12 0 89.50% 0.06 17/196/2/2022 5:20 PM

Excel Engineering

peakFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr) 792 1998/01/15 15:00:00 1998/01/16 19:00:00 29 0 89.60% 0.06 793 1998/03/01 17:00:00 1998/03/01 17:00:00 1 0 89.70% 0.06 794 1998/03/06 04:00:00 1998/03/07 01:00:00 22 0 89.80% 0.06 795 1998/03/15 11:00:00 1998/03/15 21:00:00 11 0 89.90% 0.06 796 1998/04/06 17:00:00 1998/04/07 18:00:00 26 0 90.00% 0.06 797 1998/04/14 08:00:00 1998/04/16 01:00:00 42 0 90.20% 0.06 798 1998/04/19 15:00:00 1998/04/19 18:00:00 4 0 90.30% 0.06 799 1998/04/28 11:00:00 1998/04/28 19:00:00 9 0 90.40% 0.06 800 1998/05/04 16:00:00 1998/05/06 18:00:00 51 0 90.50% 0.06 801 1998/05/26 17:00:00 1998/05/26 17:00:00 1 0 90.60% 0.06 802 1998/06/12 17:00:00 1998/06/12 17:00:00 1 0 90.70% 0.06 803 2000/01/01 09:00:00 2000/01/02 20:00:00 36 0 90.80% 0.06 804 2000/01/17 17:00:00 2000/01/17 18:00:00 2 0 91.00% 0.06 805 2000/01/25 12:00:00 2000/01/25 22:00:00 11 0 91.10% 0.06 806 2000/02/11 09:00:00 2000/02/11 22:00:00 14 0 91.20% 0.06 807 2000/02/28 15:00:00 2000/02/28 18:00:00 4 0 91.30% 0.06 808 2000/04/14 22:00:00 2000/04/14 23:00:00 2 0 91.40% 0.06 809 2000/04/21 19:00:00 2000/04/22 06:00:00 12 0 91.50% 0.06 810 2000/05/25 23:00:00 2000/05/26 01:00:00 3 0 91.60% 0.06 811 2000/09/23 02:00:00 2000/09/23 03:00:00 2 0 91.70% 0.06 812 2000/10/06 13:00:00 2000/10/06 14:00:00 2 0 91.90% 0.06 813 2000/10/10 08:00:00 2000/10/11 10:00:00 27 0 92.00% 0.06 814 2000/10/21 18:00:00 2000/10/21 19:00:00 2 0 92.10% 0.06 815 2000/10/26 09:00:00 2000/10/27 03:00:00 19 0 92.20% 0.06 816 2000/11/22 21:00:00 2000/11/23 00:00:00 4 0 92.30% 0.06 817 2001/01/08 16:00:00 2001/01/09 07:00:00 16 0 92.40% 0.06 818 2001/01/15 21:00:00 2001/01/16 00:00:00 4 0 92.50% 0.06 819 2001/08/20 15:00:00 2001/08/21 17:00:00 27 0 92.60% 0.06 820 2001/11/04 16:00:00 2001/11/04 18:00:00 3 0 92.80% 0.06 821 2001/11/12 17:00:00 2001/11/13 20:00:00 28 0 92.90% 0.06 822 2001/11/29 09:00:00 2001/11/30 00:00:00 16 0 93.00% 0.06 823 2001/12/14 11:00:00 2001/12/15 18:00:00 32 0 93.10% 0.06 824 2001/12/30 16:00:00 2001/12/30 18:00:00 3 0 93.20% 0.06 825 2002/01/03 17:00:00 2002/01/03 18:00:00 2 0 93.30% 0.06 826 2002/01/28 03:00:00 2002/01/29 13:00:00 35 0 93.40% 0.05 827 2002/02/17 17:00:00 2002/02/18 18:00:00 26 0 93.60% 0.05 828 2002/03/07 11:00:00 2002/03/08 05:00:00 19 0 93.70% 0.05 829 2002/03/16 06:00:00 2002/03/16 12:00:00 7 0 93.80% 0.05 830 2002/03/24 02:00:00 2002/03/24 05:00:00 4 0 93.90% 0.05 831 2002/04/15 09:00:00 2002/04/15 10:00:00 2 0 94.00% 0.05 832 2002/04/24 11:00:00 2002/04/24 17:00:00 7 0 94.10% 0.05 833 2002/04/26 09:00:00 2002/04/26 10:00:00 2 0 94.20% 0.05 834 2002/05/20 23:00:00 2002/05/21 00:00:00 2 0 94.30% 0.05 835 2002/09/06 16:00:00 2002/09/06 18:00:00 3 0 94.50% 0.05 836 2002/12/29 16:00:00 2002/12/29 18:00:00 3 0 94.60% 0.05 837 2003/03/04 16:00:00 2003/03/04 18:00:00 3 0 94.70% 0.05 838 2003/04/05 17:00:00 2003/04/05 17:00:00 1 0 94.80% 0.05 18/196/2/2022 5:20 PM

Excel Engineering

peakFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr) 839 2003/04/17 11:00:00 2003/04/17 21:00:00 11 0 94.90% 0.05 840 2003/05/07 17:00:00 2003/05/07 17:00:00 1 0 95.00% 0.05 841 2003/06/10 17:00:00 2003/06/11 17:00:00 25 0 95.10% 0.05 842 2003/06/20 17:00:00 2003/06/20 17:00:00 1 0 95.20% 0.05 843 2003/07/30 07:00:00 2003/07/30 08:00:00 2 0 95.40% 0.05 844 2003/11/01 05:00:00 2003/11/01 06:00:00 2 0 95.50% 0.05 845 2003/11/03 18:00:00 2003/11/04 00:00:00 7 0 95.60% 0.05 846 2003/11/16 01:00:00 2003/11/16 07:00:00 7 0 95.70% 0.05 847 2003/12/07 21:00:00 2003/12/08 04:00:00 8 0 95.80% 0.05 848 2003/12/11 17:00:00 2003/12/11 20:00:00 4 0 95.90% 0.05 849 2004/01/02 19:00:00 2004/01/03 05:00:00 11 0 96.00% 0.05 850 2004/01/19 08:00:00 2004/01/19 13:00:00 6 0 96.20% 0.05 851 2004/01/25 03:00:00 2004/01/25 05:00:00 3 0 96.30% 0.05 852 2004/01/31 07:00:00 2004/01/31 10:00:00 4 0 96.40% 0.05 853 2004/03/26 10:00:00 2004/03/26 11:00:00 2 0 96.50% 0.05 854 2004/04/17 13:00:00 2004/04/17 19:00:00 7 0 96.60% 0.05 855 2004/11/12 12:00:00 2004/11/12 13:00:00 2 0 96.70% 0.05 856 2004/12/08 07:00:00 2004/12/08 10:00:00 4 0 96.80% 0.05 857 2005/01/26 02:00:00 2005/01/27 04:00:00 27 0 96.90% 0.05 858 2005/02/07 08:00:00 2005/02/07 09:00:00 2 0 97.10% 0.05 859 2005/03/18 17:00:00 2005/03/20 09:00:00 41 0 97.20% 0.05 860 2005/03/24 15:00:00 2005/03/24 17:00:00 3 0 97.30% 0.05 861 2005/05/06 02:00:00 2005/05/06 03:00:00 2 0 97.40% 0.05 862 2005/07/23 05:00:00 2005/07/23 06:00:00 2 0 97.50% 0.05 863 2005/09/20 02:00:00 2005/09/20 06:00:00 5 0 97.60% 0.05 864 2005/12/03 02:00:00 2005/12/03 04:00:00 3 0 97.70% 0.05 865 2006/03/03 17:00:00 2006/03/03 18:00:00 2 0 97.90% 0.05 866 2006/03/07 01:00:00 2006/03/08 11:00:00 35 0 98.00% 0.05 867 2006/03/26 00:00:00 2006/03/26 06:00:00 7 0 98.10% 0.05 868 2006/04/23 06:00:00 2006/04/23 07:00:00 2 0 98.20% 0.05 869 2006/07/29 00:00:00 2006/07/29 06:00:00 7 0 98.30% 0.05 870 2006/07/30 08:00:00 2006/07/31 08:00:00 25 0 98.40% 0.05 871 2006/11/27 10:00:00 2006/11/28 03:00:00 18 0 98.50% 0.05 872 2006/12/22 08:00:00 2006/12/22 10:00:00 3 0 98.60% 0.05 873 2006/12/27 07:00:00 2006/12/27 15:00:00 9 0 98.80% 0.05 874 2007/01/04 22:00:00 2007/01/05 05:00:00 8 0 98.90% 0.05 875 2007/02/11 12:00:00 2007/02/11 17:00:00 6 0 99.00% 0.05 876 2007/02/27 00:00:00 2007/02/27 01:00:00 2 0 99.10% 0.05 877 2007/03/21 04:00:00 2007/03/21 13:00:00 10 0 99.20% 0.05 878 2007/03/27 05:00:00 2007/03/27 17:00:00 13 0 99.30% 0.05 879 2007/05/23 01:00:00 2007/05/23 03:00:00 3 0 99.40% 0.05 880 2007/09/22 11:00:00 2007/09/22 12:00:00 2 0 99.50% 0.05 881 2007/10/13 03:00:00 2007/10/13 08:00:00 6 0 99.70% 0.05 882 2007/10/17 09:00:00 2007/10/17 10:00:00 2 0 99.80% 0.05 883 2008/01/21 08:00:00 2008/01/21 13:00:00 6 0 99.90% 0.05 -------------End of Data-----------------
19/196/2/2022 5:20 PM

Excel Engineering

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/uni0030/uni002E/uni0038
/uni0031/uni002E/uni0030
/uni0031/uni002E/uni0032
/uni0031/uni002E/uni0034
/uni0031/uni002E/uni0036
/uni0031/uni002E/uni0038
/uni0046/uni006C/uni006F/uni0077/uni0020/uni0052/uni0061/uni0074/uni0065/uni0020/uni0028/uni0063/uni0066/uni0073/uni0029 /uni0050/uni0072/uni0065/uni0020/uni0044/uni0065/uni0076/uni0065/uni006C/uni006F/uni0070/uni006D/uni0065/uni006E/uni0074 /uni0050/uni006F/uni0073/uni0074/uni0020/uni0044/uni0065/uni0076/uni0065/uni006C/uni006F/uni0070/uni006D/uni0065/uni006E/uni0074/uni0020/uni004D/uni0069/uni0074/uni0069/uni0067/uni0061/uni0074/uni0065/uni0064 /uni0051/uni0031/uni0030/uni0020/uni0028/uni0031/uni002E/uni0037/uni0063/uni0066/uni0073/uni0029 /uni0051/uni006C/uni0066/uni0020/uni0028/uni0030/uni002E/uni0035/uni0035/uni0063/uni0066/uni0073/uni0029

Excel Engineering

flowDurationPassFailMitigated.TXT
Compared to:
pre-development SWMM file: V:\21\21088\Engineering\PrelimGP\Storm\Working Files\Hydmod\600' length-4x3.83 weir - Copy\21088-Pre-HMP2.out pre-development time stamp: 6/2/2022 1:14:45 PM
Compare Post-Development Curve to Pre-Development Curve Flow Control Upper Limit: 1.7 (cfs)
Flow Control Lower Limit: 0.55 (cfs)
post-development SWMM file: V:\21\21088\Engineering\PrelimGP\Storm\Working Files\Hydmod\600' length-4x3.83 weir - Copy\21088-Post-HMP2.out post-development time stamp: 6/2/2022 5:17:35 PM
Post PT #
Flow R
ate (cfs)
Post De
v % E
xceed
Pre De
v % E
xceed
%Ex
post
< %Ex
pre
%Ex
post
> %Ex
pre
%Ex
post
> 110%
%E
x p
re
Pass/Fa
il
0 0.60 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 1 0.60 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 2 0.60 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 3 0.60 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 4 0.60 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 5 0.60 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 6 0.60 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 7 0.60 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 8 0.60 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 9 0.70 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 10 0.70 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 11 0.70 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 12 0.70 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 13 0.70 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 14 0.70 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 15 0.70 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 16 0.70 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 17 0.70 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 18 0.80 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 19 0.80 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 20 0.80 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 21 0.80 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 22 0.80 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 23 0.80 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 24 0.80 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 25 0.80 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 26 0.90 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 27 0.90 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 28 0.90 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 29 0.90 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 1/36/2/2022 5:20 PM

Excel Engineering

flowDurationPassFailMitigated.TXT
Post PT #
Flow R
ate (cfs)
Post De
v % E
xceed
Pre De
v % E
xceed
%Ex
post
< %Ex
pre
%Ex
post
> %Ex
pre
%Ex
post
> 110%
%E
x p
re
Pass/Fa
il
30 0.90 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 31 0.90 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 32 0.90 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 33 0.90 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 34 0.90 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 35 1.00 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 36 1.00 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 37 1.00 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 38 1.00 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 39 1.00 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 40 1.00 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 41 1.00 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 42 1.00 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 43 1.00 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 44 1.10 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 45 1.10 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 46 1.10 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 47 1.10 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 48 1.10 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 49 1.10 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 50 1.10 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 51 1.10 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 52 1.20 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 53 1.20 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 54 1.20 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 55 1.20 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 56 1.20 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 57 1.20 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 58 1.20 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 59 1.20 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 60 1.20 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 61 1.30 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 62 1.30 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 63 1.30 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 64 1.30 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 65 1.30 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 66 1.30 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 67 1.30 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 68 1.30 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 69 1.40 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 2/36/2/2022 5:20 PM

Excel Engineering

flowDurationPassFailMitigated.TXT
Post PT #
Flow R
ate (cfs)
Post De
v % E
xceed
Pre De
v % E
xceed
%Ex
post
< %Ex
pre
%Ex
post
> %Ex
pre
%Ex
post
> 110%
%E
x p
re
Pass/Fa
il
70 1.40 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 71 1.40 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 72 1.40 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 73 1.40 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 74 1.40 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 75 1.40 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 76 1.40 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 77 1.40 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 78 1.50 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 79 1.50 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 80 1.50 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 81 1.50 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 82 1.50 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 83 1.50 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 84 1.50 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 85 1.50 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 86 1.50 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 87 1.60 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 88 1.60 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 89 1.60 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 90 1.60 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 91 1.60 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 92 1.60 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 93 1.60 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 94 1.60 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 95 1.70 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 96 1.70 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 97 1.70 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 98 1.70 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 99 1.70 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 3/36/2/2022 5:20 PM

Excel Engineering

USGS9217dPre.csv
DISCHARGE Number of periods when discharge was equal to or greater than DISCHARGE column but less than that shown on the next line
Duration Table Summary at Project Discharge Point
file name: V:\21\21088\Engineering\PrelimGP\Storm\Working Files\Hydmod\600' length-4x3.83 weir - Copy\21088-Pre-HMP2.out time stamp: 6/2/2022 1:14:45 PM
Bin Num
ber
Dis
charge Ra
te (cfs)
Nu
mber of Periods
To
tal Period
s Exceeding
Percent Time Excee
ded
1 0.6 9 168 0.044
2 0.6 4 159 0.042
3 0.6 2 155 0.040
4 0.6 3 153 0.040
5 0.6 10 150 0.039
6 0.6 7 140 0.037
7 0.6 7 133 0.035
8 0.6 4 126 0.033
9 0.6 3 122 0.032
10 0.7 6 119 0.031
11 0.7 2 113 0.030
12 0.7 6 111 0.029
13 0.7 3 105 0.027
14 0.7 3 102 0.027
15 0.7 5 99 0.026
16 0.7 6 94 0.025
17 0.7 2 88 0.023
18 0.7 4 86 0.022
19 0.8 2 82 0.021
20 0.8 1 80 0.021
21 0.8 4 79 0.021
22 0.8 0 75 0.020
23 0.8 2 75 0.020
24 0.8 1 73 0.019
25 0.8 1 72 0.019
26 0.8 3 71 0.019
27 0.9 1 68 0.018
28 0.9 0 67 0.018
29 0.9 1 67 0.018
30 0.9 2 66 0.017
31 0.9 1 64 0.017
32 0.9 1 63 0.016
33 0.9 1 62 0.016
34 0.9 3 61 0.016
35 0.9 4 58 0.015
36 1.0 2 54 0.014
37 1.0 2 52 0.014
38 1.0 3 50 0.013
39 1.0 1 47 0.012
40 1.0 1 46 0.012
41 1.0 2 45 0.012
42 1.0 2 43 0.011
43 1.0 2 41 0.011
44 1.0 2 39 0.010
45 1.1 1 37 0.010
46 1.1 1 36 0.009
47 1.1 1 35 0.009
48 1.1 1 34 0.009
49 1.1 1 33 0.009
50 1.1 2 32 0.008
51 1.1 0 30 0.008
1/26/2/2022 5:20 PM

Excel Engineering

USGS9217dPre.csv
Bin Num
ber
Dis
charge Ra
te (cfs)
Nu
mber of Periods
To
tal Period
s Exceeding
Percent Time Excee
ded
52 1.1 1 30 0.008
53 1.2 0 29 0.008
54 1.2 2 29 0.008
55 1.2 1 27 0.007
56 1.2 0 26 0.007
57 1.2 1 26 0.007
58 1.2 0 25 0.007
59 1.2 0 25 0.007
60 1.2 1 25 0.007
61 1.2 1 24 0.006
62 1.3 1 23 0.006
63 1.3 0 22 0.006
64 1.3 1 22 0.006
65 1.3 0 21 0.005
66 1.3 1 21 0.005
67 1.3 2 20 0.005
68 1.3 2 18 0.005
69 1.3 0 16 0.004
70 1.4 1 16 0.004
71 1.4 0 15 0.004
72 1.4 0 15 0.004
73 1.4 0 15 0.004
74 1.4 1 15 0.004
75 1.4 3 14 0.004
76 1.4 0 11 0.003
77 1.4 0 11 0.003
78 1.4 0 11 0.003
79 1.5 0 11 0.003
80 1.5 0 11 0.003
81 1.5 0 11 0.003
82 1.5 2 11 0.003
83 1.5 0 9 0.002
84 1.5 0 9 0.002
85 1.5 0 9 0.002
86 1.5 1 9 0.002
87 1.5 0 8 0.002
88 1.6 1 8 0.002
89 1.6 0 7 0.002
90 1.6 0 7 0.002
91 1.6 0 7 0.002
92 1.6 2 7 0.002
93 1.6 1 5 0.001
94 1.6 0 4 0.001
95 1.6 0 4 0.001
96 1.7 1 4 0.001
97 1.7 1 3 0.001
98 1.7 2 2 0.001
99 1.7 0 0 0.000
100 1.7 0 0 0.000
-------------End of Data-----------------
2/26/2/2022 5:20 PM

Excel Engineering

USGS9217dPostMitigated.csv
DISCHARGE Number of periods when discharge was equal to or greater than DISCHARGE column but less than that shown on the next line
Duration Table Summary at Project Discharge Point
file name: V:\21\21088\Engineering\PrelimGP\Storm\Working Files\Hydmod\600' length-4x3.83 weir - Copy\21088-Post-HMP2.out time stamp: 6/2/2022 5:17:35 PM
Bin Num
ber
Dis
charge Ra
te (cfs)
Nu
mber of Periods
To
tal Period
s Exceeding
Percent Time Excee
ded
1 0.6 10 167 0.044
2 0.6 5 157 0.041
3 0.6 1 152 0.040
4 0.6 10 151 0.039
5 0.6 2 141 0.037
6 0.6 4 139 0.036
7 0.6 7 135 0.035
8 0.6 3 128 0.033
9 0.6 4 125 0.033
10 0.7 1 121 0.032
11 0.7 1 120 0.031
12 0.7 2 119 0.031
13 0.7 5 117 0.031
14 0.7 4 112 0.029
15 0.7 4 108 0.028
16 0.7 4 104 0.027
17 0.7 3 100 0.026
18 0.7 5 97 0.025
19 0.8 3 92 0.024
20 0.8 3 89 0.023
21 0.8 1 86 0.022
22 0.8 3 85 0.022
23 0.8 5 82 0.021
24 0.8 7 77 0.020
25 0.8 5 70 0.018
26 0.8 4 65 0.017
27 0.9 2 61 0.016
28 0.9 0 59 0.015
29 0.9 1 59 0.015
30 0.9 1 58 0.015
31 0.9 0 57 0.015
32 0.9 2 57 0.015
33 0.9 1 55 0.014
34 0.9 2 54 0.014
35 0.9 1 52 0.014
36 1.0 3 51 0.013
37 1.0 1 48 0.013
38 1.0 3 47 0.012
39 1.0 2 44 0.011
40 1.0 1 42 0.011
41 1.0 1 41 0.011
42 1.0 1 40 0.010
43 1.0 3 39 0.010
44 1.0 2 36 0.009
45 1.1 1 34 0.009
46 1.1 4 33 0.009
47 1.1 2 29 0.008
48 1.1 0 27 0.007
49 1.1 0 27 0.007
50 1.1 0 27 0.007
51 1.1 2 27 0.007
1/26/2/2022 5:20 PM

Excel Engineering

USGS9217dPostMitigated.csv
Bin Num
ber
Dis
charge Ra
te (cfs)
Nu
mber of Periods
To
tal Period
s Exceeding
Percent Time Excee
ded
52 1.1 0 25 0.007
53 1.2 0 25 0.007
54 1.2 1 25 0.007
55 1.2 1 24 0.006
56 1.2 0 23 0.006
57 1.2 0 23 0.006
58 1.2 1 23 0.006
59 1.2 0 22 0.006
60 1.2 2 22 0.006
61 1.2 2 20 0.005
62 1.3 0 18 0.005
63 1.3 1 18 0.005
64 1.3 0 17 0.004
65 1.3 1 17 0.004
66 1.3 1 16 0.004
67 1.3 1 15 0.004
68 1.3 1 14 0.004
69 1.3 1 13 0.003
70 1.4 0 12 0.003
71 1.4 1 12 0.003
72 1.4 2 11 0.003
73 1.4 0 9 0.002
74 1.4 2 9 0.002
75 1.4 0 7 0.002
76 1.4 2 7 0.002
77 1.4 0 5 0.001
78 1.4 1 5 0.001
79 1.5 0 4 0.001
80 1.5 0 4 0.001
81 1.5 0 4 0.001
82 1.5 1 4 0.001
83 1.5 0 3 0.001
84 1.5 1 3 0.001
85 1.5 0 2 0.001
86 1.5 0 2 0.001
87 1.5 0 2 0.001
88 1.6 0 2 0.001
89 1.6 0 2 0.001
90 1.6 0 2 0.001
91 1.6 0 2 0.001
92 1.6 0 2 0.001
93 1.6 1 2 0.001
94 1.6 0 1 0.000
95 1.6 0 1 0.000
96 1.7 0 1 0.000
97 1.7 0 1 0.000
98 1.7 0 1 0.000
99 1.7 1 1 0.000
100 1.7 0 0 0.000
-------------End of Data-----------------
2/26/2/2022 5:20 PM

Excel Engineering

END OF STATISTICS ANALYSIS
City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: 7/20/2021
Use this checklist to ensure the required information has been included in the Structural BMP Maintenance Information Attachment:

 Preliminary Design / Planning / CEQA level submittal:

Attachment 3a must identify:

 Typical maintenance indicators and actions for proposed structural BMP(s) based on Section 7.7 of the BMP Design Manual

Attachment 3b is not required for preliminary design / planning / CEQA level submittal.

 I Final Design level submittal:

Attachment 3a must identify:

 Specific maintenance indicators and actions for proposed structural BMP(s). This shall be based on Section 7.7 of the BMP Design Manual and enhanced to reflect actual proposed components of the structural BMP(s)
 I How to access the structural BMP(s) to inspect and perform maintenance  I Features that are provided to facilitate inspection (e.g., observation ports, cleanouts, silt posts, or other features that allow the inspector to view necessary components of the structural BMP and compare to maintenance thresholds)
 Manufacturer and part number for proprietary parts of structural BMP(s) when applicable  Maintenance thresholds specific to the structural BMP(s), with a location-specific frame of reference (e.g., level of accumulated materials that triggers removal of the materials, to be identified based on viewing marks on silt posts or measured with a survey rod with respect to a fixed benchmark within the BMP)
 Recommended equipment to perform maintenance
 When applicable, necessary special training or certification requirements for inspection and maintenance personnel such as confined space entry or hazardous waste management

Attachment 3b: For private entity operation and maintenance, Attachment 3b shall include a draft maintenance agreement in the local jurisdiction's s tandard format (PDP applicant to contact the [City Engineer] to obtain the current maintenance agreement forms).

BF-1
Biofiltration

BMP MAINTENANCE FACT SHEET
FOR
STRUCTURAL BMP BF-1 BIOFILTRATION

Biofiltration facilities are vegetated surface water systems that filter water through vegetation, and soil or engineered media prior to discharge via underdrain or overflow to the downstream conveyance system.

Biofiltration facilities have limited or no infiltration. T hey are typically designed to provide enough hydraulic head to move flows through the underdrain connection to the storm drain system . Typical biofiltration components include:

• Inflow distribution mechanisms (e.g., perimeter flow spreader or filter strips ) • Energy dissipation mechanism for concentrated inflows (e.g., splash blocks or riprap) • Shallow surface ponding for captured flows
• Side slope and basin bottom vegetation selected based on climate and ponding depth • Non-floating mulch layer
• Media layer (planting mix or engineered media) capable of supporting vegetation growth • Filter course layer consisting of aggregate to prevent the migration of fines into uncompacted native soils or the aggregate storage layer
• Aggregate storage layer with underdrain(s)
• Impermeable liner or uncompacted native soils at the bottom of the facility • Overflow structure

Normal Expected Maintenance

Biofiltration requires routine maintenance to : remove accumulated materials such as sediment, trash or debris ; maintain vegetation health ; maintain infiltration capacity of the media layer ; replenish mulch; and maintain integrity of side slopes, inlets, energy dissipators, and outlets . A summary table of standard inspection and maintenance indicators is provided within this Fact Sheet.

Non-Standard Maintenance or BMP Failure

If any of the following scenarios are observed, the BMP is not performing as intended to protect downstream waterways from pollution and/or erosion . C orrective maintenance, increased inspection and maintenance, BMP replacement, or a different BMP type will be required.

• The BMP is not drained between storm events. Surface ponding longer than approximately 24 hours following a storm event may be detrimental to vegetation hea lth, and surface ponding longer than approximately 96 hours following a storm event poses a risk of vector (mosquito) breeding. Poor drainage can result from clogging of the media layer, filter course, aggregate storage layer, underdrain, or outlet structure. The specific cause of the drainage issue must be determined and corrected . • Sediment, trash, or debris accumulation greater than 25% of the surface ponding volume within one month. This means the load from the tributary drainage area is too high, reduci ng BMP function or clogging the BMP . This would require pretreatment measures within the tributary area draining to the BMP to intercept the materials. Pretreatment components, especially for sediment, will extend the life of components that are more expensive to replace such as media, filter course, and aggregate layers. • Erosion due to concentrated storm water runoff flow that is not readily corrected by adding erosion control blankets, adding stone at flow entry points, or minor re -grading to restore prop er drainage according to the original plan. If the issue is not corrected by restoring the BMP to the original plan and grade, the [City Engineer] shall be contacted prior to any additional repairs or reconstruction.

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January 12, 2017
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Biofiltration
Other Special Considerations

Biofiltration is a vegetated structural BMP. Vegetated structural BMPs that are constructed in the vicinity of, or connected to, an existing jurisdictional water or wetland could inadvertently result in creation of expanded waters or wetlands. As such, veg etated structural BMPs have the potential to come under the jurisdiction of the United States Army Corps of Engineers, SDRWQCB, California Department of Fish and Wildlife, or the United States Fish and Wildlife Service. This could result in the need for sp ecific resource agency permits and costly mitigation to perform maintenance of the structural BMP. Along with proper placement of a structural BMP, routine maintenance is key to preventing this scenario.

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Biofiltration

SUMMARY OF STANDARD INSPECTION AND MAINTENANCE FOR BF-1 BIOFILTRATION The property owner is responsible to ensure inspection, operation and maintenance of permanent BMPs on their property unless responsibility has been formally transferred to an agency, community facilities district, homeowners association, property owners association, or other special district.

Maintenance frequencies listed in this table are average/typical frequencies. Actual maintenance needs are site-specific, and maintenance may be required more frequently.

Maintenance must be performed whenever needed, based on maintenance indicators presented in this table. The BMP owner is responsible for conducting regular inspections to see when maintenance is needed based on the maintenance indicators. During the first year of operation of a structural BMP, inspection is recommended at least once prior to August 31 and then monthly from September through May. Inspection during a storm event is also recommended. After the initial period of frequent inspections, the minimum inspection and maintenance frequency can be determined based on the results of the first year inspections.

Threshold/Indicator Maintenance Action Typical Maintenance Frequency Accumulation of sediment, litter, or debris Remove and properly dispose of accumulated materials, without damage to the vegetation or compaction of the
media layer.
• Inspect monthly. If the BMP is 25% full* or more in
one month, increase inspection frequency to monthly
plus after every 0.1-inch or larger storm event.
• Remove any accumulated materials found at each
inspection.

Obstructed inlet or outlet structure Clear blockage. • Inspect monthly and after every 0.5 -inch or la rger storm event.
• Remove any accumulated materials found at each
inspection.

Damage to structural components such as weirs, inlet or outlet structures
Repair or replace as applicable • Inspect annually.
• Maintenance when needed.

Poor vegetation establishment Re-seed, re-plant, or re -establish vegetation per original plans.
• Inspect monthly.
• Maintenance when needed.

Dead or diseased vegetation Remove dead or diseased vegetation, re -seed, re-plant, or re-establish vegetation per original plans.
• Inspect monthly.
• Maintenance when needed.

Overgrown vegetation Mow or trim as appropriate. • Inspect monthly. • Maintenance when needed.
2/3 of mulch has decomposed, or mulch has been
removed
Remove decomposed fraction and top off with fresh
mulch to a total depth of 3 inches.
• Inspect monthly.
• Replenish mulch annually, or more frequently when
needed based on inspection.
*“25% full” is defined as ¼ of the depth from the design bottom elevation to the crest of the outflow structure (e.g., if the height to the outflow opening is 12 inches from the bottom elevation, then the materials must be removed when there is 3 inches of accumulation – this should be marked on the outflow structure).

BF-1 Page 3 of 11
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BF-1
Biofiltration
SUMMARY OF STANDARD INSPECTION AND MAINTENANCE FOR BF-1 BIOFILTRATION (Continued from previous page) Threshold/Indicator Maintenance Action Typical Maintenance Frequency Erosion due to concentrated irrigation flow Repair/re-seed/re-plant eroded areas and adjust the irrigation system.
• Inspect monthly.
• Maintenance when needed.

Erosion due to concentrated storm water runoff flow Repair/re-seed/re-plant eroded areas, and make appropriate corrective measures such as adding erosion
control blankets, adding stone at flow entry points, or minor re -grading to restore proper drainage ac cording to the original plan. If the issue is not corrected by
restoring the BMP to the original plan and grade, the
[City Engineer] shall be contacted prior to any additional repairs or reconstruction.
• Inspect after every 0.5 -inch or larger storm event. I f erosion due to storm water flow has been observed,
increase inspection frequency to after every 0.1 -inch
or larger storm event.
• Maintenance when needed. If the issue is not
corrected by restoring the BMP to the original plan
and grade, the [City Engineer] shall be contacted prior to any additional repairs or reconstruction.

Standing water in BMP for longer than 24 hours
following a storm event
Surface ponding longer than approximately 24 hours
following a storm event may be detrimental to
vegetation health
Make appropriate corrective measures such as adjusting
irrigation system, removing obstructions of debris or
invasive vegetation, clearing underdrains, or
repairing/replacing clogged or compacted soils.
• Inspect monthly and after every 0.5 -inch o r larger
storm event. If standing water is observed, increase
inspection frequency to after every 0.1 -inch or larger storm event.
• Maintenance when needed.

Presence of mosquitos/larvae

For images of egg rafts, larva, pupa, and adult
mosquitos, see
http://www.mosquito.org/biology

If mosquitos/larvae are observed: first, immediately
remove any standing water by dispers ing to nearby
landscaping; second, make corrective measures as
applicable to restore BMP drainage to prevent standing water.

If mosquitos persist following corrective measures to
remove standing water, or if the BMP design does not
meet the 96 -hour drawdown criteria due to release
rates controlled by an orifice installed on the
underdrain, the [City Engineer] shall be contacted to
determine a solution. A different BMP type, or a Vector Management Plan prepared with concurrence from the
County of San Diego Department of Environmental
Health, may be required.
• Inspect monthly and after every 0.5 -inch or larger
storm event. If mosquitos are observed, increase
inspection frequency to after every 0.1 -inch or larger storm event.
• Maintenance when needed.

Underdrain clogged Clear blockage. • Inspect if standing water is observed for longer than 24-96 hours following a storm event.
• Maintenance when needed.

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January 12, 2017
BF-1
Biofiltration
References
American Mosquito Control Association.
http://www.mosquito.org/
California Storm Water Quality Association (CASQA). 2003. Municipal BMP Handbook. https://www.casqa.org/resources/bmp-handbooks/municipal-bmp-handbook County of San Diego. 2014. Low Impact Development Handbook. http://www.sandiegocounty.gov/content/sdc/dpw/watersheds/susmp/lid.html San Diego County Copermittees. 2016. Model BMP Design Manual, Appendix E, Fact Sheet BF-1. http://www.projectcleanwater.org/index.php?option=com_content&view=article&id=250&Itemid=220

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Page Intentionally Blank for Double-Sided Printing

BF-1 Page 6 of 11
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BF-1
Biofiltration
Date: Inspector: BMP ID No.:

Permit No.: APN(s):

Property / Development Name:

Responsible Party Name and Phone Number:

Property Address of BMP:

Responsible Party Address:

INSPECTION AND MAINTENANCE CHECKLIST FOR BF-1 BIOFILTRATION PAGE 1 of 5 Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted Accumulation of sediment, litter, or debris
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Remove and properly dispose of
accumulated materials, without damage
to the vegetation
☐ If sediment, litter, or debris accumulation
exceeds 25% of the surface ponding
volume within one month (25% full*),
add a forebay or other pre-treatment
measures within the tributary area
draining to the BMP to intercept the
materials.
☐ Other / Comments:

Poor vegetation establishment
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Re-seed, re-plant, or re-establish
vegetation per original plans
☐ Other / Comments:

*“25% full” is defined as ¼ of the depth from the design bottom elevation to the crest of the outflow structure (e.g., if the height to the outflow opening is 12 inches from the bottom elevation, then the materials must be removed when there is 3 inches of accumulation – this should be marked on the outflow structure).

BF-1 Page 7 of 11
January 12, 2017
BMP-A
219-223-20&22
I I
I
BF-1
Biofiltration
Date: Inspector: BMP ID No.:

Permit No.: APN(s):

INSPECTION AND MAINTENANCE CHECKLIST FOR BF-1 BIOFILTRATION PAGE 2 of 5 Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted Dead or diseased vegetation
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Remove dead or diseased vegetation, re-
seed, re-plant, or re-establish vegetation
per original plans
☐ Other / Comments:

Overgrown vegetation
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Mow or trim as appropriate
☐ Other / Comments:

2/3 of mulch has decomposed, or mulch has
been removed
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Remove decomposed fraction and top off
with fresh mulch to a total depth of 3
inches
☐ Other / Comments:

BF-1 Page 8 of 11
January 12, 2017
BMP-A
219-223-20&22
BF-1
Biofiltration
Date: Inspector: BMP ID No.:

Permit No.: APN(s):

INSPECTION AND MAINTENANCE CHECKLIST FOR BF-1 BIOFILTRATION PAGE 3 of 5 Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted Erosion due to concentrated irrigation flow
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Repair/re-seed/re-plant eroded areas and
adjust the irrigation system
☐ Other / Comments:

Erosion due to concentrated storm water runoff
flow
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Repair/re-seed/re-plant eroded areas,
and make appropriate corrective
measures such as adding erosion
control blankets, adding stone at flow
entry points, or minor re-grading to
restore proper drainage according to
the original plan
☐ If the issue is not corrected by restoring
the BMP to the original plan and grade,
the [City Engineer] shall be contacted
prior to any additional repairs or
reconstruction
☐ Other / Comments:

BF-1 Page 9 of 11
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219-223-20&22
BMP-A
BF-1
Biofiltration
Date: Inspector: BMP ID No.:

Permit No.: APN(s):

INSPECTION AND MAINTENANCE CHECKLIST FOR BF-1 BIOFILTRATION PAGE 4 of 5 Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted Obstructed inlet or outlet structure
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Clear blockage
☐ Other / Comments:

Underdrain clogged (inspect underdrain if
standing water is observed for longer than 24-96
hours following a storm event)
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Clear blockage
☐ Other / Comments:

Damage to structural components such as weirs,
inlet or outlet structures
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Repair or replace as applicable
☐ Other / Comments:

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219-223-20&22
BMP-A
BF-1
Biofiltration
Date: Inspector: BMP ID No.:

Permit No.: APN(s):

INSPECTION AND MAINTENANCE CHECKLIST FOR BF-1 BIOFILTRATION PAGE 5 of 5 Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted Standing water in BMP for longer than 24 -96
hours following a storm event*
Surface ponding longer than approximately 24
hours following a storm event may be
detrimental to vegetation health
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Make appropriate corrective measures
such as adjusting irrigation system,
removing obstructions of debris or
invasive vegetation, clearing
underdrains, or repairing/replacing
clogged or compacted soils
☐ Other / Comments:

Presence of mosquitos/larvae

For images of egg rafts, larva, pupa, and adult
mosquitos, see
http://www.mosquito.org/biology

Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Apply corrective measures to remove
standing water in BMP when standing
water occurs for longer than 24-96
hours following a storm event.**
☐ Other / Comments:

*Surface ponding longer than approximately 24 hours following a storm event may be detrimental to vegetation health, and surface ponding longer than approximately 96 hours following a storm event poses a risk of vector (mosquito) breeding. Poor drainage can result from clogging of the media layer , filter course, aggregate storage layer, underdrain, or outlet structure. The specific cause of the drainage issue must be determined and corrected. **If mosquitos persist following corrective measures to remove standing water, or if the BMP design does not meet the 96 -hour drawdown criteria due to release rates controlled by an orifice installed on the underdrain, the [City Engineer] shall be contacted to determine a solution. A different BMP type, or a Vector Management Plan prepared with concurrence from the County of San Diego Department of Environmental Health, may be required.

BF-1 Page 11 of 11
January 12, 2017
219-223-20&22
BMP-A
BF-1
Biofiltration
Date: Inspector: BMP ID No.:

Permit No.: APN(s):

Property / Development Name:

Responsible Party Name and Phone Number:

Property Address of BMP:

Responsible Party Address:

INSPECTION AND MAINTENANCE CHECKLIST FOR BF-1 BIOFILTRATION PAGE 1 of 5 Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted Accumulation of sediment, litter, or debris
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Remove and properly dispose of
accumulated materials, without damage
to the vegetation
☐ If sediment, litter, or debris accumulation
exceeds 25% of the surface ponding
volume within one month (25% full*),
add a forebay or other pre-treatment
measures within the tributary area
draining to the BMP to intercept the
materials.
☐ Other / Comments:

Poor vegetation establishment
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Re-seed, re-plant, or re-establish
vegetation per original plans
☐ Other / Comments:

*“25% full” is defined as ¼ of the depth from the design bottom elevation to the crest of the outflow structure (e.g., if the height to the outflow opening is 12 inches from the bottom elevation, then the materials must be removed when there is 3 inches of accumulation – this should be marked on the outflow structure).

BF-1 Page 7 of 11
January 12, 2017
219-223-20&22
BMP-B
I I
I
BF-1
Biofiltration
Date: Inspector: BMP ID No.:

Permit No.: APN(s):

INSPECTION AND MAINTENANCE CHECKLIST FOR BF-1 BIOFILTRATION PAGE 2 of 5 Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted Dead or diseased vegetation
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Remove dead or diseased vegetation, re-
seed, re-plant, or re-establish vegetation
per original plans
☐ Other / Comments:

Overgrown vegetation
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Mow or trim as appropriate
☐ Other / Comments:

2/3 of mulch has decomposed, or mulch has
been removed
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Remove decomposed fraction and top off
with fresh mulch to a total depth of 3
inches
☐ Other / Comments:

BF-1 Page 8 of 11
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219-223-20&22
BMP-B
BF-1
Biofiltration
Date: Inspector: BMP ID No.:

Permit No.: APN(s):

INSPECTION AND MAINTENANCE CHECKLIST FOR BF-1 BIOFILTRATION PAGE 3 of 5 Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted Erosion due to concentrated irrigation flow
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Repair/re-seed/re-plant eroded areas and
adjust the irrigation system
☐ Other / Comments:

Erosion due to concentrated storm water runoff
flow
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Repair/re-seed/re-plant eroded areas,
and make appropriate corrective
measures such as adding erosion
control blankets, adding stone at flow
entry points, or minor re-grading to
restore proper drainage according to
the original plan
☐ If the issue is not corrected by restoring
the BMP to the original plan and grade,
the [City Engineer] shall be contacted
prior to any additional repairs or
reconstruction
☐ Other / Comments:

BF-1 Page 9 of 11
January 12, 2017
219-223-20&22
BMP-B
BF-1
Biofiltration
Date: Inspector: BMP ID No.:

Permit No.: APN(s):

INSPECTION AND MAINTENANCE CHECKLIST FOR BF-1 BIOFILTRATION PAGE 4 of 5 Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted Obstructed inlet or outlet structure
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Clear blockage
☐ Other / Comments:

Underdrain clogged (inspect underdrain if
standing water is observed for longer than 24-96
hours following a storm event)
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Clear blockage
☐ Other / Comments:

Damage to structural components such as weirs,
inlet or outlet structures
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Repair or replace as applicable
☐ Other / Comments:

BF-1 Page 10 of 11
January 12, 2017
219-223-20&22
BMP-B
BF-1
Biofiltration
Date: Inspector: BMP ID No.:

Permit No.: APN(s):

INSPECTION AND MAINTENANCE CHECKLIST FOR BF-1 BIOFILTRATION PAGE 5 of 5 Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted Standing water in BMP for longer than 24 -96
hours following a storm event*
Surface ponding longer than approximately 24
hours following a storm event may be
detrimental to vegetation health
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Make appropriate corrective measures
such as adjusting irrigation system,
removing obstructions of debris or
invasive vegetation, clearing
underdrains, or repairing/replacing
clogged or compacted soils
☐ Other / Comments:

Presence of mosquitos/larvae

For images of egg rafts, larva, pupa, and adult
mosquitos, see
http://www.mosquito.org/biology

Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Apply corrective measures to remove
standing water in BMP when standing
water occurs for longer than 24-96
hours following a storm event.**
☐ Other / Comments:

*Surface ponding longer than approximately 24 hours following a storm event may be detrimental to vegetation health, and surface ponding longer than approximately 96 hours following a storm event poses a risk of vector (mosquito) breeding. Poor drainage can result from clogging of the media layer , filter course, aggregate storage layer, underdrain, or outlet structure. The specific cause of the drainage issue must be determined and corrected. **If mosquitos persist following corrective measures to remove standing water, or if the BMP design does not meet the 96 -hour drawdown criteria due to release rates controlled by an orifice installed on the underdrain, the [City Engineer] shall be contacted to determine a solution. A different BMP type, or a Vector Management Plan prepared with concurrence from the County of San Diego Department of Environmental Health, may be required.

BF-1 Page 11 of 11
January 12, 2017
219-223-20&22
BMP-B
BF-1
Biofiltration
Date: Inspector: BMP ID No.:

Permit No.: APN(s):

Property / Development Name:

Responsible Party Name and Phone Number:

Property Address of BMP:

Responsible Party Address:

INSPECTION AND MAINTENANCE CHECKLIST FOR BF-1 BIOFILTRATION PAGE 1 of 5 Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted Accumulation of sediment, litter, or debris
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Remove and properly dispose of
accumulated materials, without damage
to the vegetation
☐ If sediment, litter, or debris accumulation
exceeds 25% of the surface ponding
volume within one month (25% full*),
add a forebay or other pre-treatment
measures within the tributary area
draining to the BMP to intercept the
materials.
☐ Other / Comments:

Poor vegetation establishment
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Re-seed, re-plant, or re-establish
vegetation per original plans
☐ Other / Comments:

*“25% full” is defined as ¼ of the depth from the design bottom elevation to the crest of the outflow structure (e.g., if the height to the outflow opening is 12 inches from the bottom elevation, then the materials must be removed when there is 3 inches of accumulation – this should be marked on the outflow structure).

BF-1 Page 7 of 11
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219-223-20&22
BMP-C
I I
I
BF-1
Biofiltration
Date: Inspector: BMP ID No.:

Permit No.: APN(s):

INSPECTION AND MAINTENANCE CHECKLIST FOR BF-1 BIOFILTRATION PAGE 2 of 5 Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted Dead or diseased vegetation
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Remove dead or diseased vegetation, re-
seed, re-plant, or re-establish vegetation
per original plans
☐ Other / Comments:

Overgrown vegetation
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Mow or trim as appropriate
☐ Other / Comments:

2/3 of mulch has decomposed, or mulch has
been removed
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Remove decomposed fraction and top off
with fresh mulch to a total depth of 3
inches
☐ Other / Comments:

BF-1 Page 8 of 11
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219-223-20&22
BMP-C
BF-1
Biofiltration
Date: Inspector: BMP ID No.:

Permit No.: APN(s):

INSPECTION AND MAINTENANCE CHECKLIST FOR BF-1 BIOFILTRATION PAGE 3 of 5 Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted Erosion due to concentrated irrigation flow
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Repair/re-seed/re-plant eroded areas and
adjust the irrigation system
☐ Other / Comments:

Erosion due to concentrated storm water runoff
flow
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Repair/re-seed/re-plant eroded areas,
and make appropriate corrective
measures such as adding erosion
control blankets, adding stone at flow
entry points, or minor re-grading to
restore proper drainage according to
the original plan
☐ If the issue is not corrected by restoring
the BMP to the original plan and grade,
the [City Engineer] shall be contacted
prior to any additional repairs or
reconstruction
☐ Other / Comments:

BF-1 Page 9 of 11
January 12, 2017
219-223-20&22
BMP-C
BF-1
Biofiltration
Date: Inspector: BMP ID No.:

Permit No.: APN(s):

INSPECTION AND MAINTENANCE CHECKLIST FOR BF-1 BIOFILTRATION PAGE 4 of 5 Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted Obstructed inlet or outlet structure
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Clear blockage
☐ Other / Comments:

Underdrain clogged (inspect underdrain if
standing water is observed for longer than 24-96
hours following a storm event)
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Clear blockage
☐ Other / Comments:

Damage to structural components such as weirs,
inlet or outlet structures
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Repair or replace as applicable
☐ Other / Comments:

BF-1 Page 10 of 11
January 12, 2017
219-223-20&22
BMP-C
BF-1
Biofiltration
Date: Inspector: BMP ID No.:

Permit No.: APN(s):

INSPECTION AND MAINTENANCE CHECKLIST FOR BF-1 BIOFILTRATION PAGE 5 of 5 Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted Standing water in BMP for longer than 24 -96
hours following a storm event*
Surface ponding longer than approximately 24
hours following a storm event may be
detrimental to vegetation health
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Make appropriate corrective measures
such as adjusting irrigation system,
removing obstructions of debris or
invasive vegetation, clearing
underdrains, or repairing/replacing
clogged or compacted soils
☐ Other / Comments:

Presence of mosquitos/larvae

For images of egg rafts, larva, pupa, and adult
mosquitos, see
http://www.mosquito.org/biology

Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Apply corrective measures to remove
standing water in BMP when standing
water occurs for longer than 24-96
hours following a storm event.**
☐ Other / Comments:

*Surface ponding longer than approximately 24 hours following a storm event may be detrimental to vegetation health, and surface ponding longer than approximately 96 hours following a storm event poses a risk of vector (mosquito) breeding. Poor drainage can result from clogging of the media layer , filter course, aggregate storage layer, underdrain, or outlet structure. The specific cause of the drainage issue must be determined and corrected. **If mosquitos persist following corrective measures to remove standing water, or if the BMP design does not meet the 96 -hour drawdown criteria due to release rates controlled by an orifice installed on the underdrain, the [City Engineer] shall be contacted to determine a solution. A different BMP type, or a Vector Management Plan prepared with concurrence from the County of San Diego Department of Environmental Health, may be required.

BF-1 Page 11 of 11
January 12, 2017
219-223-20&22
BMP-C
MWS – Linear
Hybrid Stormwater Filtration System

MAINTENANCE

Modular Wetland Systems, Inc. www.modularwetlands.com P .O. Box 869 P 760-433-7640 Oceanside, CA 92049 F 760-433-3179

MODULAR
ETLA M

MAINTENANCE –

Maintenance Summary –

o Clean screening filter device a least twice per year ( 15 minute service time).
o Clean separation (sediment) chamber once a year (30 minute service time). o Evaluate and replace primary filtration media (BioMediaGREEN blocks) as needed.

Typically replacement occurs once every 12 to 18 months (60 minute service time). o Evaluate condition of wetland media. Replacement of media occurs once every 5 to 20 years (4 hours).
o Replace drain down filter media (BioMediaGREEN block) once every year (5 minute service time).
o Trim vegetation as needed (15 minute service time).

Maintenance Procedures –

A. Every installed MWS – Linear unit is to be maintained by the Supplier, or a Supplier approved contractor. The cost of this service varies among providers.

B. The MWS – Linear is a multi-stage self-contained treatment train. Each stage protects subsequent stages from clogging. These stages include: screening, separation, primary filtration, and biological remediation. The biological remediation stage contains plants and therefore requires ongoing landscape maintenance, similar to that of other landscaped areas.

1. Screening is provided by Bio Clean Catch Basin Insert Filters. This screening filter has a capacity of 2 or 4 cubic feet (curb type and grate type respectively).

This filter targets gross solids, including litter, and sediments greater than 200 microns. It is recommended that this screening filter be cleaned at least two times per year. Cleaning of this device is relatively inexpensive.

This procedure takes
approximately 15 minutes.

2. Separation is provided by a 3’ x 3’ settling chamber. This chamber has a capacity of approximately 21 cubic feet. This chamber targets smaller sediments, larger TSS, and particulate metals and nutrients. This chamber protects the following filtration stages from premature clogging. It is recommended that this separation chamber be cleaned out once a year. This procedure can be performed with a standard vac truck. This procedure takes approximately 30 minutes.

3. Primary filtration is provided by a horizontal flow perimeter filter utilizing BioMediaGREEN. The perimeter filter has a default media surface area of 28 square feet. This surface area can also be doubled to 56 square feet, upon request, by a simple physical modification to the media blocks. The greater the surface area, the longer the media will maintain appropriate flow rates before clogging. This perimeter filter and the revolutionary BioMediaGREEN media targets fine TSS, dissolved metals, nutrients, and bacteria. It is recommended that the filter media be evaluated once per year and recharged if necessary. Media life depends on local loading conditions and can easily be replaced and disposed of without any equipment. Replacement of media takes approximately 60 minutes.

4. Biological remediation (natural filtration) is provided by a 4th generation enhanced sub-surface flow vegetated gravel wetland. This natural filter is 14 feet long and contains 248 cubic feet of filter media and plant material. It targets the finest TSS, nutrients, dissolved metals, and bacteria. This filter provides the final polishing step of treatment. If prior treatment stages are properly maintained, the life of this media can be more than 5 years. It is recommended the wetland and its plants be inspected once a year. Replacement of the rock media may be needed as soon as five years or as long as 20 years. Inspection takes approximately 15 minutes. Replacement of rock media takes approximately 4 hours and requires a vac truck.

5. A drain down filter, similar in function to the perimeter filter is located in the discharge chamber. This filter allows standing water to be drained and filtered out

of the separation chamber. This addresses any vector issues, by eliminating all standing water within this system. It is recommended the media of the drain down filter be replaced one a year. Replacement of media takes approximately 5 minutes and is performed without any equipment.

The MWS – Linear catch basin filter, separation chamber, and wetland filter are designed to allow for the use of vacuum removal of captured materials in the filter screens and sediment and wetland chambers, serviceable by centrifugal compressor vacuum units without causing damage to the filter or during normal cleaning and maintenance. Filters can be cleaned and vacuumed from the standard manhole access or at grade.

Maintenance Notes:

1. Modular Wetland Systems, Inc. recommends the catch basin filter be inspected and cleaned a minimum of once every six months and replacement of hydrocarbon booms once a year. The procedure is easily done with the use of any standard vacuum truck.

o Remove grate or manhole to gain access to catch basin filter insert.

Remove the deflector shield (grate type only) with the hydrocarbon boom attached. Where possible the maintenance should be performed from the ground surface. Note: entry into an underground stormwater vault such as an inlet vault requires certification in confined space training. o Remove all trash, debris, organics, and sediments collected by the inlet filter insert. Removal of the trash and debris can be done manually or with the use of a vactor truck. The hose of the vactor truck will not damage the screen of the filter.
o Evaluation of the hydrocarbon boom shall be performed at each cleaning.

If the boom is filled with hydrocarbons and oils it should be replaced.

Attach new boom to basket with plastic ties through pre-drilled holes in basket. Place the deflector shield (grate type only) back into the filter.

o Transport all debris, trash, organics and sediments to approved facility for disposal in accordance with local and state requirements. o The hydrocarbon boom may be classified as hazardous material and will have to be picked up and disposed of as hazardous waste. Hazardous material can only be handled by a certified hazardous waste trained person (minimum 24-hour hazwoper).

2. Modular Wetland Systems, Inc. recommends the separation chamber be inspected and cleaned a minimum of once a year. The procedure is easily done with the use of any standard vacuum truck. Remove grate or manhole, remove catch basin filter, spray down pollutants accumulated on fiberglass media panels (do not spray media directly, doing so can damage the media), vacuum out separation chamber, replace catch basin filter, replace grate or manhole cover.

3. Modular Wetland Systems, Inc. recommends the perimeter filter’s media be inspected and cleaned a minimum of once a year. The procedure will require prior maintenance of separation chamber. Remove grate, remove catch basin filter, enter separation chamber, unlatch top and bottom of each media protection panel, remove media protection panels to expose media, power wash surface, evaluate media condition, replace if necessary. New media blocks can be ordered from Modular Wetland Systems, Inc. Replace media protection panels, replace catch basin filter, replace grate or manhole cover.

4. Modular Wetland Systems, Inc. recommends the drain down filter be inspected and maintained a minimum of once a year. Open hatch of discharge chamber, enter chamber, unlatch fiberglass cover, remove media block, replace with new block, replace and latch cover. Exit chamber, close and lock down the hatch.

5. Modular Wetland Systems, Inc. recommends the wetland filter and its plants/vegetation be inspected and maintained a minimum of once a year. It is also recommended that the plants receive the same care as other landscaped areas.

Note: No fertilizer is to be used on this area.

6. Following maintenance and/or inspection, the maintenance operator shall prepare a maintenance/inspection record. The record shall include any maintenance activities performed, amount and description of debris collected, and condition of the system and its various filter mechanism. .

7. The owner shall retain the maintenance/inspection record for a minimum of five years from the date of maintenance. These records shall be made available to the governing municipality for inspection upon request at any time.

8. Any person performing maintenance activities must have completed a minimum of OSHA 24-hour hazardous waste worker (hazwoper) training.

9. Remove access manhole lid or grate to gain access to filter screens and sediment chambers. Where possible the maintenance should be performed from the ground surface. Note: entry into an underground stormwater vault such as an inlet vault requires certification in confined space training.

10. Transport all debris, trash, organics and sediments to approved facility for disposal in accordance with local and state requirements.

11. The hydrocarbon boom is classified as hazardous material and will have to be picked up and disposed of as hazardous waste. Hazardous material can only be handled by a certified hazardous waste trained person (minimum 24-hour hazwoper).

Maintenance Sequence

Service Crews Arrive On Site And Remove
Access Manhole To Perform Maintenance
Service.

Assess Condition and Pollutant Loading. A Few
Gallons Of Water Are Sprayed Into Sediment
Chamber To Allow Sediment To Be Vacuumed.

Catch Basin Filters Are Completely Vacuumed
Free Of All Pollutants.

Cleaned Catch Basin Filters Are Removed
Through Access Manhole To Allow For
Unimpeded Access To Sediment Chamber.

Sediment Chamber Is Vacuumed Clean Of All
Accumulated Sediment And Associated
Pollutants.

Filter Media Shields Are Removed To Expose
BioMediaGREEN Filter Media To Be Cleaned Or
Replaced.

Exposed Filter Media Will Be Evaluated For
Clogging And Loading Condition.

Media To Be Power Washed To Reveal Extent
Of Clogging. If Only Surface Is Clogged, Media
Can Be Re-Used Once. If Clogged Replace With
New Media Blocks. Remove and Replace.

Washed Or New Media Is Now Ready For Use. If
Media Was Replaced, Old Media Will Need To
Be Properly Disposed Of Properly.

Replace Media Filter Panels And Lock Into
Position.

Replace Catch Basin Filters.

Replace Access Manhole. Check Plants For
Growth, Trim If Necessary. Service Is Complete.

Total Service Time = 45 Minutes.
www.modularwetlands.com

Maintenance Guidelines for
Modular Wetland System - Linear

Maintenance Summary

o Remove Trash from Screening Device – average maintenance interval is 6 to 12 months.  (5 minute average service time).
o Remove Sediment from Separation Chamber – average maintenance interval is 12 to 24 months.  (10 minute average service time).
o Replace Cartridge Filter Media – average maintenance interval 12 to 24 months.  (10-15 minute per cartridge average service time).
o Replace Drain Down Filter Media – average maintenance interval is 12 to 24 months.  (5 minute average service time).
o Trim Vegetation – average maintenance interval is 6 to 12 months.  (Service time varies).

System Diagram

Access to screening device, separation
chamber and cartridge filter
Access to drain
down filter
Pre-Treatment
Chamber
Biofiltration Chamber
Discharge
Chamber
Outflow
Pipe
Inflow Pipe
(optional)

MODULAR

WETLANDS
www.modularwetlands.com

Maintenance Procedures

Screening Device

1. Remove grate or manhole cover to gain access to the screening device in the Pre- Treatment Chamber. Vault type units do not have screening device. Maintenance can be performed without entry.

2. Remove all pollutants collected by t he screening device. Removal can be done manually or with the use of a vacuum truck. The hose of the vacuum truck will not damage the screening device.

3. Screening device can easily be removed from the Pre-Treatme nt Chamber to gain access to separation chamber and media filters below. Replace grate or manhole cover when completed.

Separation Chamber

1. Perform maintenance procedures of screening device listed above before maintaining the separation chamber.

2. With a pressure washer spray down pol lutants accumulated on walls and cartridge filters.

3. Vacuum out Separation Chamber and remo ve all accumulated pollutants. Replace screening device, grate or manhole cover when completed.

Cartridge Filters

1. Perform maintenance procedures on screening device and separation chamber before maintaining cartridge filters.

2. Enter separation chamber.

3. Unscrew the two bolts holding the lid on each cartridge filter and remove lid.

4. Remove each of 4 to 8 media c ages holding the media in place.

5. Spray down the cartridge filter to remove any accumulated pollutants.

6. Vacuum out old media and accumulated pollutants.

7. Reinstall media cages and fill with new media from manufacturer or outside supplier. Manufacturer will provide specification of media and sources to purchase.

8. Replace the lid and tighten down bolts . Replace screening device, grate or manhole cover when completed.

Drain Down Filter

1. Remove hatch or manhole cover over discharge chamber and enter chamber.

2. Unlock and lift drain down filter housing and remove old media block. Replace with new media block. Lower drain down filter housing and lock into place.

3. Exit chamber and replace hatch or manhole cover.

MODULAR

WETLANDS
www.modularwetlands.com

Maintenance Notes

1. Following maintenance and/or inspection, it is recommended the maintenance operator prepare a maintenance/inspection record. The record should include any maintenance activities performed, amount and description of debris collected, and condition of the system and its various filter mechanisms.

2. The owner should keep maintenance/inspection record(s) for a minimum of five years from the date of maintenance. These records should be made available to the governing municipality for inspection upon request at any time.

3. Transport all debris, trash, organics and sedi ments to approved facility for disposal in accordance with local and state requirements.

4. Entry into chambers may require confined space training based on state and local regulations.

5. No fertilizer shall be used in the Biofiltration Chamber.

6. Irrigation should be provided as reco mmended by manufacturer and/or landscape architect. Amount of irrigation required is dependent on plant species. Some plants may require irrigation.

MODULAR

WETLANDS
www.modularwetlands.com

Maintenance Procedure Illustration

Screening Device

The screening device is located directly
under the manhole or grate over the
Pre-Treatment Chamber. It’s mounted
directly underneath for easy access
and cleaning. Device can be cleaned by
hand or with a vacuum truck.

Separation Chamber

The separation chamber is located
directly beneath the screening device.

It can be quickly cleaned using a
vacuum truck or by hand. A pressure
washer is useful to assist in the
cleaning process.

MODULAP-

WETLANDS
www.modularwetlands.com

Cartridge Filters

The cartridge filters are located in the
Pre-Treatment chamber connected to
the wall adjacent to the biofiltration
chamber. The cartridges have
removable tops to access the
individual media filters. Once the
cartridge is open media can be
easily removed and replaced by hand
or a vacuum truck.

Drain Down Filter

The drain down filter is located in the
Discharge Chamber. The drain filter
unlocks from the wall mount and hinges
up. Remove filter block and replace with
new block.

MODULAR

WETLANDS
www.modularwetlands.com

Trim Vegetation

Vegetation should be maintained in the
same manner as surrounding vegetation
and trimmed as needed. No fertilizer shall
be used on the plants. Irrigation
per the recommendation of the
manufacturer and or landscape
architect. Different types of vegetation
requires different amounts of
irrigation.

MODULAR

WETLANDS
www.modularwetlands.com

Inspection Form

Modular Wetland System, Inc.

P. 760.433-7640
F. 760-433-3176
E. [email protected]

MODULAR

WETLANDS
For Office Use Only
(city) (Zip Code) (Reviewed By)
Owner / Management Company
(Date)
Contact Phone ( ) _
Inspector Name Date / / Time AM / PM Weather Condition Additional Notes
Yes
Depth:

Yes No
Modular Wetland System Type (Curb, Grate or UG Vault): Size (22', 14' or etc.):

Other Inspection Items:

Storm Event in Last 72-hours? No Yes Type of Inspection Routine Follow Up Complaint Storm Office personnel to complete section to
the left.
2972 San Luis Rey Road, Oceanside, CA 92058 P (760) 433-7640 F (760) 433-3176 Inspection Report
Modular Wetlands System

Is the filter insert (if applicable) at capacity and/or is there an accumulation of debris/trash on the shelf system? Does the cartridge filter media need replacement in pre-treatment chamber and/or discharge chamber? Any signs of improper functioning in the discharge chamber? Note issues in comments section.

Chamber:

Is the inlet/outlet pipe or drain down pipe damaged or otherwise not functioning properly? Structural Integrity:

Working Condition:

Is there evidence of illicit discharge or excessive oil, grease, or other automobile fluids entering and clogging the unit?
Is there standing water in inappropriate areas after a dry period? Damage to pre-treatment access cover (manhole cover/grate) or cannot be opened using normal lifting pressure?
Damage to discharge chamber access cover (manhole cover/grate) or cannot be opened using normal lifting pressure?
Does the MWS unit show signs of structural deterioration (cracks in the wall, damage to frame)? Project Name
Project Address
Inspection Checklist
CommentsNo
Does the depth of sediment/trash/debris suggest a blockage of the inflow pipe, bypass or cartridge filter? If yes, specify which one in the comments section. Note depth of accumulation in in pre-treatment chamber.

Is there a septic or foul odor coming from inside the system? Is there an accumulation of sediment/trash/debris in the wetland media (if applicable)? Is it evident that the plants are alive and healthy (if applicable)? Please note Plant Information below.

Sediment / Silt / Clay
Trash / Bags / Bottles
Green Waste / Leaves / Foliage
Waste: Plant Information
No Cleaning Needed
Recommended Maintenance
Additional Notes:

Damage to Plants
Plant Replacement
Plant Trimming
Schedule Maintenance as Planned
Needs Immediate Maintenance
CLEAN .
!NVPRONM(NTAL StltVtCE.$, INC .
----
□ □ □ □ □ □
www.modularwetlands.com

Maintenance Report

Modular Wetland System, Inc.

P. 760.433-7640
F. 760-433-3176
E. [email protected]
~ R
W
0 EfLANDS
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'flt, ;;.,:;:.__ -
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-=··;;~--~ - ---
For Office Use Only
(city) (Zip Code) (Reviewed By)
Owner / Management Company
(Date)
Contact Phone ( ) _
Inspector Name Date / / Time AM / PM Weather Condition Additional Notes
Site
Map #
Comments:
2972 San Luis Rey Road, Oceanside, CA 92058 P. 760.433.7640 F. 760.433.3176 Inlet and Outlet
Pipe Condition
Drain Down Pipe
Condition
Discharge Chamber
Condition
Drain Down Media
Condition
Plant Condition
Media Filter
Condition
Long:

MWS
Sedimentation
Basin
Total Debris
Accumulation
Condition of Media
25/50/75/100
(will be changed
@ 75%)
Operational Per
Manufactures'
Specifications
(If not, why?)
Lat: MWS
Catch Basins
GPS Coordinates
of Insert
Manufacturer /
Description / Sizing
Trash
Accumulation
Foliage
Accumulation
Sediment
Accumulation
Type of Inspection Routine Follow Up Complaint Storm Storm Event in Last 72-hours? No Yes Office personnel to complete section to
the left.

Project Address
Project Name
Cleaning and Maintenance Report
Modular Wetlands System
CLEAN . ~

MODULA R
E.NV/RONME.NTAL SE.RVICE.S, INC.

WETLANDS
----
□ □ □ □ □ □
For Office Use Only
(city) (Zip Code) (Reviewed By)
Owner / Management Company
(Date)
Contact Phone ( ) _
Inspector Name Date / / Time AM / PM Weather Condition Additional Notes
Yes
Depth:

Yes No
Modular Wetland System Type (Curb, Grate or UG Vault): Size (22', 14' or etc.):

Other Inspection Items:

Storm Event in Last 72-hours? No Yes Type of Inspection Routine Follow Up Complaint Storm Office personnel to complete section to
the left.
2972 San Luis Rey Road, Oceanside, CA 92058 P (760) 433-7640 F (760) 433-3176 Inspection Report
Modular Wetlands System

Is the filter insert (if applicable) at capacity and/or is there an accumulation of debris/trash on the shelf system? Does the cartridge filter media need replacement in pre-treatment chamber and/or discharge chamber? Any signs of improper functioning in the discharge chamber? Note issues in comments section.

Chamber:

Is the inlet/outlet pipe or drain down pipe damaged or otherwise not functioning properly? Structural Integrity:

Working Condition:

Is there evidence of illicit discharge or excessive oil, grease, or other automobile fluids entering and clogging the unit?
Is there standing water in inappropriate areas after a dry period? Damage to pre-treatment access cover (manhole cover/grate) or cannot be opened using normal lifting pressure?
Damage to discharge chamber access cover (manhole cover/grate) or cannot be opened using normal lifting pressure?
Does the MWS unit show signs of structural deterioration (cracks in the wall, damage to frame)? Project Name
Project Address
Inspection Checklist
CommentsNo
Does the depth of sediment/trash/debris suggest a blockage of the inflow pipe, bypass or cartridge filter? If yes, specify which one in the comments section. Note depth of accumulation in in pre-treatment chamber.

Is there a septic or foul odor coming from inside the system? Is there an accumulation of sediment/trash/debris in the wetland media (if applicable)? Is it evident that the plants are alive and healthy (if applicable)? Please note Plant Information below.

Sediment / Silt / Clay
Trash / Bags / Bottles
Green Waste / Leaves / Foliage
Waste: Plant Information
No Cleaning Needed
Recommended Maintenance
Additional Notes:

Damage to Plants
Plant Replacement
Plant Trimming
Schedule Maintenance as Planned
Needs Immediate Maintenance
CLEAN .
!NVPRONM(NTAL StltVtCE.$, INC .
----
□ □ □ □ □ □
For Office Use Only
(city) (Zip Code) (Reviewed By)
Owner / Management Company
(Date)
Contact Phone ( ) _
Inspector Name Date / / Time AM / PM Weather Condition Additional Notes
Site
Map #
Comments:
2972 San Luis Rey Road, Oceanside, CA 92058 P. 760.433.7640 F. 760.433.3176 Inlet and Outlet
Pipe Condition
Drain Down Pipe
Condition
Discharge Chamber
Condition
Drain Down Media
Condition
Plant Condition
Media Filter
Condition
Long:

MWS
Sedimentation
Basin
Total Debris
Accumulation
Condition of Media
25/50/75/100
(will be changed
@ 75%)
Operational Per
Manufactures'
Specifications
(If not, why?)
Lat: MWS
Catch Basins
GPS Coordinates
of Insert
Manufacturer /
Description / Sizing
Trash
Accumulation
Foliage
Accumulation
Sediment
Accumulation
Type of Inspection Routine Follow Up Complaint Storm Storm Event in Last 72-hours? No Yes Office personnel to complete section to
the left.

Project Address
Project Name
Cleaning and Maintenance Report
Modular Wetlands System
CLEAN . ~

MODULA R
E.NV/RONME.NTAL SE.RVICE.S, INC.

WETLANDS
----
□ □ □ □ □ □

RECORDING REQUESTED BY:

THE CITY OF SAN MARCOS
AND WHEN RECORDED MAIL TO:

City of San Marcos
Development Services Department
Land Development Division
1 Civic Center Drive
San Marcos, California 92069
The recordation of this document is a benefit to the City. (THIS SPACE FOR RECORDER’S USE ONLY)

STORM WATER MANAGEMENT AND DISCHARGE CONTROL MAINTE NANCE AGREEMENT AND EASEMENT

This agreement is made by and between the City of San Marcos, a municipal corporation [City] and ______________ ______________________________________________________________________, [Property Owner] the owner of property more particularly described as ___________ ___________________________________[legal description] in the City of San Marcos, County of San Diego, State of California.

A. Property Owner is required pursuant to the City of San Marcos Municipal Code, Section 14.15, and the City’s current local Water Management and Discharge Control Maintenance Agreement [Maintenance Agreement], for the installation and maintenance of Permanent Stormwater Best Management Practices [Permanent Stormwater BMP’s], prior to the issuance of permits. Permanent Stormwater BMPs shall include all constructed elements described in the approved project’s SWQMP Storm Water Quality Management Plan (SWQMP) and construction plan (e.g., Low Impact Development, Source Control, Site Design, and Treatment Control). The Maintenance Agreement is intended to ensure the installation and maintenance of Permanent Stormwater BMP’s, as identified in Attachment A and described in Attachment B (attached hereto), and as also described in the project’s SWQMP, approved on____________, and Plan File/Drawing No(s). ___________________________.

B. Property Owner wishes to obtain an engineering and/or building permit according to Plan File/Drawing No(s). _______________________________________.

NOW, THEREFORE , the parties agree as follows:

1. Property Owner shall prepare, if qualified, or shall have prepared, an approved Operation and Maintenance Plan [OMP] for Permanent Stormwater BMP’s (Attachment B), to ensur e the implementation thereof consistent with the intent of the San Diego Regional Water Quality Control Board permit require ments, and satisfactory to the City, as it relates to Plan File/Drawing No(s). _______________________________________.

2. Property Owner shall install, maintain, and repair or replace, all Permanent Stormwater BMPs within their property, according to Attachment A & Attachment B.

3. The Property Owner shall maintain annual records into perpetuity identifying the installation, main tenance, and repair or replacement, of any, and all, Permanent Stormwater BMPs, identified in Attachment A & Attachment B and Plan File/Drawing No(s). _______________________________________. Th ese records shall be made available to the City for inspection upon request at any time.

4. Property owner is required to submit annually, by October 1, to the City, Attachment A & Attachment B, as proof of meeting the obligations set forth herein, for all the Permanent Stormwater BMPs as described in Attachment A & Att achment B.

4. Additional supplemental information, as it relat es to the project’s SWQMP, can be found within Mast er File # _______, located within the Engineering Division at City Hall.

5. By this Agreement, Property Owner hereby grants the City an easement giving the City the right, but not the obligation, to enter onto the Property (and any necessary adjacent land needed for access) to inspect, install, repair or r eplace, and maintain the BMPs, as required per the project’s SWQMP and Plan File/Drawing No(s). _______________________________________. The City shall have the right, but not the obligation, to maintain all Permanent Stormwater BMPs to the satisfaction of the City Engineer. The cost for any such inspection, installation, repair or replacement, and or maintenance incurred by the City will be the responsibility of the Property Owner and the Property and may constitute a lien upon the property until paid. Any unpaid am ounts shall accrue interest at the rate of ten percent (10%) per year; any payments shall be applied first to accrued interest and then to the outstanding principal amount
.

6. This Maintenance Agreement shall become effective upon execution of this document by all parties na med hereon, and the obligations hereunder shall constitute a covenant and equitable servitude running with the land, and shall be binding upon Property Owner and his/her/their successors in interest.

Executed by the City of San Marcos and by Property Owner in San Marcos, California.

NOTE: NOTARY ACKNOWLEDGMENTS FOR ALL SIGNATURES MUST BE ATTACHED

(Signature) (Date)

(Print Name & Title)

APPROVED By: ________________________
(City Engineer)

_________________
(Date)

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: 7/20/2021
ATTACHMENT 4
Copy of Plan Sheets Showing Permanent Storm Water BMPs

This is the cover sheet for Attachment 4.

Use this checklist to ensure the required information has been included on the plans:

The plans must identify:

 Structural BMP(s) with ID numbers matching Form I-6 Summary of PDP Structural BMPs  The grading and drainage design shown on the plans must be consistent with the delineation of DMAs shown on the DMA exhibit
 Details and specifications for construction of structural BMP(s)  Signage indicating the location and boundary of structural BMP(s) as required by the City Engineer  How to access the structural BMP(s) to inspect and perform maintenance  Features that are provided to facilitate inspection (e.g., observation ports, cleanouts, silt posts, or other features that allow the inspector to view necessary components of the structural BMP and compare to maintenance thresholds)
 Manufacturer and part number for proprietary parts of structural BMP(s) when applicable  Maintenance thresholds specific to the structural BMP(s), with a location-specific frame of reference (e.g., level of accumulated materials that triggers removal of the materials, to be identified based on viewing marks on silt posts or measured with a survey rod with respect to a fixed benchmark within the BMP)
 Recommended equipment to perform maintenance
 When applicable, necessary special training or certification requirements for inspection and maintenance personnel such as confined space entry or hazardous waste management  Include landscaping plan sheets showing vegetation requirements for vegetated structural BMP(s)  All BMPs must be fully dimensioned on the plans
 When proprietary BMPs are used, site-specific cross section with outflow, inflow, and model number shall be provided. Photocopies of general brochures are not acceptable.

APN 219-223-20APN 219-223-20
APN 219-223-21
APN 219-223-11 APN 219-223-17
APN 219-223-23
APN 219-210-29 APN 219-210-30
APN 219-223-22

BRADLEY PARK

PROJECT SITE ADJUSTED PARCEL
S. PACIFIC STREET
S. PACIFIC STREET
RW RW
PL PL
RWRW
PLPL
PLPL
RW RW
PL PL
PLPL

RW RW RW
RW

RWRW RW
APN 219-210-47

ADJUSTED PARCEL
SEE SHEET 2 FOR THE EXTENT OF THE

PROJECT PARCELS
POR. PARCEL 2 OF PM12240
POR. OF LOT 3
BLOCK 112 OF
MAP 806

PRELIMINARY GRADING PLAN
APN 219-223-20 & 22
NE CORNER OF S. PACIFIC STREET, SAN MARCOS CA
Feet
0 40 80
SCALE 1":40'
TITLE

CITY OF SAN MARCOS
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SOURCE OF TOPOCRAPHY
!HE E)(IS11NC TOPOGRAPHY SHOIIIV HEREON IS FROM AN A.L. T.A. PROV/0£0 BY SPEARS & ASSOC/A/ES: ELEVA110N HE"RE AOJl/SlEO TO 1./An:H CURRENT BENCHI.IARK.

SVPPLEI.IENTAL RELO OATA TAKEN LAST 12/07/2021 HERE AOOEO BY EXCEL ENC/NEERING.

ASSESSOR's PARCEL NQ
219-223-20-00 & 219-223-22-00

PROJECT SITE LANO AREA

2.61 ACRES
EARlllWORK STATEMENT
PRISI.IOIOAL 1./ElHOO WAS 1/SEOTO CALC/JLA IE !HE EARlHWORK VOi.iii.iE SHOIIIV HER£ SEE TAB/.£ BELOW FOR OETAILS. !HE CRAOINC PROPOSED FOR !HIS PROJECT IS AS SHOIIIV ON SHEET 3 OF !HIS PLAN SET.

II.IPOR T = 17. 000 CY ,

EARTHWORK CALCULATION DETAIL

LINE ID ITEM DESCRIPTION AREA (SF)
1 RAW CUT
2 STREET WIDENING 9,512.74
3 PAVEMENTONSITE 33,277.93
4 BUILDING 56,172.25
5 DOUBLE 66" CIPP 28.27
6 WOBIO BASIN A (5 FT DEEP) 2,866.17
7 WO BIO BASIN B (5 FT DEEP) 963.40
8 TOTAL CUT
9 10 RAW FILL
11 WO BIO SELECT MATERIALS
12 SHRINKAGE
> I

SITE AOORESS
NE CORNER S. PAC/RC ST.

SAN I.IARCOS, CA 92078
ZON/NC
EX/SllNC: L-1 LICHT /NO//Sl1?/AL
PROPOSE· L-1 LICHT INO/JS11?/AL

SECTION/LENGTH (FT) VOL (CY)
128.5

0.75 264.24

0.75 924.39
0,75 1,560.34
924.00 967.61

5.00 530.77

5.00 178.41
4,554.26
20,575.64
709.18

0.00 w

ROUNDED
130.00
270.00
930.00
1,570.00
970.00
540.00
180.00
4,590.00
20,580.00
710.00

0.00 OWNER's CERllRCATE
I (11£") HEREBY CER11FY !HAT I (11£") Al.I (ARE) 1HE RECORO OIIIVER(S} OF !HE PROPERTY SHOIIIV HEREON & !HAT HE" (Us} HAl,E" CONllGl/0/JS 011/VERSHIP. I (11£") 1/NOERSTANO !HAT PROPERTY IS CONSIOEREO AS CONllGl/0/JS El,E"N IF IT IS SEPARATEO BY ROAD, Sll?EET, 1/llUTY EASEI.IENTS OR RAILROAO RIGHT-OF-WAY.
-- -- '
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/
OWNER's NAME
HI/CHES SI.ICC, LL C
546 S: PAC/RC ST.

SAN I.IARCOS, CA 92078

OA TE PREPAREO
JANI/ARY 2022
OAT£·

SURVEYOR OF WORK

EXCEL ENC/NEERING
#0 STAIE PLACE E.5"CONO/Pa
CA 92029 (760} 745-8118

ENC/NEER OF WORK

EXCEL ENC/NEERING
#0 STAIE PLACE E.m2\Vllla
CA 92029 (760} 745-8118
OENllNO RC£/ 45629
RRE 0/SlR/CT

CITY OF SAN MARCOS
SCHOOL 0/SlR/CT
SAN I.IARCOS /JNIR£lJ
SEWER 0/SlR/CT
VALLECITOS WA 1ER O/Sl1?/CT
WATER O/SlR/CT
VALLEC/TOS WA1ER OIS11?/CT

LECAL ACCESS
SO/JlH PAC/RC Sll?EET

FEAIA ZONE
•
AS SHOIIIV ON FEI.IA PANEL 789 OF 2375; NAP
06073C0789H, OATEO NAY 16, 2012, !HIS PRO.ECT
IS IN ZONE X - 'ilREA OF 1,//N/MAL FLOOO HAZARO~
WQ!R / HYlJROLOCY STVOY
APPL/CANrs NAME
HI/CHES C/RC/1/TS, INC
546 S: PAC/RC ST.

SAN I.IARCOS, CA 92078
APPLICANT OAT£·
Michael D. Levin
40'
SIOEJ/IALK or PAVEMENT

LANO SCAPE
g'
e
i... .. ... ,.. .. l'~-~- »

EXIST CURB
& CUTTER
EXIST. AC PAVEMENT
NEJ/15FT j( J/1/0E PCC
AREA
, _____ _
NEJ/1 6,, CURB
& CUTTER

PA/IEMFNT
J/1/0FNINC

SA J/ICU T LINF
S. PAC/RC SlREET SECllON (TYPICAL}
NOT llJ SCALE
STVOY BY EXCEL ENC/NEERING & OATEO IFBR/IARY 2022
LEGAL OESCR/PllON
POR110N OF PARCEL 2 OF PARCEL NAP NO. 12240, IN !HE CITY OF SAN I.IARCOS, CO/JNTY OF SAN 0/ECO, STAIE OF CAUFORNIA, RLEO IN !HE OFTlCE OF 1HE CO/JNTY RECOROER OS SAN 0/ECO CO/JNTY, ,//IL Y 16, 1982 AS INSTR/JMENT NO 82-219201 OF OFTlC/AL RECORDS.

PROJECT BENCHMARK
!HE BENCHMARK FOR !HIS PROJECT IS !HE CITY OF SAN I.IARCOS 'cP-029: LOCAJEO AT 1HE HE"ST SIOE OF 0/SCOIERY ST ISO'± SE2 Y OF !HE INJERSEC110N OF OISCO/€RY ST & SAN I.IARCOS BL l1J.

ELEVA110N: 516.41 OATVI.I: NAl1J88

BASIS OF BEARINCS
!HE BASIS OF BEARINGS FOR !HIS Sl/R/,E"Y IS !HE NORlH LINE OF PARCEL VAP NO. 12240, LE N.66"25'34•w.

STORM WATER MISC AREA INFORMATION

AREA DESCRIPTION SF AC
PARCEL AREA (NO OFFSITE) 113,908.74 2.61
AREA TO BE DISTURBED BY THE PROJECT 127,456.56 2.93
PROJECT PROPOSED IMPERVIOUS AREA 106,214.09 2.44
PROJECT PROPOSED PERVIOUS AREA 21,242.47 0.49
SHEET: PREL/1.1/NARY CRAOING PLAN
SIJE OEVELOPI.IENT PLAN N/JI.IBER: SOP22-0002
OIi/VER: HI/CHES SI.ICC, LLC PHONE· 760-744-0300
550 SO/JlH PAC/RC Sll?EET, SAN I.IARCOS CA
ENC/NEER: EXCEL ENGINEER/NC PHONE· 760-745-8118
440 STA IE PLACE. ESCON0/00, CA 92029
PROJECT AOORESS: NE CORNER OF SO/JlH PAC/RC
Sll?EET, SAN I.IARCOS CA
TYPE OF OEVELOPI.IENT: SIJE OEVELOPI.IENT PLAN
ZONE· L-1 fUCHT I.IAN/JFACTVRINC) APNfSl-219-223-20 & 22 SllEOATA 0/IW.ING 1/NllS: OPEN SPACE·
AREA fSFl· FAR (%): 0.59 STV0/0.· COM,lll,11.· PRIVATE· LOT: 2.61 ACRES 1 BORAI: N/A
B/JILOINC: 67,410 SF 2 BORN: N/A
PARKING: 3 BORN: N/A
LOAOINC:

LANDSCAPING: TOTAL //NI TS
PARKING ORIVEWA Y (SIZE & st.OPE)
CARACE.· N/A LOAOINC: N/:)1 ONE WAY.' FRONT: REAR:

CO/€REO: 0 HANO/CAP: 4 THO WAY.· LEFT SIOE·
OPB✓.• 72 TOTAL: 72 SLOP£· RIGHT SIOE·
SHEET 1 OF 6 SHEETS

HUGHES CIRCUITS
13 TOTAL FILL 21,284.82 21,290.00
14 IMPORT -16,730.56 -16,700.00
15 FOR PERMITTING PURPOSES, SAY EARTHWORK IS IMPORT AT (CY) 17,000.00 ~ DATE REMARKS ENGINEERING ~ 02/2022 PLANNING S//Bl,//TTAL lNIJ l'tJJlll!•f/lEJ/ll;o/Z/'91/'Clf/C EXCEL
°' 07/2022 PLANNING st/81,//TTAL l<IISTJll!"IIAa;llllNl!lt'Alm s D p 2 2-00 0 2 ~ L--------------------------------------------------------------------------------------------------~.:;--~--------~--Rf·(IS/1e-Bffl~--",;,,/l111i115-U,;,. ___ '-_________________________ .

PART OF TOTAL PROJECT AREA
APN 219-223-21
APN 219-223-11 APN 219-223-17
APN 219-223-22
APN 219-210-29 APN 219-210-30
APN 219-223-22

BRADLEY PARK
S. PACIFIC ST.

S. PACIFIC STREET
RW RW
PL PL
RWRW
PLPL
RW RW
PL PL
PLPL

RW RW RW
RW

RWRW RW
EXISTING HUGHES CIRCUIT FACILITY EXISTING HUGHES CIRCUIT FACILITYAPN 219-210-47 APN 219-223-20

PART OF TOTAL PROJECT AREA

PART OF TOTAL PROJECT AREA

SDCWA PARCEL
APN 219-223-23

SDCWA PARCEL
RW
RW
RW
RW
RW
RW
RW
RW
APN 219-223-19
APN 219-223-09
APN 219-223-10

NOT A PART

NOT A PART

LAS POSAS RD

PRELIMINARY GRADING PLAN
APN 219-223-20 & 22
NE CORNER OF S. PACIFIC STREET, SAN MARCOS CA
Feet
0 50 100
SCALE 1":50'

EXIST CONDITION
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SHEET 2 OF 6 SHEETS

HUGHES CIRCUITS
PLANMNG St/9VITTAL lNIJ PWHW;•fllQlfHlf,; oQ9o9111£K
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ENCLOSURE
PATIO
APN 219-223-20
APN 219-210-29

BRADLEY PARK

PROPOSED BUILDING

ADJUSTED PARCEL
S. PACIFIC STREET
S. PACIFIC STREET
RW RW
PL PL
RWRW
PLPL
RW
PL
RW RW
RWRW
APN 219-210-47
2:1 MAX
2:1 MAX 2:1
2:12:1
2:12:1
D D
RW
RW

PRELIMINARY GRADING PLAN
APN 219-223-20 & 22
NE CORNER OF S. PACIFIC STREET, SAN MARCOS CA
Feet
0 20 40
SCALE 1":20'

MATCHLINE SEE RIGHT FOR CONTINUATION

MATCHLINE SEE LEFT FOR CONTINUATION

GRADING
PLEASE SEE SHEET 4 FOR

SECTION PROFILE VIEWS
MATCHLINE SEE SHEET 4
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CONSTRUCTION NOTES
SURFACE IAIPROl£AIENTS
li7-otl ,f.' AC 01£1? 6' AB A/IN
li7-112I 6' PCC CflRB
li7-aJI 6' PCC CflRB 4 GIJT1ER
li7-0II PCC RIBBON Gt/T1ER
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lso-o,I IJ()tJBI.E 66' SllJRAI IJRAIN PIPE
lso-MI NEW Ct/RB INlET
lso-MI ,f.8' DE1EN110N PIPE - 610 LF
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527.50 BIY
EX/SllNC ELEClli'ICAL
FACIL/llES TO REMAIN.
529.81 1W
527.59 BIY
529.81 1W
527.69 BIY NEIY 8.66' Pf/Bl.IC PElJESlli'IAN

ACCESS EASEVENT
fF=532.2I
PAfJ=5JI. ,f.6
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525.88 B
APPROX/A/A 1E RELOCA llON OF EX/SllNC EL lli'/CAL 4
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532.13 1W
529.39 BIY
532.10 1W
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528.59 1W
526.18 BW
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532.21 FS
532.11 1W
5J0.92 BIY
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532.07 1W
529.73 BIY
532.09 1W
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tlllLITY IAIPROl£AIENTS
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IUT-tU'I NEIY PIV / f'OC
lur-o,I INSTALL S'EKR LA llRAL
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STORM DRAIN INLETS/

CLEANO/ITS
EXIST. TOPO I.IAJOR CONTOUR
£%/ST. TOPO Al/NOR CONTOUR

PROPOSED TOPO AIAJOR CONTOUR
PROPOSED TOPO Al/NOR CONTOUR
PARKING AREA L/GHllNG
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SHEET 3 OF 6 SHEETS

HUGHES CIRCUITS
I ,-1 0~)!22 PLANNIN~E:::iAL ENGINEERING
07/2022 PLANNING StJBAIITTAL lNIJ l'tJJlllt!•f/lEJ/ll;o/Z1'91/'Cfl/G ~ ,, ~~~ SDP22-0002 .,_ ______________________________________________________ ..;;;;;;;;;;iiiiiiiiiiiiiii;;;;.;;;;;;iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii~-,;,,;.......;..;, __ 1-____ .;.;.~;.....;.,,;.~----....1 RW
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SOUTH

PACIFIC ST
RW
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SOUTH PACIFIC ST

RW SOUTH PACIFIC ST
PL
APN 219-210-30
RW
RW
S. PACIFIC STREET

PRELIMINARY GRADING PLAN
APN 219-223-20 & 22
NE CORNER OF S. PACIFIC STREET, SAN MARCOS CA

SECTION & DETAILS
PLEASE SEE SHEET 3 FOR

SECTION PLAN VIEW LOCATION
MATCHLINE SEE SHEET 3 FOR CONTINUATION
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oot/Bi.E 66. Ci)'f'P-._--,
(P(JBf./C ORA/NACE}
--- ---------- -
SECllON A-A
SCALE HtHZONTAL t:•JO'
/IERHCAL 1:·6'
FINISH flOOR
Bi.OC WALL
I
I Jf.00' SMET
/l,IPROvEVEtV1S
-- -1-1,--=:. --
-----,:;~ (liP}
Bi.OC WALL
STA OfJ7. 90
TIY=5J2.ff
I
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l - _...I
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t---- --- - ==--==-==----- - -::--:::
1=========================1F:+==================================-::::::::--:::::

I ~>-£%/SHNC {}(){/Bf.£ 66" CIPP SO
Bi.OC WALL
FINISH fl OOR PROPOSED C/?()[/NO
1£=522.00·
1£=521.75"
J' HIGH CABi.E

RAIL/NC
'OCR/O TtPE RETAIN/NC WALL
PROJEC710N GVLYAT .sccncw
0-0. SHOIW FOR RUERENCE
GVL Y.

PROPOSED STORV DRAIN

HEADWALL
NEW5 rr

WIDE PCC

SIDEWALK
oot/Bi.E 66" CIPP
(Pl/Bi.IC ORA/NACE}
...__PROPOSED PRIVA!F f)O(JBf.E 24• SO PIPE;
0100=29.04 CFS. FINAL SlZE HILL OE SPECIFIED IN
lHE CONSlN(JCHON OOCIIVEtV13:

SECllON 0-0
SCALE HtHZONTAL !:JO'
/IER17CAL t:•6'
25' LANDSCAPE
AREA

NEW PAVEMENT
NEW6" CURB
& CUTTER

S/OEWALK
IAIPR0i-EVENT 0ETAIL

NOT TO SCALE
1:: 0-: --------

2.·I VA% SI.CJOE-~-
SHEET 4 OF 6 SHEETS
, -- ---&
I§ s:;
c\: I ~';!!,.;.9!!!;;,. I BH'=526.l7 nwrmHt::Mc:rr,.,
t SECllON B-B
\/E%1SHNC~O - - - - - - - - -
-~ SCALE HORIZONTAL I:•JO' SECllON c-c '°' /IER11CAL 1:•6' SCALE HORIZONTAL t:•JO' ,S 'C,E%/SHNC C/?()[/NO
EXCEL ~ /IER17CAL f:6'
~ DATE PLANNIN~E~:,~;-AL ENGINEERING

HUGHES CIRCUITS
PLANNING StJB,1(/TTAL lNIJ PWIIW!•fllQlf1Rfl; oQ9o9111£K ~ L.------------------------------------------------------------------------------..:..:.--~------~-"",w;,;,~;;;,,.rua;.;.;,;;,,_.,;;,,(l(fJ/1IS-IIJ4.;;,,;,"_;;;.._..1, ______ ...;;s;;.;o;.;.P.;;2;.;2;..-_o.;;.;;o.,;;o;.;2;.. ______ .,1 APN 219-223-20APN 219-223-20
APN 219-223-23
APN 219-210-29 APN 219-210-30
APN 219-223-22

BRADLEY PARK

PROJECT SITE
S. PACIFIC STREET
S. PACIFIC STREET
RW RW
PL PL
RWRW
PLPL
PLPL
RW RW
PL PL

RW RW RW
RWRW
APN 219-210-47
POR. PARCEL 2 OF PM12240
POR. OF LOT 3 BLOCK 112
OF MAP 806

PROPOSED

PROJECT
CL
BIKE
LANE
BIKE
LANE
BIKE
LANE
BIKE
LANE
BIKE
LANE
BIKE
LANE
BIKE
LANE
BIKE
LANE
BIKE
LANE
BIKE
LANE
BIKE
LANE
BIKE
LANE
BIKE
LANE
BIKE
LANE
BIKE
LANE
BIKE
LANE
BIKE
LANE
BIKE
LANE
BIKE
LANE
BIKE
LANE
BIKE
LANE
BIKE
LANE
BIKE
LANE
BIKE
LANE
BIKE
LANE
BIKE
LANE

BIKELANE

BIKELANE
CL
CL
CL

SAN MARCOS BLVD
RW
RW
BIKE
LANE
BIKE
LANE

LINDA VISTA DR
S. PACIFIC STREET
Feet
0 60 120
MATCHLINE. SEE BELOW

RIGHT FOR CONTINUATION
MATCHLINE. SEE ABOVE LEFT

FOR CONTINUATION
Feet
0 60 120

PRELIMINARY GRADING PLAN
APN 219-223-20 & 22
NE CORNER OF S. PACIFIC STREET, SAN MARCOS CA

PACIFIC ST STRIPING
..'2
~
i5;
& !;; <Si
ct
& f -So
!:c 0.:
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AREA=2.6f AC
EMJ NEll'SlfifL'T;-----,mEUfl~~~----
lANE Cl AtLOIIElJ HEH£
IEET tt 1/An:H
- ---
--
40'
J'
8/JffrR
-
5' BIKE 12'
LAN£ LAM
p
-
•
EKIS1/MJ CI/N9 ~ .,...
"1TTENT
Ill
40'

1.50' 1.50'
BOftER BOftER
12'
LAN£
5' BIKE
LAN£
fXIS! C/JRB
& CU//tlr'
NEW 5 fT
1/110£ PCC
S/0£/YALK P IIMEi T EXIST. AC PA IIMENT
I/I/OEN/NC NEW 6" CURB
& CUTTER S. PACIFIC STREET MOO/REO SECTION

NOT TO SCALE
AREA=2. Of/ AC

11.i
Ii:!
~
ii:
nJSllNC SIHEFT I LE/JAi. rrNIB/lH
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LANE CENlENLK
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'
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,-------------------. 0
SHEET 5 OF 6 SHEETS LL
f----­
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CIRCUITS z "" ,,;
~ f-----
1 DATE REMARKS ENGINEERING LL<(
"" 02/2022 Pl.ANN/NC Sl/Bl,I/TTAL lNIJ l'tJJlllt!•f/lEJ/ll;a/Z1'91/'Cfl/G ~ 07/2022 Pl.ANNINCst/9VITTAL ~~~ SOP 22-0002 6
EXCEL
HUGHES
;;;1 ___________________________________________________________________________________________________ ;.;;;;iiiiiiiiiiiiiiii.:;_iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii;:,__.;:;;;;;;,;;,;;;;;;,;.;;;.. __ L _________________________ .. "
NO CURB OPTIONNOTES:

DISPERSION AREA (SD-B)

W/ AMENDED SOIL (SD-F)

PRELIMINARY GRADING PLAN
APN 219-223-20 & 22
NE CORNER OF S. PACIFIC STREET, SAN MARCOS CA

WQMP BMP
-l'.!
~
~
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cl:
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Cl)
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- . ..
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D •.
-,- ■ II
~-----
..

DISTANCE FRON m£
OF SI.OPE TO LINER
E
--- ••
I"'.·
I I
OIIEHR.OW Sll?(JCll/RE I

ANO AIAINJENANCE ACCESS

TOP OFBAS/N
J' "AGEi). A/IJLCI{
...--u:""AN ~ FOR
APRON FOR ENEl?CY

OISSIPAIER
LANIJSi
-l"-6' OROP
FHOII Cl/RB
' CIJT TO APRl:nV
ACEIJ
A
B
1/8' lHICK L-BRACKET
(-1- L -BRACKE!S TOTAL)
/2" INLET PIPE
B
11£/R Sll?(JCll/RE TO BE l'Ulli" HOPE--,
SHEET, 1/2" THICK. OH -Cllf/ IIL/ENT
aOJ7f /8' OOIIN
Sll?EAAI PIPE
./
48'}18"'

CATCHBASIN
I\
A "-12• INLET PIPE
'-STA/Nl.ESS SlEEl Bot.T
(-I Bot. 7S PER L -BRACKET}
IIER Cf.Nllia. STRUCTI.H IJ
Pi.AN IEW

NOT TO SCALE
5J0.89 RIAi

CATCHBASIN SIZE
• •
f -HE'IR S: 'i'I/C, I/RE TO BE HI !EC
0 11
HOPE .., 1,.c...c.. , 1/2• !HICK, OR
• , E(ll!IVA 'EN,

45.95• J~• DIA Hr, f (i ~) ~ ~ ~ .
~
~~
PIPE OIJT PER TAB/.£ f
O
' \
Fl PER PLANS r--,. :, -) !' • -.i
1 __....-12• INLET PIPE ;-,---
- I ,,.
str)IKJV 8-8

NOT TO SCALE
~ ~ ;;;. · .• • c---rl""~;!::~ A/ALE
Na (571/SffJVff . ,.
;r-\ ( \\ 1 ' AIJAP !ER (AlilPxSoC)
~===. =P~========'F======U-~ SCH 40 P~ Tl!REAIJEI)
Ost/9IJRAIN O ENO CAP (fP 1}
I
H
(GRASS AREA )
~----- ~~ /,<
!
-

FILTER FABR IC
(WHERE REQU IRED

BY ENGI NEER)
:;?~ ' ., 1/.
, Y ~
• CLASS I OR II MATERIAL
NOTES:

PLACED AND COM PACTED IN

ACCORDANCE WITH
ASTM D2321 IN PIPE ZONE
s
----- C

1. ALL REfERENCES TO CLASS I OR II MATERIAL ARE PER ASTM 02321 "STANDARD PRACllCE FOR UNDERGROUND INSTALLATION OF THrnMOPLAST IC PIPE FOR SEWERS AND OTHER GRAVITY

FLOW APPUCATIONS'', LATEST EDITION,

2. ALL RETENTION ANO DETENTION SYSTEMS SHALL BE INSTALLED IN ACCORDANCE WITH ASTM 0232 1, LATEST EDITION AND THE MANUFACTURER'S PUBLISHED INSTALLATION GUIDELINES.

3. MEASURES SHOULD BE TAKEN TO PREVENT THE MIGRATION OF NATIVE FINES INTO nlE BACKf l LL MATERIAL, WHEN REQUIRED. SEE ASTM D2;121.

4. FILTER FABRIC: A GEOTEXTILE FABRIC MAY BE USED AS SPECIFIED BY THE ENGINEER TO PREVENT TI-IE MIGRATION OF FINES FROM THE NATIVE SOIL INTO Tt-i E SELECT BACKFILL MATERIAL.

SUITABLE

FOUNDAT ION
I
H
(FLEX PVM T.)
I
j
H
(RIGID ~VMT.)
I
, ,,-- UNDI STURBED
/ EARTI1
I
• BEDDING (CLASS I DR II MATERIAL) J
= 4" MIN. FOR 12" • 24" PIPE
= 6" MIN. FOR 30" • 60" PIPE

5. FOUNDATION: WHERE THE TRENCH BOTTOM IS UNSTABLE, THE CONTRACTOR SHALL EXCAVATE TO A DEPTI-1 REQUIRED BY TI-IE ENGINEER AND RE PLACE IA1Tl, SUITABLE MATERIAL AS SPECIFIED BV THE ENGINE.ER. AS AN ALTERNATIVE AND AT THE DISCRETION OF THE DESIGN ENGINE.ER, TI--IE

TRENCH BOTTOM MAY BE STABILIZED USING A GEOTEXTILE MATERIAL

NOMINAL

DIAMETER

NOMINAL
O.D.

TYPICAL TYPICAL.

SPACING "S" SPACING "C"

TYPICAL SIDE
WALL "X'
H H
(NON-1RAFFIC) (TRAFFIC)
48" 54"

6. BEDDING: SUITABLE r.t.ATERIAL SHALL BE CLASS I OR II, THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER. UNLESS OTHERWlSE NOTED BY TI-IE ENGINEER, MINIMUM BEDDING Tl, ICKNESS SHALL BE 4" {100mm) FOR 4"•24" (100mm-60Dmm):
6" (150mm) FOR 30"-60" (750mm-1SOOmm).
(1200 MM) (1372 MM)
25"
(635 MM)

76.5"
(1994 MM)
18"
(457 MM)
12"
(292 MM)
24"
(610 MM)

7. I NITIAL BACKFILL..: SUITABLE MATERIAL SHALL BE CLASS I OR II IN THE PIPE ZONE EXTENDING NOT LESS THAN 6" ABOVE CROWN OF PIPE. THE CONTRACTOR SHAU PROVIDE DOCUMENTATION FOR MATERIAL SPEC I FICAT1 0N TO EN GINEER, MATER IAL SHALl. BE INSTALLED AS REQUIRED IN ASTM 0232 1, LATEST EDITION.

8. MINIMUM COVER: MINIMUM COVER OVER ALL RETNET10NfDETENl10N SYSTEMS IN NON-TRAFFIC APPLJCATIONS (GRASS OR LANDSCAPE AREAS) IS 12" FROM TOP OF PIPE TO GROUND SURFACE.

ADDITIONAL COVER MAY BE REQUIRED TO PR.EVENT FLOATATION. FOR TRAFFIC APPLICATIONS.

MINIMUM COVER IS 12" UP TO 3-6" DIAMETER PIPE AND 24' OF COVER FOR 42•- 60" DIAMETER PIPE, MEASURED FROM TOP oe PIPE TO BOTTOM OF FLEXIBLE PAVEMENT OR TO TOP OF RIGID PAVEMENT.
010 1&.110$. I.«:.

AO\l.lf4CfD ~NAG[ Sr'ST[MS, INC. ("ADS") HAS PREPARED THIS DETAIL BASED ON INF"ORM-\TION PROVlDfD ro ADS. THIS DRAWING rS INT[NJ)E:0 TO DEPICT ™r COMPONENTS AS RE:OUEST£D. AD$ HAS NOT P£R!='QRu m Al,ff fNCINITRlNG OR [)(SIGN :SERv1CfS F"OR THiS PROJE:CT, NOR H.-.S ...OS 1ND£PENOENTLY VEfilFIE:D THE INF"OFl,..iAT'!ON S1JPPUEO. lHE l'-ISTM..t.>,MN OET1'1L.S PROVIDEO HEREIN ARE (;ENERAl. RECO~UO,H),Ul ON$ ArtO AR£ -NOT SPE(:lflC FOR Tli lS -'ROJECT ™E DESIGN ENGINEER: SHAU REVIEW THESE DETAILS PRIOR TO CONSTRUCTION. IT IS lHE DESIGN (NGINEERS RESPONSIBILITY TO ENSURE THE [UAILS PROVIDED HtlH"IN M.EFTS OR rxcrros Tl--ff ~PUc:Afll.£ NATIONAL, SlATr. OR LOCAL At00 1RrM~~ ANO To rNSIJRr II-Ul.1 TH~ OETA.I LS PRCMDED HE~tlN _.RE ..CCE.PT.-SLE F'OR THIS PROJECT. • CLASS I BACKFllL REQUIRED AROUND 60w DIAMETER FrTTlNGS.

Gl::N"l:Rtll UPOl'ITE.3 ,I\NO Rl:NM1at TJR 0.;!/19/'15
111111~ ~ ~6~ TR-1EM~N BL~
WIW...i ~ - 11 1LlJ AAD . OHO .t :l □ 26
I-----------, ,o,,muo - ST;11t)r.5. l>IC.

RETENTlON-DET!NTION SYSTEM
(CROSS-SECTION)
DRAWING NUMBER; STD-702
·~ 120' -~
NTS
6" PVC PIPE PERFORATION

LAYOUT DETAIL
528./7 rr;

HIIEC HOPE

EOIJIVALIENT

NOT TO SCALE
DETAIL
iVO DI/VP/NC" AT CATCH BASINS
NOlE· ALL CATCH BASINS HflH r;RATES SHALL
BE SlENC/LEfJ HflH CITY RE(llllREfJ IIEII PER
ABO/f" !)£T,4/L (OAS AIANIJFACll/RING /'SOO OH
E(lll!VALENI}.
1#["//?8
C
• _ 1--.__-+---+_,_,,__......_,__ --\ ~ +-+-----,- ~
·.·~ ~ OISSIPAIER '.;;~ , """''
cc;l c;c,1):cc,AI/N_=_ c,1,ccL= ~,ccC]cc(~:=cc.•ccl.J--=Jl,--°!!if+,_:J"tf =~ff ~ COMPACTED SOIL
• "'
~---;:k-,1/.1Ai'IJ HOLES (2 TOlAL)
r-=n---"''----=~ B , ~ D ~ o 'I '
.;:,;::--,..· ·-. ·0-. 0 I> 0 ... , 1
, t ·· • ~mA. #171( 1.t1M., 5 ·t:,s...
; , .!ti/HR fll.1RA /i'.A ff ; <., ., ..•. ,. . . . • ' • . .,._ "',• .. ',' .,•-
/
• ....

SlHI/Cll/HAL BIO-BASIN SWIIAHY TABl£
Al A2 AJ 8 BUX RISEN
um:nfE (INCH) (INCH) (INCH) (INCH) C 0 E 01£Rfl.OW IJIIA OVA nP£ 811P nP£(TBJIP AREA (INCH) (INCH) (INCH) SlHI/Cll/HE NAJI£ NAJI£ (srnJ IYATEH llJP (T aEAN 1/PPEN JIEl/lA G\'A/,fl. =r SIZE WAL/TY BASIN 0//T ($fl(:£ (INCHES) IJIIA-1 ORA/NS llJ BIIP-A BHYll.lHA!l(N 2866 9 12 6 - 18 12 J 2«.21 811P IJIIA-2 ORA/NS llJ lJIIP-lJ 8/{Yl/_ fHA ll(N !J6J 9 /,I 6 - 18 12 J.5 2«.2-1 811P IJIIA-J ORA/NS llJ 'BIIP-C JIClJIJlAR - - - - - - - - -811P 1/EllANO IJIIA-1 ORA/NS llJ BIIP-0 Ol.5PERSl(,W 8H - - - - .. ,,, - - -811P AlifA WO!E· BAIP-C IS NOT BEING I/SEO FOR flOIY CONlROL
•W07E· BAIP-0 HAS II INCi/ES AAIENIJEfJ Sl2ll .f J INCHES OF A/1/LCII FOR TOTAL CF 14 INCi/ES OF A/EfJ/A. = OIA.IIETEK
llPl'£R LOI/ER
(INCH) (INCH)
- 1.50
- 1.8125
- -
- -
~- (SIZE PER BIO-BASIN !)£1AIL)
\__AASHTO
Na 57 STONE

LOWER ORIRCE DETAIL

NOT TO SCALE
-;._II ,
LL- l
w )

IM PERMEABLE LIN ER
TOP OF
MEDIA
96"
C
JfAJER (){JAL/TY BASIN SOIL NO!ES
I. 9/0fll. lRA new Sal AIEOIA LA !'ER (BSl,/) SHALL CONSIST OF /JO% TO 80% BY 11Ji.lJAIE 5,INll IJP TO 20% BY 11Ji.lJAIE 11:.l"~ ANIJ /IP 20% BY 11Ji.lJAIE COAIPOST (PER COUNTY OF SAN 0/ECO 8AIP 1)£S/6N AIANIJAL SEPIEIIBER 2020 APPENIJ/% F.2 SECllON ll()J-2 81.ENIJEO BSA/ CR/lERIA ANO 1ES11NG RE(llJIREI.IENlS) PI.ACEIJ IN Ii" L/FlS ANO COAIPAClE!) HflH WA !ER PRIOR TO 1HE NE)(T ll,lfflM".4Qlf UNQ? £/JC£ ANCHOH DETAIL

NOT TO SCALE
Jfl'LWfllK/C 81' 61flllP
1HE H>f)ROLXICAL .m'L r;ROIJP FOR 1HIS SIIE IS TYPE 0.
\
str)IKJV A-A

NOT TO SCALE
s· LIFT. IMnAL PERAIEAB/l/TY SHALL BE a• PER HOIJR (HflH ASSIJAIEI) SlABILIZElJ PERAIEAB/LITY OF 5• PER HOIJR). L LANE 24"MIN 6" '-;,.1--_lR=Ace'IE=-==--1-'-t----VARIES,-----t--=-='"'--rntlrl-

PERMANENT WATER QUALITY
MIPEli'IIEABIE
LINER? TREATMENT FACILITY

KEEPING OUR WATER WAYS CLEAN
MAINTAIN WrTH CARE - NO MODIFICATIONS WITHOUT AGENCY APPROVAL >IT

DETAIL YES
QISH SllEfFAQR&
• 1HE APPRO%/AIAIE /JEP1H TO (lROIJNl)WA!ER IS -1-10
FEET.
• 1HERE ARE NO NA ll/RAL HYOROI.XIC FEA ll/RES CW 1HE
Sil£
• 1HE S/IE PROPOSES TO CCWNECT TO 1HE E%/Sl1NG
P//91.IC STORA/ DRAIN SYSIEII LOCA lEl) IN 1HE SOIJ1H
EXE CF 1HE Sil£

CUTOFF WALL AT

END OF PAVEMENT
PER SIJRSD G-22

MA TERI AL AND

COMPACTION PER

PROJECT PLANS AND

SPECIFICATIONS

AMENDED SOIL
30 MIL

PLASTIC
LINER

MATERIAL
>° '.l'AND COMPACTION
' PER PROJECT

PLANS AND

SPECIFICATIONS

THICKENED

SIDEWALK W/
IIER Cf.Nllia. STRUCTI.H IJ
/JETA/1.

45.95•
Ii
00) C
ff q;!Vllj'{l N01E;
1HE PURPOSE OF 1HIS
#I" 2/N DIA i SlRIJCll/RE IS FOR AIJl)/nONAL
• H'!fJROA/00/RCAllON flOW
IIE/H fXWllia. SlRUClTIH£ I) CONlROI. SEPARA IE FHOII TYPICAL IIAIN IIER 9/0fll. lRA new FZOW A/OIJEl/NG

NOT TO SCALE
SCALE· 1:30
-- -- - - -0 JO 60 90 120
SHEET 6 OF 6 SHEETS

HUGHES CIRCUITS
-

WATER QUALITY SIGN- PLACED AT
EACH BI0FILTRATI0N BASIN
• BASEi) CW WA lERSHEl) A/APP/NG CF POJENnAL CR/nCAL
COARSE SEIJIAIENT 'tfELI) AREAS (CC.S-YA}. !HERE ARE NO CCSYA LOCA lEl) HflHIN 1HE PRO.JECT BOIJNIJARY OH
lRIBIJlARY TO 1HE RUNOFF BYPASSllJ AROIJNIJ lHE Sil£
EDGE lREATMENT
- NOTE: ALL BIOFILTRATION AREAS WILL

HAVE A SIGN POSTED TO BE
VISIBLE AT ALL TIMES.
6" SCARIFIED SOIL

1. REFER TO GS-2.00 FOR ALL
DETAILS NOT SHOY<N HERE.

2. CURB CUT 'MOTH PER DESIGN
PLANS. NOT TO SCALE
3" SHREDDED HARDWOOD

MULCH OR ROCK LAYER

PER DESIGN PLANS
SDP22-0002 ._ ___________________________________________________________________________________________ _