Agenda, regular meeting — Moreno Valley City Council, February 17, 2026 (part 5 of 6)

885
ttm37858dev100
______________________________________________________________________ Initial area flow distance = 636.000(Ft.)
Top (of initial area) elevation = 64.500(Ft.)
Bottom (of initial area) elevation = 57.100(Ft.)
Difference in elevation = 7.400(Ft.)
Slope = 0.01164 s(percent)= 1.16
TC = k(0.370)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.924 min.

Rainfall intensity = 2.692(In/Hr) for a 100.0 year storm CONDOMINIUM subarea type
Runoff Coefficient = 0.855
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 74.80
Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 4.911(CFS)
Total initial stream area = 2.134(Ac.)
Pervious area fraction = 0.350
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 53.500(Ft.)
Downstream point/station elevation = 53.000(Ft.)
Pipe length = 9.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.911(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 4.911(CFS)
Normal flow depth in pipe = 5.44(In.)
Flow top width inside pipe = 16.53(In.)
Critical Depth = 10.22(In.)
Pipe flow velocity = 10.92(Ft/s)
Travel time through pipe = 0.01 min.

Time of concentration (TC) = 11.94 min.

End of computations, total study area = 2.13 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 0.350
Area averaged RI index number = 56.0

Page 2 ends

886
TTM37858dev100B
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 02/16/20
File:TTM37858dev100B.out
------------------------------------------------------------------------ TTM 37858 Drainage Areas B & C
Developed Condition - 100-year flow rates
RMB

------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6288
------------------------------------------------------------------------ Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 3 Standard intensity-duration curves data (Plate D-4.1)
For the [ Sunnymead-Moreno ] area used.
10 year storm 10 minute intensity = 2.010(In/Hr)
10 year storm 60 minute intensity = 0.820(In/Hr)
100 year storm 10 minute intensity = 2.940(In/Hr)
100 year storm 60 minute intensity = 1.200(In/Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.200(In/Hr)
Slope of intensity duration curve = 0.5000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** INITIAL AREA EVALUATION ****

Page 1 ends

887
TTM37858dev100B
______________________________________________________________________ Initial area flow distance = 250.000(Ft.)
Top (of initial area) elevation = 62.900(Ft.)
Bottom (of initial area) elevation = 58.800(Ft.)
Difference in elevation = 4.100(Ft.)
Slope = 0.01640 s(percent)= 1.64
TC = k(0.370)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.663 min.

Rainfall intensity = 3.358(In/Hr) for a 100.0 year storm CONDOMINIUM subarea type
Runoff Coefficient = 0.863
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 74.80
Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 2.231(CFS)
Total initial stream area = 0.770(Ac.)
Pervious area fraction = 0.350
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 55.800(Ft.)
Downstream point/station elevation = 55.000(Ft.)
Pipe length = 67.50(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.231(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 2.231(CFS)
Normal flow depth in pipe = 5.39(In.)
Flow top width inside pipe = 16.49(In.)
Critical Depth = 6.76(In.)
Pipe flow velocity = 5.02(Ft/s)
Travel time through pipe = 0.22 min.

Time of concentration (TC) = 7.89 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 0.770(Ac.)
Runoff from this stream = 2.231(CFS)

Page 2 ends

888
TTM37858dev100B
Time of concentration = 7.89 min.

Rainfall intensity = 3.310(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 302.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 580.000(Ft.)
Top (of initial area) elevation = 64.500(Ft.)
Bottom (of initial area) elevation = 58.700(Ft.)
Difference in elevation = 5.800(Ft.)
Slope = 0.01000 s(percent)= 1.00
TC = k(0.370)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.846 min.

Rainfall intensity = 2.701(In/Hr) for a 100.0 year storm CONDOMINIUM subarea type
Runoff Coefficient = 0.855
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 74.80
Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 3.891(CFS)
Total initial stream area = 1.685(Ac.)
Pervious area fraction = 0.350
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 55.700(Ft.)
Downstream point/station elevation = 55.000(Ft.)
Pipe length = 43.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.891(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 3.891(CFS)
Normal flow depth in pipe = 6.64(In.)
Flow top width inside pipe = 17.37(In.)
Critical Depth = 9.04(In.)
Pipe flow velocity = 6.57(Ft/s)
Travel time through pipe = 0.11 min.

Time of concentration (TC) = 11.96 min.

Page 3 ends

889
TTM37858dev100B
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 1.685(Ac.)
Runoff from this stream = 3.891(CFS)
Time of concentration = 11.96 min.

Rainfall intensity = 2.688(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 2.231 7.89 3.310
2 3.891 11.96 2.688
Largest stream flow has longer time of concentration
Qp = 3.891 + sum of
Qb Ia/Ib

2.231 * 0.812 = 1.812
Qp = 5.703
Total of 2 main streams to confluence:

Flow rates before confluence point:

2.231 3.891
Area of streams before confluence:

0.770 1.685
Results of confluence:

Total flow rate = 5.703(CFS)
Time of concentration = 11.955 min.

Effective stream area after confluence = 2.455(Ac.)
End of computations, total study area = 2.46 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 0.350
Area averaged RI index number = 56.0

Page 4 ends

890
Project Site
-.__..,
l S,
~}=-! .. _.~~~·-
LEGEND

SOILS GROUP BOUNDARY

A SOILS GROUP DESIGNATION

RCFCSWCD
HYDHOLOGY JYlANUAL ,...._-__,
0 FEET 5000
A

HYDROLOGIC SOILS GROUP MAP
FOR

FONTANA
PLATE C-1.03
891
Appendix C
Reference Materials
Soils Map
Hydrology Maps
892
PARCEL 3 PM 8114 PMB 38/28 PARCEL 1 PM 16636 PMB 96/16 PARCEL 2 PM 16636 PMB 96/16 PARCEL 3 PM 17535 PMB 96/57-58 AREA 2 87,407 sf 2.01 acres AREA 1 127,532 sf 2.93 acres L = 516' L = 604' ROBERT BEERS ’ SITE HYDROLOGY DATA HYDROLOGY LEGEND ---------------------------------------------------------- Obscured Area Tc = 1 .00 Min. PARCEL 4 PM 8114 PMB 38 28 - I I I I 'j I I a, .; "' I I I I, l I I I /./ I / ------------------------------------------------- ,., ------~-12~f:l.~ ___ _1;>.... I , / ----- )-+556,BP ARCEL ...___ __ PM- PM~ 11822 \ 55/84 I I x1558.3 I OWN R: ONIA MARIANN RE AL. APN 4 6-090-020 I I I I 9.1 ,~I -~ .1 1 (36.66' 2 ...__,. \ ,...- 38.8' ,, ''--- ··-- ' I I I I I I 1' 1558. , , ~! r~ X 1557,9 --1---,,------- 0 IGRAPHIC SCALE 20 40 80 160
l~I l __ ~I
( IN FEET)
1 inch = 40 ft.
,,
,, •"
,,
,,
X 1562.5
DBS.
72,WJ£,72.4 '
X 1565,5
------
/
,.
,. ...

II Obscured Area
/
./
/
/
X 1566,5
N69'33'22"W 300.06' (30 04' R2)
--------------------------------- ---------------------- x1559.6
02 = 1.62 cfs
010 = 3.48 cfs
0100 = 5.90 cfs
Tc = 15.27 Min.
------
x1560.5
f 68.9
I
I
:i<"',--L--~'r--',--,., I
a::::::.~~~""',' _J J
,,,,,------
"' I
I
l w
. . r--
I ' !' o
High Point
X 1567,3
PARCEL 1
PM 1753
PMB 96/57-
X 1566,
OWNER:

TSAI, T AL.

APN 476- 0-026
I ' z 0 x1564.
,_ ____________ _
i
i
-----
...
l
I I I
I
l
Dbscu fci Area
I
I I
I
I
I
'
X 1563,6
OWNER: ELIZABETH

TSAI, ET AL
APN 478-090-028
X 1562.5
- ~ - ;..~.!• ·- ~....:....~ "-·- ·- ·---,._
:l/5.07' (275 D4' R1)
Obscured Area
8175 Limonite Avenue, Suite E
Jurupa Valley, CA 92509
Ph. (951) 317-2041 Fax (909) 360-2070
Date Robert M. Beers R.C.E. 39405
Ex ires 12-31-21
FIELD BOOK REF.

MARK REVISIONS APPR. DATE
TENTATIVE TRACT MAP NO. 37893
LEGAL DESCRIPTION=

THE LAND IS SITUATED IN THE COUNTY OF RIVERSIDE, CITY OF

JURUPA VALLEY, STATE OF CALIFORNIA, AND IS DESCRIBED AS FOLLOIJS1

DEVELOPER
RC HOBBS COMPANIES, INC.
1428 E. CHAPMAN A VENUE
ORANGE, CA 92866
PARCELS 2 AND 3 OF PARCEL MAP 21212, IN THE CITY OF JURUPA

VALLEY, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA, AS SHOIJN BY MAP ON FILE IN BOOK 153, PAGES 34 l 35, OF PARCEL MAPS, RECORDS OF RIVERSIDE COUNTY, CALIFORNIA.

ATTN: ROGER HOBBS
714-633-8100
APN S• 171-101-072-3 l 171-101-073-7
PREPARED FOR:

RC Hobbs Companies
1428 E. Chapmon A venue
Orange, CA 92866
PHONE: (714) 633-8100
100 YEAR - 1 YEAR RAINFALL INTENSITY = 1.20 INCH 10 YEAR - 1 HOUR RAINFALL INTENSITY = 0.82 INCH SLOPE USED FOR RAINFALL INTENSITY CURVE = 0.500
AMC I USED FOR 2-YEAR STORM RUNOFF CALCULATIONS AMC II USED FOR 10-YEAR STORM RUNOFF CALCULATIONS AMC Ill USED FOR 100-YEAR STORM RUNOFF CALCULATIONS ASSUMED HYDROLOGIC LAND USE: UNDEVELOPED

SOIL TYPE B
0100 = 100-YEAR FLOW RA TE 010 = 10-YEAR FLOW RA TE
02 = 2-YEAR FLOW RATE
Tc = TIME OF CONCENTIRATION - MINUTES
L = FLOW PATH LENGTH IN FEET
101 NODE NUMBER

54.8 ELEVATION
- - - - - - - - - - - DRAINAGE AREA BOUNDARY

DRAINAGE FLOW PATH

VICINITY MAP
I
.._
TIM 37893

NOT TO SCALE
l:;j
11/SS/ON
,UTH ST.
60 -
I i
&:~
JIii/i" -
"
Wl/.0 PONY OIi. I I
IIED AIE.Sll OIi.

DA TE March 26. 2020
JOB NO.

Existing Condition Hydrology Map DRAWN BY R.A.H. City of Jurupa Valley 1----------1 CALIFORNIA CHECKED BY R.M.B.

SHEET _1_ OF _1_
893
CL CACTUS AVENUE PARCEL 3 PM 8114 PMB 38/28 PARCEL 1 PM 16636 PMB 96/16 PARCEL 2 PM 16636 PMB 96/16 LOT E PM 8114 PMB 38/28 CL
BRADSHAW CIRCLE PARCEL 3 PM 17535 PMB 96/57-58 ROBERT BEERS TENTATIVE TRACT MAP NO. 37858 LEGAL DESCRIPTION: DEVELOPED CONDITION HYDROLOG MAP HYDROLOGY DATA HYDROLOGY LEGEND 1001 C
56 43
-N ~N
r-- r--
45 Lot 21
N
r--

72.ffi,~72.4 •
43 45'
N
r--
43'
Lot 20 Lot 19 Lot 18
'-iCXJ
Lot 23 Lot 22
5,016 sf PE = 63.0 PE = 63.2 PE = 63.6 PE =
6 ~.0 [ PE = 64.4
Obscured Area 56' 43'
20 I
I
PARCEL 4 I
PM 8114 •
PMB 38 28;
• I

GRAPHIC SCALE
.. 80 160
I l __ ~I
( IN FEET )
1 inch - 40 ft.
---=
45'
Lot 1
, 43'
Lot 39
PE = 60.0
N
r--
45'
Tc ¾ 11. 2 Min.

PE = ,59.8
45'
t 38
PE - 60.4
N
43' 23'
27 .

N
r--
45' /
' R1)
Obscured Area
45 4
Lot 16
23-1
-30
100 YEAR - 1 YEAR RAINFALL INTENSITY = 1.20 INCH 10 YEAR - 1 HOUR RAINFALL INTENSITY = 0.82 INCH SLOPE USED FOR RAINFALL INTENSITY CURVE = 0 .. 500
AMC I USED FOR 2-YEAR STORM RUNOFF CALCULATIONS AMC II USED FOR 10-YEAR STORM RUNOFF CALCULATIONS AMC Ill USED FOR 100-YEAR STORM RUNOFF CALCULATIONS 0100 = 100-YEAR FLOW RATE 010 = 10-YEAR FLOW RATE
02 = 2-YEAR FLOW RATE
Tc = TIME OF CONCENTRATION MINUTES
L = FLOW PATH LENGTH IN FEET
PARCEL 1: PARCEL 3 AND LOT E, PARCEL MAP NO. 8114, IN THE CITY OF MORENO VALLEY. COUNTY OF RIVERSIDE, STATE OF CALIFORNIA. AS PER PARCEL MAP RECORDED IN BOOK 38, PAGE 2B OF MAPS, RECORDS OF SAID COUNTY.

APN: 478-090-018
Lot 17
PE= 64.6 J

0.78 PE = 65.0
52'
ASSUMED HYDROLOGIC LAND USE: SFR - Condominium
101
SOIL TYPE B 54.8

NODE NUMBER

ELEVATION
PARCEL 2: PARCELS 1 AND 2 AS SHOv.N BY PARCEL MAP NO. 16636, IN THE CITY OF MORENO VALLEY, COUNTY OF RIVERSIDE. STATE OF CALIFORNIA ON FILE IN BOOK 96, PAGE 16 OF

PARCEL MAPS, RECORDS OF RIVERSIDE COUNTY, CALIFORNIA,
"o
CX)
,,
Lot 13
PE = 64.

73.8'
&t_
1~
P,E - 63.l;i

73.7'
L = 636'
"tJa. \
• '!lg_! Lot 11
;,,
...
in
...
;,,
...
'-iN
PE = 63.2

73. '
Lot 10
PE = 62.7

73.5'
Lot
PE = 6.2.3

73.3'
L t 8
PE 61.9

73.2 Lot 7

61.4 w
.....
0 r-.
f"
X 1567,3
3' wide PCC
lnter'p~~c'~L 1
PM 1753
PMB 96/57-
QtfJW6'6, ainage conveyed
to Cactus venue
OWNER: LIZABETH
TSAI, T AL.

B APN 478- 0-026 Lot
"" I g sf [! z X 1564.
r-------------
I")
...
"o
<D
X 1563,6
------- --------
OWNER: ELIZABETH
TSAI, ET AL.
,6.9'
Lo\ 6
PE \ 61.8
N
Lot 5
PE = 61.4
r--
----~----
0 APN 478-090-028
X 1562,5
Interceptor Ditch
24" RCP Connection
to Catch Basin
,;;;;7,v
8175 Limonite Avenue, Suite E
Jurupa Valley, CA 92509
Ph. (951) 317-2041 Fax (909)
Date Robert M. Beers
- - - - - - - - - - - DRAINAGE AREA BOUNDARY

DRAINAGE FLOW PATH
APN'S: 47B-090-024-2 AND 47B-0909-25-3
AREA 1 AREA 2 AREA 3
92,937 SF
33,545 SF
73,382 SF
hydrologic soil type - Type B
Lot Line Lot Line
" 24' "
1£
,
,,
1' wide~
HOA Easemen:ots
1 I, 12· ,,
Drive Aisle'
12' I,
Drive Aisle' HOA
1' wide
Easement
ots 2% Lots
\..._
-
6 Curb
Type 6 curb
,,,

TYPICAL SECTION
- Private Streets
COURTS "A" & "B"
N. T. S.

Lot Line Lot Line
40'
22' 18'
18' 18'
4' 8' 10· 10· 8'
Parking Drive Aisle Drive Aisle Parking
Lots U U Lo~
Sidewalk Type 6 curb Type 6 curb

TYPICAL SECTION
- PR/VA TE STREETS
N. T. S.

R/W
,, 60'
30' 1£ I, I, 30'
, ,
" ' '. 12' " 18' " 18' L, 12· , ,
Lots 2% 2%
- 2% 2%
R/W
,,
, m
I,
,
L,
,
Lots
Type 6 curb Sidewalk_/ . " '----sidewalk \... Type 6 curb 360-2070
R.C.E. 39405
Ex ires 12-31-21

TYPICAL SECTION

BRADSHAW CIRCLE
N. T.S.

FIELD BOOK REF.

MARK REVISIONS APPR. DATE

2.1335 Ac.

0. 7701 Ac.

1. 6846 Ac.

PREPARED FOR:

R.csh:k:nti.:ii lots
I-L~tN-u;b~ I-~vi-dth (fti-r i,;;ptf.(ft}-- Arca (sf; Lot Number Width (ft] -----------]- ----- Depth (ft) Al"C8 \sf) ------ - ------ ------- • .. n • ' .::.240 ' 45 I 72 3,240 21 45
' 3
4 5
t,
7 8 9
'_l
--·---·-··-----·····-
--·····---·····--- -'
::.3
48 43 4S 48
T,
43 72
72 72
72 72

73.2 73.3

73.5 73.8
2,?,97
3,320
3,126
___ -i------4c_; ______ 0 _·--··-·-74 ______ + ___ ,._,,0 __ _ ::.s 52 74 3,331
)_L
25 2f.i
2S 29
3:)
35 36
37 i - - - -
4?,
56 .15
43 45
55 60 60
72 n
72 72
72 72 72 72
72 72.
72 72
!lS 72

3.C96

3.240
3,:J95

3.D9.S
3/!18

4.31~
-----+-
3,/h/ JG I --- -
__ '13 --- - - -- - __ ,-; ,1,. ----- -,- __ c'"" -
_9

2.0 45
73 ---- - -······-··-·-··-···-·-
3,240
3,0So
fi7,"Li8 r---------- -----------------, I Toted R2r,id2ntic1' Lot Arf''1 = Bf.i,045 ; ------------------------------
,----------------------------, 1 tet:2red l.ots 1
r----·· -------------- ------, Lot use i\rea (sf; r------ -------------- ------- /1 OpenSpJc<2--WGMP3asiri l,/27
B Drainagr \,1Jai!
r l.c1nclscare Area
[! Ope1 Space - Recrec"t,Jn --- i--· ·---· ---·----------------- E C,c2n Sp,xe 'WQMP Basin

PROJECT NOTES
TOTAL GROSS PROJECT SIZE: 4.81± ACRES
2,673
7,574
:1,850
TOPOGRAPHY SOURCE: Field Survey December 2019
NUMBER OF RESIOENnAL LOTS: 40
MINIMUM LOT AREA: 3,095 S.F. MINIMUM LOT DEPTH: 72' MINIMUM LOT WIDTH: 43' LOT SIZ£· AS SHOWN ON MAP DENSITY: 8.31 DU/ACRE RESIDENnAL LOT AREA = 136,045 sf
OPEN SPACE LOT AREA = 15,961 SF
STREET AREA = 56,826 sf

ONSITE STREETS ARE PR/VA TE STREETS
LEGEND
39 4J
43 50
72 3,096
TJ. 3).39
subtotcil 68,387

L------
______ StreetLo!S ____ i-----
'.Sueet.!IJame ROW ifiidth (ft) (urn to C.u•b {lt) Are .. a \.sf) --~~-- ----------------- ------ Str;_:..:t A 40 3G 8.GG.J ------------------------------i------------------------------------------------------------------------- ----------------------- Street B -10 .% , 16,00-'+ Street,::

Court,'\
Court S
40 .11
24 35 35
1L
6,805
9,:,97
7 . .844
2,093
J..,]82
!Tctal Street Lot Area= 56,8ZS
~-------------------------------

DEVELOPER/BUILDER
Roger Hobbs Companies,
1024 £ Chapman Avenue
Orange, CA 9286
A TT: Roger Hobbs
{714) 633-8100
OWNER
Inc.

T. C. TOP OF CURB
F.L. FL OWL/NE
F. s. FINISHED SURF A CE
P.£ PAD ELEVA noN
Church of Jesus Christ of
Latter Day Saints
C.B. CATCH BASIN
H.P. HIGH PO/NT
@ EXIST. LAND USAGE
[KJ EXIST. ZONING
50 E. North Temple St., 121 Floor
Salt Lake City, UT 84150-6320

ASSESSORS PARCEL NUMBERS
478-090-018, 024 & 025
RC Hobbs Companies
1428 £. Chapman Avenue
Orange, CA 92866
TIM 37858
Developed Condition Hydro Map
aty of Moreno Valley

CALIFORNIA
DA TE April 15, 2020
JOB NO.

DRAWN BY R,A.M,
PHONE: (714) 633-8100 CHECKED BY R.M.B.

SHEET _1_ OF _1_
894
- 1 -
Project Specific Water Quality Management Plan
A Template for Projects located within the Santa Ana Watershed Region of Riverside County Project Title: Tract 37858
Development No: PEN20-0172/0173
Design Review/Case No: LWQ24-0033
Original Date Prepared: August 2024
Revision Date(s): September 2025
Prepared for Compliance with
Regional Board Order No. R8-2010-0033
Template revised June 30, 2016
Prepared for:

RC Hobbs Companies
1024 E. Chapman Avenue
Orange, CA 92866
Tel: (714) 633-8100
Contact: Bob Beers
[email protected]
Prepared by:

Adkan Engineers
6879 Airport Drive
Riverside, CA 92504
Tel: (951) 688-0241
Contact: Michael R. Brendecke
[email protected]
Preliminary
Final
895
- 2 -
A Brief Introduction
This Project-Specific WQMP Template for the Santa Ana Region has been prepared to help guide you in documenting compliance for your project. Because this document has been designed to specifically document compliance, you will need to utilize the WQMP Guidance Document as your “how-to” manual to help guide you through this process. Both the Template and Guidance Document go hand-in-hand, and will help facilitate a well prepared Project-Specific WQMP. Below is a flowchart for the layout of this Template that will provide the steps required to document compliance.

Section A Project and Site Information Section B Optimize Site Utilization Section C Delineate Drainage Management Areas (DMAs) Section G Source Control BMPs Section I Operation, Maintenance, and Funding Section F Hydromodification Section E Alternative Compliance Section D Implement LID BMPs Section H Construction Plan Checklist
896
09/02/2025
897
- 4 -
Table of Contents
Section A: Project and Site Information........................................................................................................ 6 A.1 Maps and Site Plans............................................................................................................................6 A.2 Identify Receiving Waters...................................................................................................................7 A.3 Additional Permits/Approvals required for the Project: ....................................................................8 Section B: Optimize Site Utilization (LID Principles) ..................................................................................... 9 Section C: Delineate Drainage Management Areas (DMAs)....................................................................... 11 Section D: Implement LID BMPs................................................................................................................. 14 D.1 Infiltration Applicability ....................................................................................................................14 D.2 Harvest and Use Assessment............................................................................................................15 D.3 Bioretention and Biotreatment Assessment....................................................................................17 D.4 Feasibility Assessment Summaries...................................................................................................18 D.5 LID BMP Sizing ..................................................................................................................................19 Section E: Alternative Compliance (LID Waiver Program).......................................................................... 21 E.1 Identify Pollutants of Concern ..........................................................................................................21 E.2 Stormwater Credits...........................................................................................................................23 E.3 Sizing Criteria.....................................................................................................................................23 E.4 Treatment Control BMP Selection ....................................................................................................24 Section F: Hydromodification ..................................................................................................................... 25 F.1 Hydrologic Conditions of Concern (HCOC) Analysis..........................................................................25 F.2 HCOC Mitigation................................................................................................................................26 Section G: Source Control BMPs................................................................................................................. 27 Section H: Construction Plan Checklist....................................................................................................... 30 Section I: Operation, Maintenance and Funding........................................................................................ 31 898
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List of Tables
Table A.1 Identification of Receiving Waters................................................................................................7 Table A.2 Other Applicable Permits..............................................................................................................8 Table C.1 DMA Classifications.....................................................................................................................11 Table C.2 Type ‘A’, Self-Treating Areas.......................................................................................................11 Table C.3 Type ‘B’, Self-Retaining Areas .....................................................................................................12 Table C.4 Type ‘C’, Areas that Drain to Self-Retaining Areas......................................................................12 Table C.5 Type ‘D’, Areas Draining to BMPs ...............................................................................................13 Table D.1 Infiltration Feasibility ..................................................................................................................14 Table D.2 LID Prioritization Summary Matrix .............................................................................................18 Table D.3 DCV Calculations for LID BMPs...................................................................................................19 Table E.1 Potential Pollutants by Land Use Type........................................................................................21 Table E.2 Water Quality Credits..................................................................................................................23 Table E.3 Treatment Control BMP Sizing ....................................................................................................23 Table E.4 Treatment Control BMP Selection ..............................................................................................24 Table F.1 Hydrologic Conditions of Concern Summary ..............................................................................25 Table G.1 Permanent and Operational Source Control Measures .............................................................28 Table H.1 Construction Plan Cross-reference.............................................................................................30 List of Appendices
Appendix 1: Maps and Site Plans................................................................................................................32 Appendix 2: Construction Plans..................................................................................................................33 Appendix 3: Soils Information.....................................................................................................................34 Appendix 4: Historical Site Conditions........................................................................................................35 Appendix 5: LID Infeasibility........................................................................................................................36 Appendix 6: BMP Design Details.................................................................................................................37 Appendix 7: Hydromodification..................................................................................................................38 Appendix 8: Source Control ........................................................................................................................39 Appendix 9: O&M .......................................................................................................................................40 Appendix 10: Educational Materials.........................................................................................................- 6 - 899
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Section A: Project and Site Information

PROJECT INFORMATION
Type of Project: Residential
Planning Area: Residential
Community Name: Moreno Valley
Development Name: Tract 37858

PROJECT LOCATION
Latitude & Longitude (DMS): 33.911114, -117.170367
Project Watershed and Sub-Watershed: Santa Ana River
Gross Acres: 6.28+/-
APN(s): 478-090-018, 024 & 025
Map Book and Page No.: Parcel Map Book 38 Page 28 & Parcel Map Book 96 Page 16

PROJECT CHARACTERISTICS
Proposed or Potential Land Use(s) R10 Residential
Proposed or Potential SIC Code(s) N/A
Area of Impervious Project Footprint (entire disturbed area) 273,370 SF Total Area of proposed Impervious Surfaces within the Project Footprint (SF)/or Replacement 198,612 SF Does the project consist of offsite road improvements? Y N Does the project propose to construct unpaved roads? Y N Is the project part of a larger common plan of development (phased project)? Y N

EXISTING SITE CHARACTERISTICS
Total area of existing Impervious Surfaces within the Project limits Footprint (SF) 64,144 sf Is the project located within any MSHCP Criteria Cell? Y N If so, identify the Cell number: N/A
Are there any natural hydrologic features on the project site? Y N Is a Geotechnical Report attached? Y N
If no Geotech. Report, list the NRCS soils type(s) present on the site (A, B, C and/or D) A What is the Water Quality Design Storm Depth for the project? 0.70 The planned development is 4.56 acres and will consist of 41 lot single-family residences, street improvements, onsite stormwater treatment areas (infiltration Basins) in the southwest corner at Bradshaw Circle and Cactus Avenue and the west of the site and Bradshaw Circle. Existing site is located in the City of Moreno Valley near the intersection of Cactus and Moreno Beach Drive. The site has been plowed and cleared of native vegetation. All onsite runoff will flow to the southwest as per the existing drainage path. Offsite improvements and runoff will be mitigated by Filterra catch basins.

A.1 Maps and Site Plans
When completing your Project-Specific WQMP, include a map of the local vicinity and existing site. In addition, include all grading, drainage, landscape/plant palette and other pertinent construction plans in Appendix 2. At a minimum, your WQMP Site Plan should include the following:
 Drainage Management Areas
 Proposed Structural BMPs
 Drainage Path
 Drainage Infrastructure, Inlets, Overflows
 Source Control BMPs
 Buildings, Roof Lines, Downspouts
 Impervious Surfaces
 Standard Labeling
 BMP Locations (Lat/Long)
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Use your discretion on whether or not you may need to create multiple sheets or can appropriately accommodate these features on one or two sheets. Keep in mind that the Co-Permittee plan reviewer must be able to easily analyze your project utilizing this template and its associated site plans and maps.

A.1 Identify Receiving Waters
Using Table A.1 below, list in order of upstream to downstream, the receiving waters that the project site is tributary to. Continue to fill each row with the Receiving Water’s 303(d) listed impairments (if any), designated beneficial uses, and proximity, if any, to a RARE beneficial use. Include a map of the receiving waters in Appendix 1.

Table A.1 Identification of Receiving Waters
Receiving Waters EPA Approved 303(d) List
Impairments
Designated
Beneficial Uses
Proximity to
RARE
Beneficial Use
Moreno Valley Storm
Drain Line F N/A N/A N/A
Perris Valley Channel N/A N/A N/A
San Jacinto River Reach 3 N/A Intermittent (AGR, GWR, REC1, REC2, WILD), RARE 10.8 miles
Canyon Lake (Railroad
Canyon Reservoir) Nutrients MUN, AGR, GWR, REC1, REC2, COMM,WARM, WILD Not a RARE water
body
San Jacinto River Reach 1 N/A Intermittent (AGR, GWR, REC1, REC2, WILD), RARE 20.0 miles
Lake Elsinore DDT, Nutrients, Organic Enrichment/Low
Dissolved Oxygen, PCBs, Toxicity REC1, REC2, COMM, WARM, WILD, RARE 24.7 miles Temescal Creek Channel
Reach 6 N/A Intermittent (GWR, REC1, REC2, WARM, WILD)
Not a RARE water
body
Temescal Creek Channel
Reach 4-5
N/A GWR, REC1, REC2, WARM, WILD, RARE 29.4 miles
Lee Lake (Temescal Creek
Reach 3) N/A MUN, AGR, IND, PROC Not a RARE water body
Temescal Creek Channel
Reach 2 N/A REC2, WARM, WILD, RARE 35.5 miles
Temescal Canyon Lake N/A N/A N/A
Temescal Creek Channel
Reach 1 N/A REC2, WARM, WILD N/A
Santa Ana River Reach 3 Copper, Indicator Bacteria, Lead AGR, GWR, REC1, REC2, WARM, WILD, RARE, SPWN 52.2 miles
Prado Basin pH REC1, REC2, WARM, WILD, RARE 53.8miles
Santa Ana River Reach 2 N/A AGR, GWR, REC1, REC2, WARM, WILD, RARE, SPWN 55.3 miles
Santa Ana River Reach 1 N/A REC1, REC2, Intermittent (WARM, WILD) Not a RARE water body
Pacific Ocean (Nearshore
Zone) N/A NAV, REC1, REC2, COMM, WILD, RARE, SPWN, MAR, SHEL 85.2 miles 901
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A.2 Additional Permits/Approvals required for the Project:

Table A.2 Other Applicable Permits
Agency Permit Required
State Department of Fish and Game, 1602 Streambed Alteration Agreement Y N State Water Resources Control Board, Clean Water Act (CWA) Section 401 Water Quality Cert. Y N US Army Corps of Engineers, CWA Section 404 Permit Y N
US Fish and Wildlife, Endangered Species Act Section 7 Biological Opinion Y N Statewide Construction General Permit Coverage Y N
Statewide Industrial General Permit Coverage Y N
Western Riverside MSHCP Consistency Approval (e.g., JPR, DBESP) Y N Other (please list in the space below as required)
City of Moreno Valley Grading permits, encroachment permits Y N
If yes is answered to any of the questions above, the Co-Permittee may require proof of approval/coverage from those agencies as applicable including documentation of any associated requirements that may affect this Project-Specific WQMP. 902
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Section B: Optimize Site Utilization (LID Principles)
Review of the information collected in Section ‘A’ will aid in identifying the principal constraints on site design and selection of LID BMPs as well as opportunities to reduce imperviousness and incorporate LID Principles into the site and landscape design. For example, constraints might include impermeable soils, high groundwater, groundwater pollution or contaminated soils, steep slopes, geotechnical instability, high-intensity land use, heavy pedestrian or vehicular traffic, utility locations or safety concerns.

Opportunities might include existing natural areas, low areas, oddly configured or otherwise unbuildable parcels, easements and landscape amenities including open space and buffers (which can double as locations for bioretention BMPs), and differences in elevation (which can provide hydraulic head).

Prepare a brief narrative for each of the site optimization strategies described below. This narrative will help you as you proceed with your LID design and explain your design decisions to others.

The 2010 Santa Ana MS4 Permit further requires that LID Retention BMPs (Infiltration Only or Harvest and Use) be used unless it can be shown that those BMPs are infeasible. Therefore, it is important that your narrative identify and justify if there are any constraints that would prevent the use of those categories of LID BMPs. Similarly, you should also note opportunities that exist which will be utilized during project design. Upon completion of identifying Constraints and Opportunities, include these on your WQMP Site plan in Appendix 1.

Consideration of “highest and best use” of the discharge should also be considered. For example, Lake Elsinore is evaporating faster than runoff from natural precipitation can recharge it. Requiring infiltration of 85% of runoff events for projects tributary to Lake Elsinore would only exacerbate current water quality problems associated with Pollutant concentration due to lake water evaporation. In cases where rainfall events have low potential to recharge Lake Elsinore (i.e. no hydraulic connection between groundwater to Lake Elsinore, or other factors), requiring infiltration of Urban Runoff from projects is counterproductive to the overall watershed goals. Project proponents, in these cases, would be allowed to discharge Urban Runoff, provided they used equally effective filtration-based BMPs.

Site Optimization
The following questions are based upon Section 3.2 of the WQMP Guidance Document. Review of the WQMP Guidance Document will help you determine how best to optimize your site and subsequently identify opportunities and/or constraints, and document compliance.

Did you identify and preserve existing drainage patterns? If so, how? If not, why? Yes, existing drainage patterns on site drain all water from the Northeast to the Southwest at Bradshaw Circle and the intersection of Bradshaw Circle and Cactus Avenue. The proposed design uses catch basins to direct the flow into the proposed infiltration basins for treatment prior to draining into the existing storm drain line on Cactus Avenue.

Did you identify and protect existing vegetation? If so, how? If not, why? No, existing natural vegetation will not be protected. All vegetation has been previously removed, there is no existing vegetation to protect.

Did you identify and preserve natural infiltration capacity? If so, how? If not, why? Yes, natural infiltration will be used at each infiltration basin. 903
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Did you identify and minimize impervious area? If so, how? If not, why? No, site design will be typical for this type of development.

Did you identify and disperse runoff to adjacent pervious areas? If so, how? If not, why? Yes, roof runoff from proposed homes will flow through landscape all other flows will drain to the proposed infiltration basins before draining into the existing storm drain line on Cactus Avenue. 904
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Section C: Delineate Drainage Management Areas
(DMAs)
Utilizing the procedure in Section 3.3 of the WQMP Guidance Document which discusses the methods of delineating and mapping your project site into individual DMAs, complete Table C.1 below to appropriately categorize the types of classification (e.g., Type A, Type B, etc.) per DMA for your project site. Upon completion of this table, this information will then be used to populate and tabulate the corresponding tables for their respective DMA classifications.

Table C.1 DMA Classifications
DMA Name or ID Surface Type(s)12 Area (Sq. Ft.) DMA Type D.1.1 Asphalt/Concrete 27,397 D
D.1.2 Roof 47,763 D
D.1.3 Landscaping (Pads) 25,718 D
D.1.4 Landscaping (Basin) 4,744 D
D.2.1 Asphalt/Concrete 24,414 D
D.2.2 Street 36,509 D
D.2.3 Landscaping (Pads) 19,669 D
D.2.4 Landscaping (Basin) 12,398 D
D.3.1 Concrete/Asphalt 21,099 D
D.3.2 Natural Soil 4,789 D
D.4.1 Concrete/Asphalt 27,356 D
D.4.2 Natural Soil 4,593 D
D.5.1 Concrete/Asphalt 8,808 D
D.5.2 Natural Soil 1,284 D
D.6.1 Concrete/Asphalt 5,658 D
D.6.2 Natural Soil 1,172 D
1Reference Table 2-1 in the WQMP Guidance Document to populate this column 2 If multi-surface provide back-up
Table C.2 Type ‘A’, Self-Treating Areas
DMA Name or ID Area (Sq. Ft.) Stabilization Type Irrigation Type (if any) 905
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Table C.3 Type ‘B’, Self-Retaining Areas
Self-Retaining Area
Type ‘C’ DMAs that are draining to the Self-Retaining
Area
DMA
Name/ ID
Post-project
surface type
Area
(square
feet)
Storm
Depth
(inches) DMA Name /
ID
[C] from Table C.4 =
Required Retention Depth
(inches)
[A] [B] [C] [D]
[𝐷] = [𝐵] +
[𝐵] ∙ [𝐶]
[𝐴]
Table C.4 Type ‘C’, Areas that Drain to Self-Retaining Areas DMA Receiving Self-Retaining DMA DMA Name/ ID Area (square feet) Post-project surface type Impervious fraction Product
DMA name /ID
Area (square
feet) Ratio
[A] [B] [C] = [A] x [B] [D] [C]/[D]
906
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Table C.5 Type ‘D’, Areas Draining to BMPs
DMA Name or ID BMP Name or ID
D.1.1 Infiltration Basin 1
D.1.2 Infiltration Basin 1
D.1.3 Infiltration Basin 1
D.1.4 Infiltration Basin 1
D.2.1 Infiltration Basin 2
D.2.2 Infiltration Basin 2
D.2.3 Infiltration Basin 2
D.2.4 Infiltration Basin 2
D.3.1 Filterra 1
D.3.2 Filterra 1
D.4.1 Filterra 2
D.4.2 Filterra 2
D.5.1 Filterra 3
D.5.2 Filterra 3
D.6.1 Filterra 4
D.6.2 Filterra 4
Note: More than one drainage management area can drain to a single LID BMP, however, one drainage management area may not drain to more than one BMP. 907
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Section D: Implement LID BMPs
D.1 Infiltration Applicability
Is there an approved downstream ‘Highest and Best Use’ for stormwater runoff (see discussion in Chapter

2.4.4 of the WQMP Guidance Document for further details)? Y N If yes has been checked, Infiltration BMPs shall not be used for the site; proceed to section D.3 If no, continue working through this section to implement your LID BMPs. It is recommended that you contact your Co-Permittee to verify whether or not your project discharges to an approved downstream ‘Highest and Best Use’ feature.

Geotechnical Report
A Geotechnical Report or Phase I Environmental Site Assessment may be required by the Copermittee to confirm present and past site characteristics that may affect the use of Infiltration BMPs. In addition, the Co-Permittee, at their discretion, may not require a geotechnical report for small projects as described in Chapter 2 of the WQMP Guidance Document. If a geotechnical report has been prepared, include it in Appendix 3. In addition, if a Phase I Environmental Site Assessment has been prepared, include it in Appendix 4.

Is this project classified as a small project consistent with the requirements of Chapter 2 of the WQMP Guidance Document? Y N
Infiltration Feasibility
Table D.1 below is meant to provide a simple means of assessing which DMAs on your site support Infiltration BMPs and is discussed in the WQMP Guidance Document in Chapter 2.4.5. Check the appropriate box for each question and then list affected DMAs as applicable. If additional space is needed, add a row below the corresponding answer.

Table D.1 Infiltration Feasibility
Does the project site… YES NO
…have any DMAs with a seasonal high groundwater mark shallower than 10 feet? X If Yes, list affected DMAs:
…have any DMAs located within 100 feet of a water supply well? X If Yes, list affected DMAs:
…have any areas identified by the geotechnical report as posing a public safety risk where infiltration of stormwater could have a negative impact?
X
If Yes, list affected DMAs:
…have measured in-situ infiltration rates of less than 1.6 inches / hour? X If Yes, list affected DMAs:
…have significant cut and/or fill conditions that would preclude in-situ testing of infiltration rates at the final infiltration surface?
X
If Yes, list affected DMAs:
…geotechnical report identify other site-specific factors that would preclude effective and safe infiltration? X Describe here:

If you answered “Yes” to any of the questions above for any DMA, Infiltration BMPs should not be used for those DMAs and you should proceed to the assessment for Harvest and Use below. 908
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D.2 Harvest and Use Assessment
Please check what applies:
☐ Reclaimed water will be used for the non-potable water demands for the project. ☐Downstream water rights may be impacted by Harvest and Use as approved by the Regional Board (verify with the Copermittee).
☒The Design Capture Volume will be addressed using Infiltration Only BMPs. In such a case, Harvest and Use BMPs are still encouraged, but it would not be required if the Design Capture Volume will be infiltrated or evapotranspired.
☐None of the above
If any of the above boxes have been checked, Harvest and Use BMPs need not be assessed for the site. If none of the above criteria applies, follow the steps below to assess the feasibility of irrigation use, toilet use and other non-potable uses (e.g., industrial use).

Irrigation Use Feasibility
Complete the following steps to determine the feasibility of harvesting stormwater runoff for Irrigation Use BMPs on your site:

Step 1: Identify the total area of irrigated landscape on the site, and the type of landscaping used.

Total Area of Irrigated Landscape: N/A
Type of Landscaping (Conservation Design or Active Turf): N/A Step 2: Identify the planned total of all impervious areas on the proposed project from which runoff might be feasibly captured and stored for irrigation use. Depending on the configuration of buildings and other impervious areas on the site, you may consider the site as a whole, or parts of the site, to evaluate reasonable scenarios for capturing and storing runoff and directing the stored runoff to the potential use(s) identified in Step 1 above.

Total Area of Impervious Surfaces: N/A
Step 3: Cross reference the Design Storm depth for the project site (see Exhibit A of the WQMP Guidance Document) with the left column of Table 2-3 in Chapter 2 to determine the minimum area of Effective Irrigated Area per Tributary Impervious Area (EIATIA).

Enter your EIATIA factor: N/A
Step 4: Multiply the unit value obtained from Step 3 by the total of impervious areas from Step 2 to develop the minimum irrigated area that would be required.

Minimum required irrigated area: N/A
Step 5: Determine if harvesting stormwater runoff for irrigation use is feasible for the project by comparing the total area of irrigated landscape (Step 1) to the minimum required irrigated area (Step 4).

Minimum required irrigated area (Step 4) Available Irrigated Landscape (Step 1)

N/A N/A
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Toilet Use Feasibility
Complete the following steps to determine the feasibility of harvesting stormwater runoff for toilet flushing uses on your site:

Step 1: Identify the projected total number of daily toilet users during the wet season, and account for any periodic shut downs or other lapses in occupancy:

Projected Number of Daily Toilet Users: N/A
Project Type: N/A
Step 2: Identify the planned total of all impervious areas on the proposed project from which runoff might be feasibly captured and stored for toilet use. Depending on the configuration of buildings and other impervious areas on the site, you may consider the site as a whole, or parts of the site, to evaluate reasonable scenarios for capturing and storing runoff and directing the stored runoff to the potential use(s) identified in Step 1 above.

Total Area of Impervious Surfaces: N/A
Step 3: Enter the Design Storm depth for the project site (see Exhibit A) into the left column of Table 2- 2 in Chapter 2 to determine the minimum number or toilet users per tributary impervious acre (TUTIA).

Enter your TUTIA factor: N/A
Step 4: Multiply the unit value obtained from Step 3 by the total of impervious areas from Step 2 to develop the minimum number of toilet users that would be required.

Minimum number of toilet users: N/A
Step 5: Determine if harvesting stormwater runoff for toilet flushing use is feasible for the project by comparing the Number of Daily Toilet Users (Step 1) to the minimum required number of toilet users (Step 4).

Minimum required Toilet Users (Step 4) Projected number of toilet users (Step 1)

N/A N/A
Other Non-Potable Use Feasibility
Are there other non-potable uses for stormwater runoff on the site (e.g. industrial use)? See Chapter 2 of the Guidance for further information. If yes, describe below. If no, write N/A.

N/A
Step 1: Identify the projected average daily non-potable demand, in gallons per day, during the wet season and accounting for any periodic shut downs or other lapses in occupancy or operation.

Average Daily Demand: N/A
Step 2: Identify the planned total of all impervious areas on the proposed project from which runoff might be feasibly captured and stored for the identified non-potable use. Depending on the configuration of buildings and other impervious areas on the site, you may consider the site as a whole, or parts of the site, to evaluate reasonable scenarios for capturing and storing runoff and directing the stored runoff to the potential use(s) identified in Step 1 above. 910
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Total Area of Impervious Surfaces: N/A
Step 3: Enter the Design Storm depth for the project site (see Exhibit A) into the left column of Table 2- 4 in Chapter 2 to determine the minimum demand for non-potable uses per tributary impervious acre.

Enter the factor from Table 2-4: N/A
Step 4: Multiply the unit value obtained from Step 3 by the total of impervious areas from Step 2 to develop the minimum number of gallons per day of non-potable use that would be required.

Minimum required use: N/A
Step 5: Determine if harvesting stormwater runoff for other non-potable use is feasible for the project by comparing the projected average daily use (Step 1) to the minimum required non-potable use (Step 4).

Minimum required non-potable use (Step 4) Projected average daily use (Step 1)

N/A N/A
If Irrigation, Toilet and Other Use feasibility anticipated demands are less than the applicable minimum values, Harvest and Use BMPs are not required and you should proceed to utilize LID Bioretention and Biotreatment per Section 3.4.2 of the WQMP Guidance Document.

D.3 Bioretention and Biotreatment Assessment
Other LID Bioretention and Biotreatment BMPs as described in Chapter 2.4.7 of the WQMP Guidance Document are feasible on nearly all development sites with sufficient advance planning.

Select one of the following:
☐ LID Bioretention/Biotreatment BMPs will be used for some or all DMAs of the project as noted below in Section D.4 (note the requirements of Section 3.4.2 in the WQMP Guidance Document). ☐ A site-specific analysis demonstrating the technical infeasibility of all LID BMPs has been performed and is included in Appendix 5. If you plan to submit an analysis demonstrating the technical infeasibility of LID BMPs, request a pre-submittal meeting with the Copermittee to discuss this option. Proceed to Section E to document your alternative compliance measures. 911
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D.4 Feasibility Assessment Summaries
From the Infiltration, Harvest and Use, Bioretention and Biotreatment Sections above, complete Table D.2 below to summarize which LID BMPs are technically feasible, and which are not, based upon the established hierarchy.

Table D.2 LID Prioritization Summary Matrix
DMA
Name/ID
LID BMP Hierarchy No LID
(Alternative

1. Infiltration 2. Harvest and use 3. Bioretention 4. Biotreatment Compliance) D.1.1
D.1.2
D.1.3
D.1.4
D.2.1
D.2.2
D.2.3
D.2.4
D.3.1
D.3.2
D.4.1
D.4.2
D.5.1
D.5.2
D.6.1
D.6.2
For those DMAs where LID BMPs are not feasible, provide a brief narrative below summarizing why they are not feasible, include your technical infeasibility criteria in Appendix 5, and proceed to Section E below to document Alternative Compliance measures for those DMAs. Recall that each proposed DMA must pass through the LID BMP hierarchy before alternative compliance measures may be considered.

Per geotechnical report by Soil Exploration Co., Inc. Project No. 19251-01.

Infiltration Results in Appendix F suggest positive infiltration rates greater than 1.6 in/hr. at the location where the infiltration basins are being proposed.
912
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D.5 LID BMP Sizing
Each LID BMP must be designed to ensure that the Design Capture Volume will be addressed by the selected BMPs. First, calculate the Design Capture Volume for each LID BMP using the VBMP worksheet in Appendix F of the LID BMP Design Handbook. Second, design the LID BMP to meet the required VBMP using a method approved by the Copermittee. Utilize the worksheets found in the LID BMP Design Handbook or consult with your Copermittee to assist you in correctly sizing your LID BMPs. Complete Table D.3 below to document the Design Capture Volume and the Proposed Volume for each LID BMP. Provide the completed design procedure sheets for each LID BMP in Appendix 6. You may add additional rows to the table below as needed.

Table D.3 DCV Calculations for LID BMPs
DMA
Type/ID
DMA
Area
(square
feet)
Post-Project
Surface Type
Effective
Impervious
Fraction, If
DMA
Runoff
Factor
DMA
Areas x
Runoff
Factor
Infiltration Basin 1
[A] [B] [C] [A] x [C]
D.1.1 27,397 Concrete/Asphalt 1.0 0.89 24,438.10
Design
Storm
Depth
(in)
Design
Capture
Volume,
VBMP
(cubic
feet)
Proposed
Volume
on Plans
(cubic
feet)
D.1.2 47,763 Roof 1.0 0.89 42,604.60
D.1.3 25,718 Lot Landscaping 0.1 0.11 2,840.80
D.1.4 4,744 Infiltration Basin 0.1 0.11 524
105,622 70,407.50 0.70 4,107.1 4,642.5
DMA
Type/ID
DMA
Area
(square
feet)
Post-Project
Surface Type
Effective
Impervious
Fraction, If
DMA
Runoff
Factor
DMA Areas
x Runoff
Factor
Infiltration Basin 2
[A] [B] [C] [A] x [C]
D.2.1 24,414 Concrete/Asphalt 1.0 0.89 21,777.30
Design
Storm
Depth
(in)
Design
Capture
Volume,
VBMP
(cubic
feet)
Proposed
Volume
on Plans
(cubic
feet)
D.2.2 36,509 Roof 1.0 0.89 32,566.00
D.2.3 19,669 Lot Landscaping 0.1 0.11 2,172.60
D.2.4 12,398 Infiltration Basin 0.1 0.11 1,369.50
92,990 57,885.40 0.70 3,376.60 3,376.60
913
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DMA
Type/ID
DMA
Area
(square
feet)
Post-Project
Surface Type
Effective
Impervious
Fraction, If
DMA
Runoff
Factor
DMA Areas
x Runoff
Factor
Filterra 1
[A] [B] [C] [A] x [C]
D.3.1 21,099 Concrete/Asphalt 1.0 0.89 18,820.3
Design
Rainfall
Intensity
(in/hr)
Design
Flow
Rate,
QBMP
(cfs)
Proposed
Flow
Rate on
Plans
(cfs)
D.3.2 4,789 Natural Soil 0.3 0.225 1,078.3
25,888 19,989.6 0.2 0.091 1.42
DMA
Type/ID
DMA
Area
(square
feet)
Post-Project
Surface Type
Effective
Impervious
Fraction, If
DMA
Runoff
Factor
DMA Areas
x Runoff
Factor
Filterra 2
[A] [B] [C] [A] x [C]
D.4.1 27,356 Concrete/Asphalt 1.0 0.89 24,401.6
Design
Rainfall
Intensity
(in/hr)
Design
Flow
Rate,
QBMP
(cfs)
Proposed
Flow
Rate on
Plans
(cfs)
D.4.2 4,593 Natural Soil 0.3 0.225 1,034.2
31,949 25,435.8 0.20 0.117 1.42
DMA
Type/ID
DMA
Area
(square
feet)
Post-Project
Surface Type
Effective
Impervious
Fraction, If
DMA
Runoff
Factor
DMA Areas
x Runoff
Factor
Filterra 3
[A] [B] [C] [A] x [C]
D.5.1 8,808 Concrete/Asphalt 1.0 0.89 7,856.7
Design
Rainfall
Intensity
(in/hr)
Design
Flow
Rate,
QBMP
(cfs)
Proposed
Flow
Rate on
Plans
(cfs)
D.5.2 1,284 Natural Soil 0.3 0.225 289.1
10,092 8145.8 0.20 0.037 1.42
DMA
Type/ID
DMA
Area
(square
feet)
Post-Project
Surface Type
Effective
Impervious
Fraction, If
DMA
Runoff
Factor
DMA
Areas x
Runoff
Factor
Filterra 4
[A] [B] [C] [A] x [C]
D.6.1 5,658 Concrete/Asphalt 1.0 0.89 5,046.9
Design
Rainfall
Intensity
(in/hr)
Design
Flow
Rate,
QBMP
(cfs)
Proposed
Flow
Rate on
Plans
(cfs)
D.6.2 1,172 Natural Soil 0.3 0.225 263.9
6,830 5,310.8 0.20 0.024 1.42
[B], [C] is obtained as described in Section 2.3.1 of the WQMP Guidance Document [E] is obtained from Exhibit A in the WQMP Guidance Document [G] is obtained from a design procedure sheet, such as in LID BMP Design Handbook and placed in Appendix 6 914
- 21 -
Section E: Alternative Compliance (LID Waiver Program)
LID BMPs are expected to be feasible on virtually all projects. Where LID BMPs have been demonstrated to be infeasible as documented in Section D, other Treatment Control BMPs must be used (subject to LID waiver approval by the Copermittee). Check one of the following Boxes:
☒ LID Principles and LID BMPs have been incorporated into the site design to fully address all Drainage Management Areas. No alternative compliance measures are required for this project and thus this Section is not required to be completed.
- Or -
☐ The following Drainage Management Areas are unable to be addressed using LID BMPs. A sitespecific analysis demonstrating technical infeasibility of LID BMPs has been approved by the CoPermittee and included in Appendix 5. Additionally, no downstream regional and/or sub-regional LID BMPs exist or are available for use by the project. The following alternative compliance measures on the following pages are being implemented to ensure that any pollutant loads expected to be discharged by not incorporating LID BMPs, are fully mitigated.

E.1 Identify Pollutants of Concern
Utilizing Table A.1 from Section A above which noted your project’s receiving waters and their associated EPA approved 303(d) listed impairments, cross reference this information with that of your selected Priority Development Project Category in Table E.1 below. If the identified General Pollutant Categories are the same as those listed for your receiving waters, then these will be your Pollutants of Concern and the appropriate box or boxes will be checked on the last row. The purpose of this is to document compliance and to help you appropriately plan for mitigating your Pollutants of Concern in lieu of implementing LID BMPs.

Table E.1 Potential Pollutants by Land Use Type
Priority Development
Project Categories and/or
Project Features (check those
that apply)
General Pollutant Categories
Bacterial
Indicators Metals Nutrients Pesticides
Toxic
Organic
Compounds
Sediments Trash &
Debris
Oil &
Grease
Detached Residential
Development P N P P N P P P
Attached Residential
Development P N P P N P P P(2)
Commercial/Industrial
Development P(3) P P(1) P(1) P(5) P(1) P P
Automotive Repair
Shops N P N N P(4, 5) N P P
Restaurants
(>5,000 ft2)

P N N N N N P P
Hillside Development
(>5,000 ft2)

P N P P N P P P
915
- 22 -
Parking Lots
(>5,000 ft2)
P(6) P P(1) P(1) P(4) P(1) P P
Retail Gasoline Outlets N P N N P N P P
Project Priority Pollutant(s)
of Concern
P = Potential
N = Not Potential
(1) A potential Pollutant if non-native landscaping exists or is proposed onsite; otherwise not expected (2) A potential Pollutant if the project includes uncovered parking areas; otherwise not expected (3) A potential Pollutant is land use involving animal waste (4) Specifically petroleum hydrocarbons
(5) Specifically solvents
(6) Bacterial indicators are routinely detected in pavement runoff 916
- 23 -
E.2 Stormwater Credits
Projects that cannot implement LID BMPs but nevertheless implement smart growth principles are potentially eligible for Stormwater Credits. Utilize Table 3-8 within the WQMP Guidance Document to identify your Project Category and its associated Water Quality Credit. If not applicable, write N/A.

Table E.2 Water Quality Credits
Qualifying Project Categories Credit Percentage2
Total Credit Percentage1
1Cannot Exceed 50%
2Obtain corresponding data from Table 3-8 in the WQMP Guidance Document E.3 Sizing Criteria
After you appropriately considered Stormwater Credits for your project, utilize Table E.3 below to appropriately size them to the DCV, or Design Flow Rate, as applicable. Please reference Chapter 3.5.2 of the WQMP Guidance Document for further information.

Table E.3 Treatment Control BMP Sizing
DMA
Type/ID
DMA
Area
(square
feet)
PostProject
Surface
Type
Effective
Impervious
Fraction, If
DMA
Runoff
Factor
DMA
Area x
Runoff
Factor
Enter BMP Name / Identifier Here
[A] [B] [C] [A] x [C]
Design
Storm
Depth
(in)
Minimum
Design
Capture
Volume or
Design Flow
Rate (cubic
feet or cfs)
Total Storm
Water
Credit %
Reduction
Proposed
Volume
or Flow
on Plans
(cubic
feet or
cfs)
AT =
Σ[A] Σ= [D] [E] [F] =
[D]x[E]
[G]
[F] X (1-[H]) [I]
[B], [C] is obtained as described in Section 2.3.1 from the WQMP Guidance Document [E] is for Flow-Based Treatment Control BMPs [E] = .2, for Volume-Based Control Treatment BMPs, [E] obtained from Exhibit A in the WQMP Guidance Document
[G] is for Flow-Based Treatment Control BMPs [G] = 43,560, for Volume-Based Control Treatment BMPs, [G] = 12 [H] is from the Total Credit Percentage as Calculated from Table E.2 above [I] as obtained from a design procedure sheet from the BMP manufacturer and should be included in Appendix 6 917
- 24 -
E.4 Treatment Control BMP Selection
Treatment Control BMPs typically provide proprietary treatment mechanisms to treat potential pollutants in runoff, but do not sustain significant biological processes. Treatment Control BMPs must have a removal efficiency of a medium or high effectiveness as quantified below:
• High: equal to or greater than 80% removal efficiency • Medium: between 40% and 80% removal efficiency
Such removal efficiency documentation (e.g., studies, reports, etc.) as further discussed in Chapter 3.5.2 of the WQMP Guidance Document, must be included in Appendix 6. In addition, ensure that proposed Treatment Control BMPs are properly identified on the WQMP Site Plan in Appendix 1.

Table E.4 Treatment Control BMP Selection
Selected Treatment Control BMP
Name or ID1
Priority Pollutant(s) of
Concern to Mitigate2
Removal Efficiency
Percentage3
1 Treatment Control BMPs must not be constructed within Receiving Waters. In addition, a proposed Treatment Control BMP may be listed more than once if they possess more than one qualifying pollutant removal efficiency. 2 Cross Reference Table E.1 above to populate this column. 3 As documented in a Co-Permittee Approved Study and provided in Appendix 6. 918
- 25 -
Section F: Hydromodification
F.1 Hydrologic Conditions of Concern (HCOC) Analysis
Once you have determined that the LID design is adequate to address water quality requirements, you will need to assess if the proposed LID Design may still create a HCOC. Review Chapters 2 and 3 (including Figure 3-7) of the WQMP Guidance Document to determine if your project must mitigate for Hydromodification impacts. If your project meets one of the following criteria which will be indicated by the check boxes below, you do not need to address Hydromodification at this time. However, if the project does not qualify for Exemptions 1, 2 or 3, then additional measures must be added to the design to comply with HCOC criteria. This is discussed in further detail below in Section F.2.

HCOC EXEMPTION 1: The Priority Development Project disturbs less than one acre. The Copermittee has the discretion to require a Project-Specific WQMP to address HCOCs on projects less than one acre on a case by case basis. The disturbed area calculation should include all disturbances associated with larger common plans of development.

Does the project qualify for this HCOC Exemption? Y N
If Yes, HCOC criteria do not apply.

HCOC EXEMPTION 2: The volume and time of concentration1 of storm water runoff for the postdevelopment condition is not significantly different from the pre-development condition for a 2-year return frequency storm (a difference of 5% or less is considered insignificant) using one of the following methods to calculate:
• Riverside County Hydrology Manual
• Technical Release 55 (TR-55): Urban Hydrology for Small Watersheds (NRCS 1986), or derivatives thereof, such as the Santa Barbara Urban Hydrograph Method • Other methods acceptable to the Co-Permittee
Does the project qualify for this HCOC Exemption? Y N
If Yes, report results in Table F.1 below and provide your substantiated hydrologic analysis in Appendix 7.

Table F.1 Hydrologic Conditions of Concern Summary
2 year – 24 hour
Pre-condition Post-condition % Difference
Flow (cubic feet per
second)
Volume (Cubic Feet)
1 Time of concentration is defined as the time after the beginning of the rainfall when all portions of the drainage basin are contributing to flow at the outlet.
919
- 26 -
HCOC EXEMPTION 3: All downstream conveyance channels to an adequate sump (for example, Prado Dam, Lake Elsinore, Canyon Lake, Santa Ana River, or other lake, reservoir or naturally erosion resistant feature) that will receive runoff from the project are engineered and regularly maintained to ensure design flow capacity; no sensitive stream habitat areas will be adversely affected; or are not identified on the Co-Permittees Hydromodification Susceptibility Maps.

Does the project qualify for this HCOC Exemption? Y N
If Yes, HCOC criteria do not apply and note below which adequate sump applies to this HCOC qualifier:

See receiving waters exhibit in Appendix 1 for downstream conveyance to Lake Elsinore.

See Appendix 7 for HCOC Exemption Map.

F.2 HCOC Mitigation
If none of the above HCOC Exemption Criteria are applicable, HCOC criteria is considered mitigated if they meet one of the following conditions:
a. Additional LID BMPS are implemented onsite or offsite to mitigate potential erosion or habitat impacts as a result of HCOCs. This can be conducted by an evaluation of site-specific conditions utilizing accepted professional methodologies published by entities such as the California Stormwater Quality Association (CASQA), the Southern California Coastal Water Research Project (SCCRWP), or other Co-Permittee approved methodologies for site-specific HCOC analysis. b. The project is developed consistent with an approved Watershed Action Plan that addresses HCOC in Receiving Waters.
c. Mimicking the pre-development hydrograph with the post-development hydrograph, for a 2-year return frequency storm. Generally, the hydrologic conditions of concern are not significant, if the post-development hydrograph is no more than 10% greater than pre-development hydrograph.

In cases where excess volume cannot be infiltrated or captured and reused, discharge from the site must be limited to a flow rate no greater than 110% of the pre-development 2-year peak flow.

Be sure to include all pertinent documentation used in your analysis of the items a, b or c in Appendix 7. 920
- 27 -
Section G: Source Control BMPs
Source control BMPs include permanent, structural features that may be required in your project plans — such as roofs over and berms around trash and recycling areas — and Operational BMPs, such as regular sweeping and “housekeeping”, that must be implemented by the site’s occupant or user. The MEP standard typically requires both types of BMPs. In general, Operational BMPs cannot be substituted for a feasible and effective permanent BMP. Using the Pollutant Sources/Source Control Checklist in Appendix 8, review the following procedure to specify Source Control BMPs for your site:

1. Identify Pollutant Sources: Review Column 1 in the Pollutant Sources/Source Control Checklist. Check off the potential sources of Pollutants that apply to your site.

2. Note Locations on Project-Specific WQMP Exhibit: Note the corresponding requirements listed in Column 2 of the Pollutant Sources/Source Control Checklist. Show the location of each Pollutant source and each permanent Source Control BMP in your Project-Specific WQMP Exhibit located in Appendix 1.

3. Prepare a Table and Narrative: Check off the corresponding requirements listed in Column 3 in the Pollutant Sources/Source Control Checklist. In the left column of Table G.1 below, list each potential source of runoff Pollutants on your site (from those that you checked in the Pollutant Sources/Source Control Checklist). In the middle column, list the corresponding permanent, Structural Source Control BMPs (from Columns 2 and 3 of the Pollutant Sources/Source Control Checklist) used to prevent Pollutants from entering runoff. Add additional narrative in this column that explains any special features, materials or methods of construction that will be used to implement these permanent, Structural Source Control BMPs.

4. Identify Operational Source Control BMPs: To complete your table, refer once again to the Pollutant Sources/Source Control Checklist. List in the right column of your table the Operational BMPs that should be implemented as long as the anticipated activities continue at the site. Copermittee stormwater ordinances require that applicable Source Control BMPs be implemented; the same BMPs may also be required as a condition of a use permit or other revocable Discretionary Approval for use of the site.
921
- 28 -
Table G.1 Permanent and Operational Source Control Measures Potential Sources of Runoff
pollutants Permanent Structural Source Control BMPs
Operational Source Control BMPs
On-site storm drain inlets Mark all inlets with the words “Only Rain Down the Storm Drain” or similar. Catch
Basin Markers may be available from the
Riverside County Flood Control and
Water Conservation District, call
951.955.1200 to verify.

Maintain and periodically repaint
or replace inlet markings.

Provide stormwater pollution
prevention information to new
site owners, lessees, or
operators.

See applicable operational BMPs
in Fact Sheet SC-44, “Drainage
System Maintenance,” in the
CASQA Stormwater Quanlity
Handbooks.

Include the following in lease
agreements:” Tennant shall not
allow anyone to discharge
anything to storm drains or to
store or deposit materials so as
to create a potential discharge to
storm drains.”
Landscape / Outdoor
Pesticide Use
Design landscaping to minimize
irrigation and runoff, to promote surface
infiltration where appropriate, and to
minimize the use of fertilizers and
pesticides that can contribute to
stormwater pollution.

Where landscaped areas are used to
retain or detain stormwater, specify
plants that are tolerant of saturated soil
conditions.

Consider using pest-resistant plants,
especially adjacent to hardscape.

To ensure successful establishment,
select plants appropriate to site soils,
slopes, climate, sun, wind, rain, land use,
air movement, ecological consistency,
and plant interactions.

Maintain landscaping using
minimum or no pesticides.

See applicable operational BMPs
in Appendix 10.

Provide IPM information to new
owners, lessees, and operators.

Roofing, gutters, and trim Avoid roofing, gutters, and trim made of copper or other unprotected metals that
may leach into runoff.

Plaza, sidewalks, and
parking lots
Sweep plazas, sidewalks, and
parking lot regularly to prevent
accumulation of litter and debris.
922
- 29 -
Collect debris from pressure
washing to prevent entry into
the storm drain system. Collect
wash water containing any
cleaning agent or degreaser and
discharge to the sanitary sewer
not to a storm drain.
923
- 30 -
Section H: Construction Plan Checklist
Populate Table H.1 below to assist the plan checker in an expeditious review of your project. The first two columns will contain information that was prepared in previous steps, while the last column will be populated with the corresponding plan sheets. This table is to be completed with the submittal of your final Project-Specific WQMP.

Table 0.1 Construction Plan Cross-reference
BMP No. or
ID
BMP Identifier and
Description
Corresponding Plan Sheet(s) BMP Location (Lat/Long)
D.1.4 Infiltration Basin 1 Tentative Tract Map Sheet 1 33.911136, -117.170744 D.2.4 Infiltration Basin 2 Tentative Tract Map Sheet 1 33.910293, -117.170705 BMP 3 Biotreatment Device 1 Tentative Tract Map Sheet 2 33.910345, -117.172876 BMP 4 Biotreatment Device 2 Tentative Tract Map Sheet 2 33.910337, -117.172998 BMP 5 Biotreatment Device 3 Tentative Tract Map Sheet 2 33.910312, -117.170779 BMP 6 Biotreatment Device 4 Tentative Tract Map Sheet 2 33.910314, -117.170920 Note that the updated table — or Construction Plan WQMP Checklist — is only a reference tool to facilitate an easy comparison of the construction plans to your Project-Specific WQMP. Co-Permittee staff can advise you regarding the process required to propose changes to the approved Project-Specific WQMP. 924
- 31 -
Section I: Operation, Maintenance and Funding
The Copermittee will periodically verify that Stormwater BMPs on your site are maintained and continue to operate as designed. To make this possible, your Copermittee will require that you include in Appendix 9 of this Project-Specific WQMP:

1. A means to finance and implement facility maintenance in perpetuity, including replacement cost.

2. Acceptance of responsibility for maintenance from the time the BMPs are constructed until responsibility for operation and maintenance is legally transferred. A warranty covering a period following construction may also be required.

3. An outline of general maintenance requirements for the Stormwater BMPs you have selected.

4. Figures delineating and designating pervious and impervious areas, location, and type of Stormwater BMP, and tables of pervious and impervious areas served by each facility. Geolocating the BMPs using a coordinate system of latitude and longitude is recommended to help facilitate a future statewide database system.

5. A separate list and location of self-retaining areas or areas addressed by LID Principles that do not require specialized O&M or inspections but will require typical landscape maintenance as noted in Chapter 5, pages 85-86, in the WQMP Guidance. Include a brief description of typical landscape maintenance for these areas.

Your local Co-Permittee will also require that you prepare and submit a detailed Stormwater BMP Operation and Maintenance Plan that sets forth a maintenance schedule for each of the Stormwater BMPs built on your site. An agreement assigning responsibility for maintenance and providing for inspections and certification may also be required.

Details of these requirements and instructions for preparing a Stormwater BMP Operation and Maintenance Plan are in Chapter 5 of the WQMP Guidance Document.

Maintenance Mechanism: RC Hobbs Companies
Will the proposed BMPs be maintained by a Home Owners’ Association (HOA) or Property Owners Association (POA)?
Y N
Include your Operation and Maintenance Plan and Maintenance Mechanism in Appendix 9. Additionally, include all pertinent forms of educational materials for those personnel that will be maintaining the proposed BMPs within this Project-Specific WQMP in Appendix 10. 925
- 30 -
Appendix 1: Maps and Site Plans
Location Map, WQMP Site Plan and Receiving Waters Map
926

RIVERSIDE COUNTY FLOOD

CONTROL AND WATER

CONSERVATION DISTRICT
Isohyetal Map
for the 85th Percentile
24 hour Storm Event
July 2011
Rain Gage Locations

RECEIVING WATERS EXHIBIT PROJECT SITE LAKE ELSINORE PRADO BASIN

CANYON LAKE

SANTA ANA RIVER

MORENO VALLEYSD LINE F
PERRIS VALLEY CHANNEL SAN JACINTO RIVER REACH 3
SAN JACINTO RIVER REACH 1

LEE LAKE
TEMESCAL CREEK REACH 3-6
TEMESCAL CREEKREACH 2

TEMESCAL CANYON LAKE TEMESCAL CREEK CHANNEL
REACH 1

PACIFIC OCEAN
927

RIVERSIDE COUNTY FLOOD

CONTROL AND WATER

CONSERVATION DISTRICT
Isohyetal Map
for the 85th Percentile
24 hour Storm Event
July 2011
Rain Gage Locations
Tr 37858- Project SiteD85=0.70
928
* NO OPEN TRASH RECEPTACLES NOR TRASH ENCLOSURES

ARE TO BE PROPSED ONSITE
929

CL CACTUS AVENUE BRADSHAW CIRCLE

BRADSHAW CIRCLE
BRADSHAW CIRCLE PARCEL 4 PM 8114 PMB 38/28 PARCEL 2 PM 22460 PMB 148/33-34 PARCEL 1 PM 22460 PARCEL 1 PMB 148/33-34 PM 8115 PMB 36/96 PARCEL 4 PM 8115 PMB 36/96 PARCEL 1 PM 11822 PMB 55/84 PARCEL 2 PM 11822 PMB 55/84 PARCEL 1 PM 11496 PMB 53/35 PARCEL 2 PM 11496 PMB 53/35 CL CL CL 930 - 31 -
Appendix 2: Construction Plans
Grading and Drainage Plans
931
CL CACTUS AVENUE PARCEL 3 PM 8114 PMB 38/28 PARCEL 1 PM 16636 PMB 96/16 PARCEL 2 PM 16636 PMB 96/16 LOT E PM 8114 MB 38/28 CL BRADSHAW CIRCLE PARCEL 3 PM 17535 PMB 96/57-58 ROBERT BEERS TENTATIVE TRACT MAP NO. 37858 LEGAL DESCRIPTION: 932

CL CACTUS AVENUE BRADSHAW CIRCLE

BRADSHAW CIRCLE
BRADSHAW CIRCLE PARCEL 4 PM 8114 PMB 38/28 PARCEL 2 PM 22460 PMB 148/33-34 PARCEL 1 PM 22460 PMB 148/33-34 PARCEL 1 PM 8115 PMB 36/96 ARCEL 4 PM 8115 MB 36/96 PARCEL 1 PM 11822 PMB 55/84 PARCEL 2 PM 11822 PMB 55/84 PARCEL 1 PM 11496 PMB 53/35 PARCEL 2 PM 11496 PMB 53/35 CL CL CL CL LOT E PM 8114 PMB 38/28 CL BRADSHAW CIRCLE SFR ZONED R5 SFR ZONED R5 CL LOT E PM 8114 PMB 38/28 CLBRADSHAW CIRCLE CL CACTUS AVENUE BRADSHAW CIRCLE

PLAN VIEW

SECTION A-A

VAULT LENGTH VAULT WIDTH
4' CURB INLET
OPENING 4'-0
1 2" (4.04') INVERT TO TOP
A A

FLOW FLOW

TREE FRAME AND GRATE

CAST INTO TOP SLAB

CLEAN OUT FRAME AND

COVER CAST INTO TOP SLAB
21" FILTERRA MEDIA LAYER

PROVIDED BY CONTECH
6" UNDERDRAIN STONE LAYER

PROVIDED BY CONTECH
3" MULCH LAYER

PROVIDED BY CONTECH
BYPASS

TERRAFLUME
TRAY
SDR 35 OUTLET

COUPLING CAST INTO

PRECAST VAULT WALL BYPASS/

UNDERDRAIN FLOWKIT
4"-6" UNDERDRAIN PROVIDED BY CONTECH
(VARIES BY SIZE)

PLANT (NOT BY CONTECH)

TOP SLAB

PRECAST
STANDARD 90° NOSING TOP SLAB
(OTHER NOSING AVAILABLE

UPON REQUEST)

CAST-IN-PLACE GUTTER

AND THROAT OPENING
(BY CONTRACTOR PER
LOCAL STANDARDS) #4 DOWEL BARS @ 12" O.C. BY CONTECH

TO BE BENT AS NECESSARY BY

CONTRACTOR PRIOR TO INSTALLATION

OF CAST-IN-PLACE GUTTER

TERRAFLUME OUTLET

PROTECTION DEVICE

DO NOT REMOVE - LEAVE IN

PLACE UNTIL SITE IS STABILIZED

AND FILTERRA IS ACTIVATED

PRECAST VAULT WALL

STANDARD CURB INLET WITH TERRAFLUME

NOT TO SCALE
4" MIN.CLEAR
THROAT
OPENING 8" TYPICAL
6" MAX. CLEAR

THROAT OPENING
9"
VAULT LENGTH VAULT WIDTH 4' CURB INLET OPENING
CURB
(NOT BY CONTECH)
SDR 35 COUPLING

CAST INTO PRECAST

VAULT WALL

BYPASS FLOW FLOW

UNDERDRAIN
Ø2" IRRIGATION
PORT, TYP.
3 PLACES

ALTERNATE ORIENTATION

INTERNAL PIPE CONFIGURATION MAY VARY DEPENDING ON VAULT SIZE

FTIBC CONFIGURATION

VAULT SIZE
(L x W)
MEDIA
AREA
(SF)

LONG SIDE
INLET
DESIG. /
PART NO.

SHORT SIDE
INLET
DESIG. /
PART NO.

AVAILABILITY
MAX.

OUTLET/
BYPASS
PIPE DIA.

MAX.

BYPASS
FLOW
(CFS)
UNDERDRAIN
PIPE DIA.
(PERF)
TREE
GRATE
QTY. &
SIZE
4 x 4 16 FTIBC0404 FTIBC0404 ALL 6" SDR 35 1.42 4" SDR 35 (1) 3' x 3' 6 x 4 24 FTIBC0604 FTIBC0406 ALL 8" SDR 35 1.89 4" SDR 35 (1) 3' x 3' 8 x 4 32 FTIBC0804 FTIBC0408 ALL
(EXCEPT DE, MD, NJ, PA, VA, WV) 8" SDR 35 1.89 4" SDR 35 (1) 3' x 3'

7.83 x 4.5 35 FTIBC078045 FTIBC045078 DE, MD, NJ, PA, VA, WV ONLY 8" SDR 35 1.89 4" SDR 35 (1) 3' x 3'
6 x 6 36 FTIBC0606 FTIBC0606 ALL
(EXCEPT CA, TX) 8" SDR 35 1.89 4" SDR 35 (1) 3' x 3'
8 x 6 48 FTIBC0806 FTIBC0608 ALL 10" SDR 35 2.37 4" SDR 35 (1) 4' x 4' 10 x 6 60 FTIBC1006 FTIBC0610 ALL
(EXCEPT CA, TX) 10" SDR 35 2.37 6" SDR 35 (1) 4' x 4'
8 x 8 64 FTIBC0808 FTIBC0808 CA, TX ONLY 10" SDR 35 2.37 6" SDR 35 (1) 4' x 4' 12 x 6 72 FTIBC1206 FTIBC0612 ALL
(EXCEPT TX) 10" SDR 35 2.37 6" SDR 35 (2) 4' x 4'
10 x 8 80 FTIBC1008 FTIBC0810 CA, TX ONLY 10" SDR 35 2.37 6" SDR 35 (1) 4' x 4' 13 x 7 91 FTIBC1307 FTIBC0713 ALL
(EXCEPT CA, TX) 10" SDR 35 2.37 6" SDR 35 (2) 4' x 4'
12 x 8 96 FTIBC1208 FTIBC0812 CA,TX ONLY 10" SDR 35 2.37 6" SDR 35 (2) 4' x 4' 14 x 8 112 FTIBC1408 N/A ALL 10" SDR 35 2.37 6" SDR 35 (2) 4' x 4' I:\COMMON\CAD\TREATMENT\54 FILTERRA\40 STANDARD DRAWINGS\FTIBC - INTERNAL BYPASS CURB INLET\LAYOUT DETAILS\DWG\FTIBC - FILTERRA INTERNAL BYPASS CURB INLET CONFIG DTL.DWG 3/23/2023 3:32 PM www.ContechES.com
The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by Contech Engineered Solutions LLC or one of its affiliated companies ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disclaims any liability or responsibility for such use. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others. 800-338-1122 513-645-7000 513-645-7993 FAX
9100 Centre Pointe Dr., Suite 400, West Chester, OH 45069 FOR PATENT INFORMATION, GO TO www.ContechES.com/IP FILTERRA INTERNAL BYPASS CURB (FTIBC)

CONFIGURATION DETAIL
934
- 32 -
Appendix 3: Soils Information
Geotechnical Study and Other Infiltration Testing Data
935
936
937
938
939
940
941
942
943
944
945
946
947
948
949
950
951
952
953
954
955
956
957
958
959
960
961
962
963
964
965
966
967
968
969
970
971
972
973
974
975
976
977
978
979
980
981
982
983
984
985
986
987
988
- 33 -
Appendix 4: Historical Site Conditions
Phase I Environmental Site Assessment or Other Information on Past Site Use “Not Applicable”
989
- 36 -
Appendix 5: LID Infeasibility
LID Technical Infeasibility Analysis
An evaluation was conducted for Drainage Management Areas (DMA) 3, 4, 5, and 6 to assess the feasibility of implementing either an Infiltration Trench or a Bioretention Basin as Best Management Practices (BMPs) for stormwater management. These DMAs are located exclusively within the public right-of-way along Bradshaw Circle. The areas range from approximately 6,830 to 31,950 square feet, with the largest impervious surface area measuring 27,356 square feet and a corresponding design capture volume of 1,484 cubic feet.

Each DMA includes a 6-foot-wide landscaped strip, which is the only feasible location for implementing BMPs such as infiltration trenches. Using DMA 3 as a representative example, a conservative infiltration trench design would require a depth of 9 feet (8 feet of design storage plus 1 foot of pea gravel) and a minimum surface area of 356 square feet. However, due to site constraints—such as the presence of sewer cleanouts, communication vaults, electrical conduits, wall footings, and proximity to the back of the sidewalk—the trench width is limited to just 2 feet. This restriction necessitates a trench configuration of 2 feet wide by 178 feet long by 9 feet deep.

This design poses significant concerns regarding constructability, maintenance, and long-term performance. Moreover, it is not feasible to incorporate an emergency overflow system due to the absence of a nearby storm drain connection, further reducing its viability.

The Bioretention Basin alternative also presents limitations. The required surface area for bioretention is approximately 360 square feet, necessitating a minimum top width of 2 feet and a filter media depth of 3 feet. Achieving the design capture volume would require a total basin length of 180 feet. However, site conditions do not permit installation of a perforated underdrain, and spatial constraints make it impractical to accommodate the necessary dimensions.

Given these constraints, the bioretention basin is not considered a feasible solution for DMA 3. The same limitations—narrow available width, lack of drainage connectivity, and obstruction by existing infrastructure—apply equally to DMA 4, DMA 5, and DMA 6. Detailed sizing and volume requirements are provided in VBMP and Infiltration Trench Tables for Appendix 5.

Based on this comprehensive analysis, neither the Infiltration Trench nor the Bioretention Basin represents a practical BMP for the DMAs within Bradshaw Circle. Following the Low Impact Development (LID) feasibility hierarchy, the most appropriate course of action is to recommend a Biotreatment BMP as the preferred stormwater management strategy for DMA 3, DMA 4, DMA 5, and DMA 6.
990
3 From: Shay Mueller <[email protected]>
Sent: Wednesday, July 30, 2025 2:52:30 PM
To: Jordan Koga <[email protected]>
Cc: Robert Beers <[email protected]>; Michael Brendecke <[email protected]>; Israel Duque <[email protected]>; Hoang Nguyen <[email protected]>
Subject: Re: PEN24-0021 TTM 37858 - PWQMP - offsite Bradshaw Circle area CAUTION: EXTERNAL SENDER.

Hi Adkan team,
I wanted to check in with you and see if you would be able to provide an update to the questions from Jordan and when we can expect a response!
Thanks,
Shay
On Thu, Jul 24, 2025 at 10:24 AM Jordan Koga <[email protected]> wrote:

Hi Bob and Michael,

1. Are you able to provide documentation where the City approved the proprietary biotreatment BMPs as the BMP to use for the off-site treatment? The proprietary biotreatment BMPs may have been approved of as a BMP to use for biotreatment, but the BMP hierarchy would still need to be followed. Since infiltration is feasible, infiltration would need to be technically demonstrated as infeasible in these street locations. Bioretention BMPs would also need to be demonstrated as infeasible. Once both are demonstrated to be infeasible, biotreatment can be proposed.

2. Please indicate that no open trash receptacles nor trash enclosures are to be proposed in your response in the Digital Plan Room. This will ensure the CASC plan reviewer is updated with this information.

3. Detailed structural design calculations shall be provided in the F-WQMP/construction phase. Since the layout was previously approved of, this will be added as a condition for PWQMP approval while noting the design may need to change pending the review of the design calculations.

Thank you,
Jordan Koga
Stormwater Program Consultant
Public Works
City of Moreno Valley
p: 951.413.3232 | e: [email protected] | w: www.moval.org 14177 Frederick St., Moreno Valley, CA, 92553
991
4 From: Robert Beers <[email protected]>
Sent: Thursday, July 24, 2025 9:43 AM
To: Jordan Koga <[email protected]>
Cc: Michael Brendecke <[email protected]>; Israel Duque <[email protected]>; Shay Mueller <[email protected]>; Hoang Nguyen <[email protected]> Subject: Re: PEN24-0021 TTM 37858 - PWQMP - offsite Bradshaw Circle area

Warning: External Email – Watch for Email Red Flags!
Jordan:

Regarding the three review comments:

We met with Clement Jimemez and Hoanh Nyguen in 2024 to discuss the outstanding issues for the WQMP for TTM 37858
The method of treatment for the offsite Bradshaw Circle flows on the "west loop" of Bradshaw Circle was discussed - City directed us to propose alternative method of treatment as we do not own the property at that location, so there is no basin "available" - hence the proposal for use of the proprietary BMP treatment.

We were told that was acceptable
There are no Open Trash Receptacles or trash enclosures City previously approved the wall layout for the basins as a part of the original review process back in 2023.

We request your "re-approval" of these responses so we can finalize the resubmittal of the PWQMP Thank you.

Robert Beers
[email protected]
(951) 317-2041
From: Jordan Koga <[email protected]>
Sent: Wednesday, July 16, 2025 3:49 PM
To: Robert Beers <[email protected]>
Cc: Michael Brendecke <[email protected]>; Israel Duque <[email protected]>; Shay Mueller 992
5 <[email protected]>; Hoang Nguyen <[email protected]> Subject: Re: PEN24-0021 TTM 37858 - PWQMP - offsite Bradshaw Circle area

Hi Bob,
It looks like there are 3 comments still open, see screen shot below. It looks like proprietary biotreatment devices have been proposed for the off-site street improvement areas. Did you still want to meet prior to re-submittal? I will need to check with CASC regarding their availability as they have been revieweing the PWQMP.

Thank you,
Jordan Koga
Stormwater Program Consultant
Public Works
City of Moreno Valley
p: 951.413.3232 | e: [email protected] | w: www.moval.org 14177 Frederick St., Moreno Valley, CA, 92553

From: Robert Beers <[email protected]>
Sent: Wednesday, July 16, 2025 3:04 PM
To: Jordan Koga <[email protected]>
Cc: Michael Brendecke <[email protected]>; Israel Duque <[email protected]>; Shay Mueller <[email protected]>
Subject: PEN24-0021 TTM 37858 - PWQMP - offsite Bradshaw Circle area

Warning: External Email – Watch for Email Red Flags!
Jordan:

We'd like to setup a meeting to discuss the outstanding issues on the PWQMP.

To the best of my recollection, the question was the method of treatment of the two catch basins on Bradshaw Circle (West loop) connection at Cactus Avenue. 993
6 Please advise as to your availability to meet and discuss.

A Zoom/Teams meeting is fine for this matter.

Robert Beers
[email protected]
(951) 317-2041
--
Shay Mueller, Vice President of Project Management
Office: 714.633.8100, Direct: 714.874.6572, Cell: 714.874.6572 1428 E. Chapman Ave, Orange, CA 92866
The linked image cannot be displayed. The file may have been moved, renamed, or deleted. Verify that the link points to the correct file and location.

This e-mail contains confidential information intended only for sole use of the intended individual or entity named above. If you have received this transmission in error, you are hereby notified that any use dissemination, distribution or reproduction of this transmission is strictly prohibited. If not the intended recipient, please delete this message immediately from all drives of your computer and advise us by return e-mail of the error in transmission. 994
995
CL

CACTUS AVENUE

BRADSHAW CIRCLE

BRADSHAW CIRCLE
PARCEL 4
PM 8114
PMB 38/28
PARCEL 2
PM 22460
PMB 148/33-34
PARCEL 1
PM 22460
PARCEL 1 PMB 148/33-34
PM 8115
PMB 36/96
PARCEL 4
PM 8115
PMB 36/96
PARCEL 1
PM 11822
PMB 55/84
PARCEL 2
PM 11822
PMB 55/84
PARCEL 1
PM 11496
PMB 53/35
PARCEL 2
PM 11496
PMB 53/35
CL
CL CL 996
Date
D85= 0.70 inches
DMA
Type/ID
DMA Area
(square feet)
Post-Project Surface
Type
Effective
Imperivous
Fraction, If
DMA
Runoff
Factor
DMA Areas x
Runoff Factor
Design
Storm
Depth (in)
Design Capture
Volume, VBMP
(cubic feet)
Proposed
Volume on
Plans (cubic
feet)
D.4.1 21099 Concrete or Asphalt 1 0.89 18820.3
D.4.2 4789 Ornamental
Landscaping 0.1 0.11 529
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 25888 19349.3 0.70 1128.7 1129
Notes:

Total
Drainage Management Area Tabulation
Insert additional rows if needed to accommodate all DMAs draining to the BMP BMP Identification
BMP NAME / ID INF-1
Must match Name/ID used on BMP Design Calculation Sheet Design Rainfall Depth
85th Percentile, 24-hour Rainfall Depth,
from the Isohyetal Map in Handbook Appendix E
Designed by Michael Soriano Case No LWQ20-0033
Company Project Number/Name TRACT 37858
Santa Ana Watershed - BMP Design Volume, VBMP
(Rev. 10-2011)
Legend:

Required Entries
Calculated Cells
(Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook ) Company Name Adkan Engineers 8/7/2025
997
Date
D85= 0.70 inches
DMA
Type/ID
DMA Area
(square feet)
Post-Project Surface
Type
Effective
Imperivous
Fraction, If
DMA
Runoff
Factor
DMA Areas x
Runoff Factor
Design
Storm
Depth (in)
Design Capture
Volume, VBMP
(cubic feet)
Proposed
Volume on
Plans (cubic
feet)
D.4.1 27356 Concrete or Asphalt 1 0.89 24401.6
D.4.2 4128 Natural (C Soil) 0.3 0.23 929.5
D.4.3 465 Ornamental
Landscaping 0.1 0.11 51.4
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
31949 25382.5 0.70 1480.6 1484
Notes:

Total
Drainage Management Area Tabulation
Insert additional rows if needed to accommodate all DMAs draining to the BMP BMP Identification
BMP NAME / ID INF-2
Must match Name/ID used on BMP Design Calculation Sheet Design Rainfall Depth
85th Percentile, 24-hour Rainfall Depth,
from the Isohyetal Map in Handbook Appendix E
Designed by Michael Soriano Case No LWQ20-0033
Company Project Number/Name TRACT 37858
Santa Ana Watershed - BMP Design Volume, VBMP
(Rev. 10-2011)
Legend:

Required Entries
Calculated Cells
(Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook ) Company Name Adkan Engineers 8/7/2025
998
Date
D85= 0.70 inches
DMA
Type/ID
DMA Area
(square feet)
Post-Project Surface
Type
Effective
Imperivous
Fraction, If
DMA
Runoff
Factor
DMA Areas x
Runoff Factor
Design
Storm
Depth (in)
Design Capture
Volume, VBMP
(cubic feet)
Proposed
Volume on
Plans (cubic
feet)
D.5.1 8808 Concrete or Asphalt 1 0.89 7856.7
D.5.2 1134 Natural (C Soil) 0.3 0.23 255.3
D.5.3 150 Ornamental
Landscaping 0.1 0.11 16.6
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
10092 8128.6 0.70 474.2 476
Notes:

Total
Drainage Management Area Tabulation
Insert additional rows if needed to accommodate all DMAs draining to the BMP BMP Identification
BMP NAME / ID INF-3
Must match Name/ID used on BMP Design Calculation Sheet Design Rainfall Depth
85th Percentile, 24-hour Rainfall Depth,
from the Isohyetal Map in Handbook Appendix E
Designed by Michael Soriano Case No LWQ20-0033
Company Project Number/Name TRACT 37858
Santa Ana Watershed - BMP Design Volume, VBMP
(Rev. 10-2011)
Legend:

Required Entries
Calculated Cells
(Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook ) Company Name Adkan Engineers 8/7/2025
999
Date
D85= 0.70 inches
DMA
Type/ID
DMA Area
(square feet)
Post-Project Surface
Type
Effective
Imperivous
Fraction, If
DMA
Runoff
Factor
DMA Areas x
Runoff Factor
Design
Storm
Depth (in)
Design Capture
Volume, VBMP
(cubic feet)
Proposed
Volume on
Plans (cubic
feet)
D.6.1 5658 Concrete or Asphalt 1 0.89 5046.9
D.6.2 1042 Natural (C Soil) 0.3 0.23 234.6
D.6.3 130 Ornamental
Landscaping 0.1 0.11 14.4
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
6830 5295.9 0.70 308.9 310
Notes:

BMP Identification
Drainage Management Area Tabulation
Design Rainfall Depth
BMP NAME / ID INF-4
Must match Name/ID used on BMP Design Calculation Sheet Designed by Michael Soriano Case No LWQ20-0033
Company Project Number/Name TRACT 37858
Santa Ana Watershed - BMP Design Volume, VBMP
(Rev. 10-2011)
Legend:

Required Entries
Calculated Cells
(Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook ) Company Name Adkan Engineers 8/7/2025
Total
85th Percentile, 24-hour Rainfall Depth,
from the Isohyetal Map in Handbook Appendix E
Insert additional rows if needed to accommodate all DMAs draining to the BMP 1000
Date:

County/City Case No.:

Enter the area tributary to this feature, Max = 10 acres At= 1 acres Enter VBMP determined from Section 2.1 of this Handbook VBMP= 1,129 ft3 Enter Infiltration rate I = 1.8 in/hr
Enter Factor of Safety, FS (unitless) FS = 3
Obtain from Table 1, Appendix A: "Infiltration Testing" of this BMP Handbook n = 40 %
D1 = D1
= 9.15 ft
Enter depth to historic high groundwater mark (measured from finished grade) 20 ft Enter depth to top of bedrock or impermeable layer (measured from finished grade) 30 ft D2 is the smaller of:

D2 = 9.0 ft
DMAX is the smaller value of D1 and D2, must be less than or equal to 8 feet. DMAX = 8.0 ft Enter proposed reservoir layer depth DR, must be ≤ DMAX DR = 8.00 ft Calculate the design depth of water, dW
Design dW = (DR) x (n/100) Design dW= 3.20 ft
Minimum Surface Area, AS AS= VBMP AS = 353 ft2
dW
Proposed Design Surface Area AD = 356 ft2
Minimum Width = DR + 1 foot pea gravel ' 9.00 ft
Sediment Control Provided? (Use pulldown) Yes
Geotechnical report attached? (Use pulldown) Yes
If the trench has been designed correctly, there should be no error messages on the spreadsheet.

Design Volume
Calculate Maximium Depth of the Reservoir Layer
Calculate D1. I (in/hr) x 72 hrs
12 (in/ft) x (n /100) x FS
Depth to groundwater - 11 ft; & Depth to impermeable layer - 6 ft Trench Sizing
Company Name: Adkan Engineers 8/7/2025
Designed by: Michael Soriano LWQ20-0033
Infiltration Trench - Design Procedure
BMP ID
Legend:

Required Entries
INF-1 Calculated Cells
Riverside County Best Management Practice Design Handbook JANUARY 2010 DRAFT 1001 PRELIMINARY DRAFT - SUBJECT TO REVISION Date:

County/City Case No.:

Enter the area tributary to this feature, Max = 10 acres At= 1 acres Enter VBMP determined from Section 2.1 of this Handbook VBMP= 1,484 ft3 Enter Infiltration rate I = 1.8 in/hr
Enter Factor of Safety, FS (unitless) FS = 3
Obtain from Table 1, Appendix A: "Infiltration Testing" of this BMP Handbook n = 40 %
D1 = D1
= 9.15 ft
Enter depth to historic high groundwater mark (measured from finished grade) 20 ft Enter depth to top of bedrock or impermeable layer (measured from finished grade) 30 ft D2 is the smaller of:

D2 = 9.0 ft
DMAX is the smaller value of D1 and D2, must be less than or equal to 8 feet. DMAX = 8.0 ft Enter proposed reservoir layer depth DR, must be ≤ DMAX DR = 8.00 ft Calculate the design depth of water, dW
Design dW = (DR) x (n/100) Design dW= 3.20 ft
Minimum Surface Area, AS AS= VBMP AS = 464 ft2
dW
Proposed Design Surface Area AD = 465 ft2
Minimum Width = DR + 1 foot pea gravel ' 9.00 ft
Sediment Control Provided? (Use pulldown) Yes
Geotechnical report attached? (Use pulldown) Yes
If the trench has been designed correctly, there should be no error messages on the spreadsheet.

Required Entries
INF-2 Calculated Cells
Riverside County Best Management Practice Design Handbook JANUARY 2010 DRAFT 1002 PRELIMINARY DRAFT - SUBJECT TO REVISION Date:

County/City Case No.:

Enter the area tributary to this feature, Max = 10 acres At= 0 acres Enter VBMP determined from Section 2.1 of this Handbook VBMP= 476 ft3 Enter Infiltration rate I = 1.8 in/hr
Enter Factor of Safety, FS (unitless) FS = 3
Obtain from Table 1, Appendix A: "Infiltration Testing" of this BMP Handbook n = 40 %
D1 = D1
= 9.15 ft
Enter depth to historic high groundwater mark (measured from finished grade) 20 ft Enter depth to top of bedrock or impermeable layer (measured from finished grade) 30 ft D2 is the smaller of:

D2 = 9.0 ft
DMAX is the smaller value of D1 and D2, must be less than or equal to 8 feet. DMAX = 8.0 ft Enter proposed reservoir layer depth DR, must be ≤ DMAX DR = 8.00 ft Calculate the design depth of water, dW
Design dW = (DR) x (n/100) Design dW= 3.20 ft
Minimum Surface Area, AS AS= VBMP AS = 149 ft2
dW
Proposed Design Surface Area AD = 150 ft2
Minimum Width = DR + 1 foot pea gravel ' 9.00 ft
Sediment Control Provided? (Use pulldown) Yes
Geotechnical report attached? (Use pulldown) Yes
If the trench has been designed correctly, there should be no error messages on the spreadsheet.

Required Entries
INF-3 Calculated Cells
Riverside County Best Management Practice Design Handbook JANUARY 2010 DRAFT 1003 PRELIMINARY DRAFT - SUBJECT TO REVISION Date:

County/City Case No.:

Enter the area tributary to this feature, Max = 10 acres At= 0 acres Enter VBMP determined from Section 2.1 of this Handbook VBMP= 310 ft3 Enter Infiltration rate I = 1.8 in/hr
Enter Factor of Safety, FS (unitless) FS = 3
Obtain from Table 1, Appendix A: "Infiltration Testing" of this BMP Handbook n = 40 %
D1 = D1
= 9.15 ft
Enter depth to historic high groundwater mark (measured from finished grade) 20 ft Enter depth to top of bedrock or impermeable layer (measured from finished grade) 30 ft D2 is the smaller of:

D2 = 9.0 ft
DMAX is the smaller value of D1 and D2, must be less than or equal to 8 feet. DMAX = 8.0 ft Enter proposed reservoir layer depth DR, must be ≤ DMAX DR = 6.00 ft Calculate the design depth of water, dW
Design dW = (DR) x (n/100) Design dW= 2.40 ft
Minimum Surface Area, AS AS= VBMP AS = 129 ft2
dW
Proposed Design Surface Area AD = 130 ft2
Minimum Width = DR + 1 foot pea gravel ' 7.00 ft
Sediment Control Provided? (Use pulldown) Yes
Geotechnical report attached? (Use pulldown) Yes
LWQ20-0033
Design Volume
If the trench has been designed correctly, there should be no error messages on the spreadsheet.

Trench Sizing
Depth to groundwater - 11 ft; & Depth to impermeable layer - 6 ft Calculate D1.
12 (in/ft) x (n /100) x FS
Required Entries
Calculated Cells
I (in/hr) x 72 hrs
8/7/2025
Calculate Maximium Depth of the Reservoir Layer
Designed by:

Adkan Engineers
Michael Soriano
Infiltration Trench - Design Procedure
BMP ID
Legend: INF-4
Company Name:

Riverside County Best Management Practice Design Handbook JANUARY 2010 DRAFT 1004 PRELIMINARY DRAFT - SUBJECT TO REVISION - 35 -
Appendix 6: BMP Design Details
BMP Sizing, Design Details and other Supporting Documentation 1005
Santa Ana Watershed
These worksheets are to be used to determine the required Design Capture Volume (VBMP)
or the
Design Flow Rate (QBMP)
for BMPs in the Santa Ana Watershed
To verify which watershed your project is located within, visit www.rcflood.org/npdes
and use the 'Locate my Watershed' tool
to access the worksheets for the Santa Ana Watershed
VBMP and QBMP worksheets
If your project is not located in the Santa Ana Watershed, www.rcflood.org/npdes/developers.aspx
Do not use these worksheets! Instead visit
To access worksheets applicable to your watershed
Use the tabs across the bottom
1006
Date
D85= 0.70 inches
DMA
Type/ID
DMA Area
(square feet)
Post-Project Surface
Type
Effective
Imperivous
Fraction, If
DMA
Runoff
Factor
DMA Areas x
Runoff Factor
Design
Storm
Depth (in)
Design Capture
Volume, VBMP
(cubic feet)
Proposed
Volume on
Plans (cubic
feet)
D.1.1 27,397.00 Concrete or Asphalt 1 0.89 24438.1
D.1.2 47,763.00 Roofs 1 0.89 42604.6
D.1.3 25718
Ornamental
Landscaping 0.1 0.11 2840.8
D.1.4 4744
Ornamental
Landscaping 0.1 0.11 524
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 105622 70407.5 0.70 4107.1 4642.5
Notes:

Total
85th Percentile, 24-hour Rainfall Depth,
from the Isohyetal Map in Handbook Appendix E
Insert additional rows if needed to accommodate all DMAs draining to the BMP Santa Ana Watershed - BMP Design Volume, VBMP
(Rev. 10-2011)
Legend:

Required Entries
Calculated Cells
(Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook ) Company Name ADKAN ENGINEERS 11/26/2024
Designed by Luis Bucio Case No
Company Project Number/Name Tract 37858
BMP Identification
Drainage Management Area Tabulation
Design Rainfall Depth
BMP NAME / ID Infiltration Basin 1
Must match Name/ID used on BMP Design Calculation Sheet 1007
Date
D85= 0.70 inches
DMA
Type/ID
DMA Area
(square feet)
Post-Project Surface
Type
Effective
Imperivous
Fraction, If
DMA
Runoff
Factor
DMA Areas x
Runoff Factor
Design
Storm
Depth (in)
Design Capture
Volume, VBMP
(cubic feet)
Proposed
Volume on
Plans (cubic
feet)
D.2.1 24,414.00 Concrete or Asphalt 1 0.89 21777.3
D.2.2 36,509.00 Roofs 1 0.89 32566
D.2.3 19669
Ornamental
Landscaping 0.1 0.11 2172.6
D.2.4 12398
Ornamental
Landscaping 0.1 0.11 1369.5
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 92990 57885.4 0.70 3376.6 3376.6
Notes:

Santa Ana Watershed - BMP Design Volume, VBMP
(Rev. 10-2011)
Legend:

Required Entries
Calculated Cells
(Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook ) Company Name ADKAN ENGINEERS 11/26/2024
Designed by Luis Bucio Case No
Company Project Number/Name Tract 37858
BMP Identification
BMP NAME / ID Infiltration Basin 2
Must match Name/ID used on BMP Design Calculation Sheet Design Rainfall Depth
85th Percentile, 24-hour Rainfall Depth,
from the Isohyetal Map in Handbook Appendix E
Total
Drainage Management Area Tabulation
Insert additional rows if needed to accommodate all DMAs draining to the BMP 1008
Date
I = 0.20 in/hr
DMA
Type/ID
DMA Area
(square feet)
Post-Project
Surface Type
(use pull-down menu)
Effective
Imperivous
Fraction, If
DMA
Runoff
Factor
DMA Areas x
Runoff Factor
Design
Rainfall
Intensity
(in/hr)
Design Flow
Rate (cfs)
Proposed
Flow Rate
(cfs)
D.3.1 21099 Concrete or Asphalt 1 0.89 18820.3
D.3.2 4789 Natural (C Soil) 0.3 0.225166 1078.3
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 25888 19898.6 0.20 0.1 1.42
Notes:

Total
Drainage Management Area Tabulation
Insert additional rows if needed to accommodate all DMAs draining to the BMP DMAs
BMP Identification
BMP NAME / ID FILTERRA 1
Must match Name/ID used on BMP Design Calculation Sheet Design Rainfall Depth
Design Rainfall Intensity
Designed by Luis Bucio Case No
Company Project Number/Name TRACT 37858
Santa Ana Watershed - BMP Design Flow Rate, QBMP
(Rev. 10-2011)
Legend:

Required Entries
Calculated Cells
(Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook ) Company Name ADKAN ENGINEERS 11/26/2024
Qbmp =0.091 (cfs)
1009
Date
I = 0.20 in/hr
DMA
Type/ID
DMA Area
(square feet)
Post-Project
Surface Type
(use pull-down menu)
Effective
Imperivous
Fraction, If
DMA
Runoff
Factor
DMA Areas x
Runoff Factor
Design
Rainfall
Intensity
(in/hr)
Design Flow
Rate (cfs)
Proposed
Flow Rate
(cfs)
D.4.1 27356 Concrete or Asphalt 1 0.89 24401.6
D.4.2 4593 Natural (C Soil) 0.3 0.225166 1034.2
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 31949 25435.8 0.20 0.1 1.42
Notes:

Total
Drainage Management Area Tabulation
Insert additional rows if needed to accommodate all DMAs draining to the BMP DMAs
BMP Identification
BMP NAME / ID FILTERRA 2
Must match Name/ID used on BMP Design Calculation Sheet Design Rainfall Depth
Design Rainfall Intensity
Designed by Luis Bucio Case No
Company Project Number/Name TRACT 37858
Santa Ana Watershed - BMP Design Flow Rate, QBMP
(Rev. 10-2011)
Legend:

Required Entries
Calculated Cells
(Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook ) Company Name ADKAN ENGINEERS 11/26/2024
Qbmp =0.117 (cfs)
1010
Date
I = 0.20 in/hr
DMA
Type/ID
DMA Area
(square feet)
Post-Project
Surface Type
(use pull-down menu)
Effective
Imperivous
Fraction, If
DMA
Runoff
Factor
DMA Areas x
Runoff Factor
Design
Rainfall
Intensity
(in/hr)
Design Flow
Rate (cfs)
Proposed
Flow Rate
(cfs)
D.5.1 8808 Concrete or Asphalt 1 0.89 7856.7
D.5.2 1284 Natural (C Soil) 0.3 0.225166 289.1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 10092 8145.8 0.20 0 1.42
Notes:

Total
Drainage Management Area Tabulation
Insert additional rows if needed to accommodate all DMAs draining to the BMP DMAs
BMP Identification
BMP NAME / ID FILTERRA 3
Must match Name/ID used on BMP Design Calculation Sheet Design Rainfall Depth
Design Rainfall Intensity
Designed by Luis Bucio Case No
Company Project Number/Name TRACT 37858
Santa Ana Watershed - BMP Design Flow Rate, QBMP
(Rev. 10-2011)
Legend:

Required Entries
Calculated Cells
(Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook ) Company Name ADKAN ENGINEERS 11/26/2024
Qbmp =0.037 (cfs)
1011
Date
I = 0.20 in/hr
DMA
Type/ID
DMA Area
(square feet)
Post-Project
Surface Type
(use pull-down menu)
Effective
Imperivous
Fraction, If
DMA
Runoff
Factor
DMA Areas x
Runoff Factor
Design
Rainfall
Intensity
(in/hr)
Design Flow
Rate (cfs)
Proposed
Flow Rate
(cfs)
D.6.1 5658 Concrete or Asphalt 1 0.89 5046.9
D.6.2 1172 Natural (C Soil) 0.3 0.225166 263.9
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 6830 5310.8 0.20 0 1.42
Notes:

Total
Drainage Management Area Tabulation
Insert additional rows if needed to accommodate all DMAs draining to the BMP DMAs
BMP Identification
BMP NAME / ID FILTERRA 4
Must match Name/ID used on BMP Design Calculation Sheet Design Rainfall Depth
Design Rainfall Intensity
Designed by Luis Bucio Case No
Company Project Number/Name TRACT 37858
Santa Ana Watershed - BMP Design Flow Rate, QBMP
(Rev. 10-2011)
Legend:

Required Entries
Calculated Cells
(Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook ) Company Name ADKAN ENGINEERS 11/26/2024
Qbmp =0.024 (cfs)
1012
Developed Cover Types Effective Impervious Fraction
Roofs 1.00
Concrete or Asphalt 1.00
Grouted or Gapless Paving Blocks 1.00
Compacted Soil (e.g. unpaved parking) 0.40
Decomposed Granite 0.40
Permeable Paving Blocks w/ Sand Filled Gap 0.25
Class 2 Base 0.30
Gravel or Class 2 Permeable Base 0.10
Pervious Concrete / Porous Asphalt 0.10
Open and Porous Pavers 0.10
Turf block 0.10
Ornamental Landscaping 0.10
Natural (A Soil) 0.03
Natural (B Soil) 0.15
Natural (C Soil) 0.30
Natural (D Soil) 0.40
Mixed Surface Types
Effective Impervious Fraction
Use this table to determine the effective impervious fraction for the V BMP and QBMP calculation sheets 1013
Company Name: Date:

AT = 2.42 acres
b) Enter VBMP determined from Section 2.1 of this Handbook VBMP= 4,643 ft3 I = 3.34 in/hr
FS = 6
D1 = D1 = 3.3 ft
1 ft
e) Enter depth to historic high ground water (measured from top of basin) 20 ft 30 ft
D2 = 9.0 ft
DMAX = 3.3 ft
z = 4 :1
dB = 2 ft
AS = 2322 ft2
AD = 2,324 ft2
Volume = 23 ft3
Depth = 1 ft
Area = 23 ft2

36.0 in
Notes:
b) Proposed basin depth (excluding freeboard)
Forebay
c) Forebay surface area (minimum)
Width (W) =
b) Forebay depth (height of berm/splashwall. 1 foot min.) a) Forebay volume (minimum 0.5% VBMP)
d) Full height notch-type weir
d) Proposed Design Surface Area
c) Minimum bottom surface area of basin (AS= VBMP/dB)
Calculated Cells
Adkan Engineers 3/17/2021
Benjamin Rees
Infiltration Basin - Design Procedure
(Rev. 03-2012)
BMP ID Legend: Required Entries
Basin 1
h) DMAX is the smaller value of D1 and D2 but shall not exceed 5 feet Design Volume
a) Basin side slopes (no steeper than 4:1)
Maximum Depth
a) Infiltration rate
b) Factor of Safety (See Table 1, Appendix A: "Infiltration Testing" from this BMP Handbook)
c) Calculate D1
Basin Geometry
f) Enter depth to top of bedrock or impermeable layer (measured from top of basin) I (in/hr) x 72 hrs
12 (in/ft) x FS
Depth to groundwater - (10 ft + freeboard) and
Depth to impermeable layer - (5 ft + freeboard)
a) Tributary area (BMP subarea)
g) D2 is the smaller of:
d) Enter the depth of freeboard (at least 1 ft)
1014
Company Name: Date:

AT = 2.13 acres
b) Enter VBMP determined from Section 2.1 of this Handbook VBMP= 3,376 ft3 I = 2 in/hr
FS = 3
D1 = D1 = 4.0 ft
1 ft
e) Enter depth to historic high ground water (measured from top of basin) 20 ft 30 ft
D2 = 9.0 ft
DMAX = 4.0 ft
z = 4 :1
dB = 2 ft
AS = 1688 ft2
AD = 1,690 ft2
Volume = 17 ft3
Depth = 1 ft
Area = 17 ft2

36.0 in
Required Entries
Basin 2 Calculated Cells
a) Tributary area (BMP subarea)
Infiltration Basin - Design Procedure
(Rev. 03-2012)
BMP ID Legend:

Adkan Engineers 6/4/2020
Jose Contreras
Design Volume
g) D2 is the smaller of:

Maximum Depth
a) Infiltration rate
b) Factor of Safety (See Table 1, Appendix A: "Infiltration Testing" from this BMP Handbook)
c) Calculate D1I (in/hr) x 72 hrs
12 (in/ft) x FS
d) Enter the depth of freeboard (at least 1 ft)
f) Enter depth to top of bedrock or impermeable layer (measured from top of basin) Forebay
Depth to groundwater - (10 ft + freeboard) and
Depth to impermeable layer - (5 ft + freeboard)
h) DMAX is the smaller value of D1 and D2 but shall not exceed 5 feet Basin Geometry
a) Basin side slopes (no steeper than 4:1)
b) Proposed basin depth (excluding freeboard)
c) Minimum bottom surface area of basin (AS= VBMP/dB)
d) Proposed Design Surface Area
a) Forebay volume (minimum 0.5% VBMP)
b) Forebay depth (height of berm/splashwall. 1 foot min.) c) Forebay surface area (minimum)
d) Full height notch-type weir Width (W) =
1015
- 36 -
Appendix 7: Hydromodification
Supporting Detail Relating to Hydrologic Conditions of Concern 1016
Service Layer Credits: Sources: Esri, HERE,
DeLorme, TomTom, Intermap, increment P
Corp., GEBCO, USGS, FAO, NPS, NRCAN,
GeoBase, IGN, Kadaster NL, Ordnance
Survey, Esri Japan, METI, Esri China (Hong
Kong), swisstopo, MapmyIndia, ©
OpenStreetMap contributors, and the GIS
User Community

RIVERSIDE

MENIFEE
CORONA
PERRIS
HEMET

MORENO VALLEY
JURUPA
VALLEY
LAKE

ELSINORE

BEAUMONT

BANNING

SAN JACINTO
NORCO

CALIMESA

EASTVALE

DESERT HOT SPRINGS
CANYON
LAKE
Map 2
HCOC Applicability Map
SAR Permittees
Legend
County Boundary
SAR Permit Boundary
Hydromodification Requirements
Mitigation Not Required
Mitigation May Be Required
Storm Drain / Watercourse Susceptibility Type
Not Susceptible
Potentially Susceptible
Santa Ana River
± 0 2.5 5 10
Miles
Updated February 2017
PROJECT SITE 1017
SITE
1018
1019
Preliminary Drainage Report
Wednesday, April 15, 2020

INTRODUCTION
The following report and calculations were prepared to analyze the 2, 10 & 100-year storm runoff from the development of the TTM 37858 at the northeast corner of Bradshaw Circle and Cactus Avenue in the City of Moreno Valley, Ca. Two infiltration basins are proposed for both mitigation of increased runoff from the site and for onsite BMPs for treatment of site runoff.

SITE BACKGROUND
The proposed project is located on the north side of Cactus Avenue with Bradshaw Circle on the west side of the property. The property is vacant and undeveloped and slopes from east to west.

There is a large undeveloped parcel adjacent to the property on the east property line that drains to swale along the east property line and conveys that offsite drainage to Cactus Avenue at the southeast corner of the property. There are single family residential properties immediately adjacent to the site along the north property line.

The soil type for the area is Type B per Plate C-1.17 “Hydrologic Soils Group Map for Sunnymead” from the Riverside County Hydrology Manual.

METHODOLOGY
Subareas were determined based on the proposed grading of the site. A link-node model was created for each subarea, with flow path length and elevations shown for the upstream and downstream nodes for the subarea. Peak flowrates were determined for each subarea using the CivilDesign Corporation “RIV” rational method hydrology software. The results of those calculations are shown on the site hydrology map included with this report. Separate maps for the existing and developed condition are included with this report.

ANALYSES/DISCUSSION
Rational method hydrology calculations have been prepared for 2, 10 & 100-year existing and proposed condition for the project site. In the existing condition site drainage sheet flows across the property to the west towards Bradshaw Circle. There is a high point at the knuckle of Bradshaw Circle with a portion of the site drainage (Area 1) flowing southerly to Cactus Avenue where it is collected by a series of catch basins along the Cactus Avenue and placed into an offsite storm drain in the existing condition. Area 2 flows go offsite along Bradshaw Circle to the west and thence out to Cactus Avenue where the flows are collected by a series of catch basins along Cactus Avenue. 1020
In the developed condition, the site has been designed to maintain the drainage area flow split with flows being routed through two onsite water quality infiltration basins. The infiltration basins will be located in the proposed landscape area onsite adjacent to Bradshaw Circle street right-of-way and will discharge to Bradshaw Circle.

The drainage areas and peak 2, 10 & 100-year discharges are summarized below:

Rational Method Calculations
Existing Condition
Description Area (Ac.)
2-year discharge
(cfs)
10-year
discharge (cfs)
100-year
discharge (cfs) Tc mim.

Area 1 2.93 1.62 3.48 5.90 15.27
Area 2 2.01 1.18 2.51 4.24 14.00
Proposed Condition
Description Area (Ac.)
2-year discharge
(cfs)
10-year
discharge (cfs)
100-year
discharge (cfs) Tc mim.

Area 1 2.13 1.84 3.08 4.91 11.92
Area 2 0.77 0.84 1.42 2.23 7.66
Area 3 1.68 1.46 2.44 3.89 11.85
2 & 3 2.45 6.60 12.28 21.60 13.85
PROPOSED PROJECT BMP’s
Based on soil infiltration test results we have selected an infiltration basin onsite as the method for treatment of onsite flows. The details of the proposed infiltration basin system are described in detail in the Preliminary Water Quality Management Plan prepared for this project.

CONCLUSION
Based on the calculations and proposed improvements, onsite flows can be conveyed to suitable points of disposal, and the proposed site development will not impact offsite properties.
1021
Appendix A
Existing Condition Rational Method Calculations
2-year
10-year
100-year
1022
ttm37858ex2a
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 04/15/20
File:ttm37858ex2a.out
------------------------------------------------------------------------ TTM 37858 EXISTING CONDITION
2-year flow rates - Area 1
RMB

------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6288
------------------------------------------------------------------------ Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 2.00 Antecedent Moisture Condition = 1 Standard intensity-duration curves data (Plate D-4.1)
For the [ Sunnymead-Moreno ] area used.
10 year storm 10 minute intensity = 2.010(In/Hr)
10 year storm 60 minute intensity = 0.820(In/Hr)
100 year storm 10 minute intensity = 2.940(In/Hr)
100 year storm 60 minute intensity = 1.200(In/Hr)
Storm event year = 2.0
Calculated rainfall intensity data:
1 hour intensity = 0.554(In/Hr)
Slope of intensity duration curve = 0.5000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION ****

Page 1 ends

1023
ttm37858ex2a
______________________________________________________________________ Initial area flow distance = 604.000(Ft.)
Top (of initial area) elevation = 67.400(Ft.)
Bottom (of initial area) elevation = 56.300(Ft.)
Difference in elevation = 11.100(Ft.)
Slope = 0.01838 s(percent)= 1.84
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 15.270 min.

Rainfall intensity = 1.099(In/Hr) for a 2.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.503
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 1) = 60.60
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 1.620(CFS)
Total initial stream area = 2.930(Ac.)
Pervious area fraction = 1.000
End of computations, total study area = 2.93 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 1.000
Area averaged RI index number = 78.0

Page 2 ends

1024
ttm37858ex2b
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 04/15/20
File:ttm37858ex2b.out
------------------------------------------------------------------------ TTM 37858 EXISTING CONDITION
2-year flow rates Area 2
RMB

------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6288
------------------------------------------------------------------------ Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 2.00 Antecedent Moisture Condition = 1 Standard intensity-duration curves data (Plate D-4.1)
For the [ Sunnymead-Moreno ] area used.
10 year storm 10 minute intensity = 2.010(In/Hr)
10 year storm 60 minute intensity = 0.820(In/Hr)
100 year storm 10 minute intensity = 2.940(In/Hr)
100 year storm 60 minute intensity = 1.200(In/Hr)
Storm event year = 2.0
Calculated rainfall intensity data:
1 hour intensity = 0.554(In/Hr)
Slope of intensity duration curve = 0.5000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 201.000 **** INITIAL AREA EVALUATION ****

Page 1 ends

1025
ttm37858ex2b
______________________________________________________________________ Initial area flow distance = 516.000(Ft.)
Top (of initial area) elevation = 69.200(Ft.)
Bottom (of initial area) elevation = 58.500(Ft.)
Difference in elevation = 10.700(Ft.)
Slope = 0.02074 s(percent)= 2.07
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 13.996 min.

Rainfall intensity = 1.148(In/Hr) for a 2.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.513
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 1) = 60.60
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 1.183(CFS)
Total initial stream area = 2.010(Ac.)
Pervious area fraction = 1.000
End of computations, total study area = 2.01 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 1.000
Area averaged RI index number = 78.0

Page 2 ends

1026
ttm37858ex10a
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 04/15/20
File:ttm37858ex10a.out
------------------------------------------------------------------------ TTM 37858 EXISTING CONDITION
10-YEAR FLOW RATES - AREA 1
RMB

------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6288
------------------------------------------------------------------------ Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1)
For the [ Sunnymead-Moreno ] area used.
10 year storm 10 minute intensity = 2.010(In/Hr)
10 year storm 60 minute intensity = 0.820(In/Hr)
100 year storm 10 minute intensity = 2.940(In/Hr)
100 year storm 60 minute intensity = 1.200(In/Hr)
Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.820(In/Hr)
Slope of intensity duration curve = 0.5000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION ****

Page 1 ends

1027
ttm37858ex10a
______________________________________________________________________ Initial area flow distance = 604.000(Ft.)
Top (of initial area) elevation = 67.400(Ft.)
Bottom (of initial area) elevation = 56.300(Ft.)
Difference in elevation = 11.100(Ft.)
Slope = 0.01838 s(percent)= 1.84
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 15.270 min.

Rainfall intensity = 1.625(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.731
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 78.00
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 3.481(CFS)
Total initial stream area = 2.930(Ac.)
Pervious area fraction = 1.000
End of computations, total study area = 2.93 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 1.000
Area averaged RI index number = 78.0

Page 2 ends

1028
ttm37858ex10b
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 04/15/20
File:ttm37858ex10b.out
------------------------------------------------------------------------ TTM 37858 EXISTING CONDITION
10-YEAR FLOW RATES - AREA 2
RMB

------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6288
------------------------------------------------------------------------ Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1)
For the [ Sunnymead-Moreno ] area used.
10 year storm 10 minute intensity = 2.010(In/Hr)
10 year storm 60 minute intensity = 0.820(In/Hr)
100 year storm 10 minute intensity = 2.940(In/Hr)
100 year storm 60 minute intensity = 1.200(In/Hr)
Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.820(In/Hr)
Slope of intensity duration curve = 0.5000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 201.000 **** INITIAL AREA EVALUATION ****

Page 1 ends

1029
ttm37858ex10b
______________________________________________________________________ Initial area flow distance = 516.000(Ft.)
Top (of initial area) elevation = 69.200(Ft.)
Bottom (of initial area) elevation = 58.500(Ft.)
Difference in elevation = 10.700(Ft.)
Slope = 0.02074 s(percent)= 2.07
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 13.996 min.

Rainfall intensity = 1.698(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.737
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 78.00
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 2.514(CFS)
Total initial stream area = 2.010(Ac.)
Pervious area fraction = 1.000
End of computations, total study area = 2.01 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 1.000
Area averaged RI index number = 78.0

Page 2 ends

1030
ttm37858ex100a
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 04/15/20
File:ttm37858ex100a.out
------------------------------------------------------------------------ TTM 37858 EXISTING CONDTION
100-YEAR FLOW RATES - AREA 1
RMB

------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6288
------------------------------------------------------------------------ Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 3 Standard intensity-duration curves data (Plate D-4.1)
For the [ Sunnymead-Moreno ] area used.
10 year storm 10 minute intensity = 2.010(In/Hr)
10 year storm 60 minute intensity = 0.820(In/Hr)
100 year storm 10 minute intensity = 2.940(In/Hr)
100 year storm 60 minute intensity = 1.200(In/Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.200(In/Hr)
Slope of intensity duration curve = 0.5000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION ****

Page 1 ends

1031
ttm37858ex100a
______________________________________________________________________ Initial area flow distance = 604.000(Ft.)
Top (of initial area) elevation = 67.400(Ft.)
Bottom (of initial area) elevation = 56.300(Ft.)
Difference in elevation = 11.100(Ft.)
Slope = 0.01838 s(percent)= 1.84
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 15.270 min.

Rainfall intensity = 2.379(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.846
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 89.80
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 5.897(CFS)
Total initial stream area = 2.930(Ac.)
Pervious area fraction = 1.000
End of computations, total study area = 2.93 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 1.000
Area averaged RI index number = 78.0

Page 2 ends

1032
ttm37858ex100b
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 04/15/20
File:ttm37858ex100b.out
------------------------------------------------------------------------ TTM 37858 EXISTING CONDTION
100-YEAR FLOW RATES - AREA 2
RMB

------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6288
------------------------------------------------------------------------ Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 3 Standard intensity-duration curves data (Plate D-4.1)
For the [ Sunnymead-Moreno ] area used.
10 year storm 10 minute intensity = 2.010(In/Hr)
10 year storm 60 minute intensity = 0.820(In/Hr)
100 year storm 10 minute intensity = 2.940(In/Hr)
100 year storm 60 minute intensity = 1.200(In/Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.200(In/Hr)
Slope of intensity duration curve = 0.5000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 201.000 **** INITIAL AREA EVALUATION ****

Page 1 ends

1033
ttm37858ex100b
______________________________________________________________________ Initial area flow distance = 516.000(Ft.)
Top (of initial area) elevation = 69.200(Ft.)
Bottom (of initial area) elevation = 58.500(Ft.)
Difference in elevation = 10.700(Ft.)
Slope = 0.02074 s(percent)= 2.07
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 13.996 min.

Rainfall intensity = 2.485(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.848
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 89.80
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 4.236(CFS)
Total initial stream area = 2.010(Ac.)
Pervious area fraction = 1.000
End of computations, total study area = 2.01 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 1.000
Area averaged RI index number = 78.0

Page 2 ends

1034
Appendix B
Proposed Condition Rational Method Calculations
2-year
10-year
100-year
1035
TTM37858dev2a
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 03/28/20
File:TTM37858dev2a.out
------------------------------------------------------------------------ TTM 37858 - Drainage Area A
Developed Condition - 2 year flow rates
RMB

------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6288
------------------------------------------------------------------------ Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 2.00 Antecedent Moisture Condition = 1 Standard intensity-duration curves data (Plate D-4.1)
For the [ Sunnymead-Moreno ] area used.
10 year storm 10 minute intensity = 2.010(In/Hr)
10 year storm 60 minute intensity = 0.820(In/Hr)
100 year storm 10 minute intensity = 2.940(In/Hr)
100 year storm 60 minute intensity = 1.200(In/Hr)
Storm event year = 2.0
Calculated rainfall intensity data:
1 hour intensity = 0.554(In/Hr)
Slope of intensity duration curve = 0.5000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION ****

Page 1 ends

1036
TTM37858dev2a
______________________________________________________________________ Initial area flow distance = 636.000(Ft.)
Top (of initial area) elevation = 64.500(Ft.)
Bottom (of initial area) elevation = 57.100(Ft.)
Difference in elevation = 7.400(Ft.)
Slope = 0.01164 s(percent)= 1.16
TC = k(0.370)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.924 min.

Rainfall intensity = 1.244(In/Hr) for a 2.0 year storm
CONDOMINIUM subarea type
Runoff Coefficient = 0.693
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 1) = 36.00
Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 1.840(CFS)
Total initial stream area = 2.134(Ac.)
Pervious area fraction = 0.350
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 53.500(Ft.)
Downstream point/station elevation = 53.000(Ft.)
Pipe length = 9.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.840(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 1.840(CFS)
Normal flow depth in pipe = 3.32(In.)
Flow top width inside pipe = 13.97(In.)
Critical Depth = 6.12(In.)
Pipe flow velocity = 8.21(Ft/s)
Travel time through pipe = 0.02 min.

Time of concentration (TC) = 11.94 min.

End of computations, total study area = 2.13 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 0.350
Area averaged RI index number = 56.0

Page 2 ends

1037
TTM37858dev2b
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 03/28/20
File:TTM37858dev2b.out
------------------------------------------------------------------------ TTM 37858 - Drainage Area B
Developed Condition - 2 year flow rates
RMB

------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6288
------------------------------------------------------------------------ Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 2.00 Antecedent Moisture Condition = 1 Standard intensity-duration curves data (Plate D-4.1)
For the [ Sunnymead-Moreno ] area used.
10 year storm 10 minute intensity = 2.010(In/Hr)
10 year storm 60 minute intensity = 0.820(In/Hr)
100 year storm 10 minute intensity = 2.940(In/Hr)
100 year storm 60 minute intensity = 1.200(In/Hr)
Storm event year = 2.0
Calculated rainfall intensity data:
1 hour intensity = 0.554(In/Hr)
Slope of intensity duration curve = 0.5000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** INITIAL AREA EVALUATION ****

Page 1 ends

1038
TTM37858dev2b
______________________________________________________________________ Initial area flow distance = 250.000(Ft.)
Top (of initial area) elevation = 62.900(Ft.)
Bottom (of initial area) elevation = 58.800(Ft.)
Difference in elevation = 4.100(Ft.)
Slope = 0.01640 s(percent)= 1.64
TC = k(0.370)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.663 min.

Rainfall intensity = 1.551(In/Hr) for a 2.0 year storm
CONDOMINIUM subarea type
Runoff Coefficient = 0.710
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 1) = 36.00
Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 0.848(CFS)
Total initial stream area = 0.770(Ac.)
Pervious area fraction = 0.350
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 55.800(Ft.)
Downstream point/station elevation = 55.000(Ft.)
Pipe length = 67.50(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.848(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 0.848(CFS)
Normal flow depth in pipe = 3.32(In.)
Flow top width inside pipe = 13.96(In.)
Critical Depth = 4.11(In.)
Pipe flow velocity = 3.79(Ft/s)
Travel time through pipe = 0.30 min.

Time of concentration (TC) = 7.96 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 0.770(Ac.)
Runoff from this stream = 0.848(CFS)

Page 2 ends

1039
TTM37858dev2b
Time of concentration = 7.96 min.

Rainfall intensity = 1.522(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 302.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 580.000(Ft.)
Top (of initial area) elevation = 64.500(Ft.)
Bottom (of initial area) elevation = 58.700(Ft.)
Difference in elevation = 5.800(Ft.)
Slope = 0.01000 s(percent)= 1.00
TC = k(0.370)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.846 min.

Rainfall intensity = 1.248(In/Hr) for a 2.0 year storm
CONDOMINIUM subarea type
Runoff Coefficient = 0.694
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 1) = 36.00
Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 1.458(CFS)
Total initial stream area = 1.685(Ac.)
Pervious area fraction = 0.350
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 55.700(Ft.)
Downstream point/station elevation = 55.000(Ft.)
Pipe length = 43.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.458(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 1.458(CFS)
Normal flow depth in pipe = 4.01(In.)
Flow top width inside pipe = 14.98(In.)
Critical Depth = 5.43(In.)
Pipe flow velocity = 4.97(Ft/s)
Travel time through pipe = 0.14 min.

Time of concentration (TC) = 11.99 min.

Page 3 ends

1040
TTM37858dev2b
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 1.685(Ac.)
Runoff from this stream = 1.458(CFS)
Time of concentration = 11.99 min.

Rainfall intensity = 1.240(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 0.848 7.96 1.522
2 1.458 11.99 1.240
Largest stream flow has longer time of concentration
Qp = 1.458 + sum of
Qb Ia/Ib

0.848 * 0.815 = 0.691
Qp = 2.149
Total of 2 main streams to confluence:

Flow rates before confluence point:

0.848 1.458
Area of streams before confluence:

0.770 1.685
Results of confluence:

Total flow rate = 2.149(CFS)
Time of concentration = 11.990 min.

Effective stream area after confluence = 2.455(Ac.)
End of computations, total study area = 2.46 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 0.350
Area averaged RI index number = 56.0

Page 4 ends

1041
TTM37893dev10
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 03/28/20
File:TTM37893dev10.out
------------------------------------------------------------------------ TTM 37893 - Mission & Agate
Developed Condition - 10 year flow rates
Including offsite area - mini warehouse storage
RMB
------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6288
------------------------------------------------------------------------ Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1)
For the [ Mira Loma ] area used.
10 year storm 10 minute intensity = 1.960(In/Hr)
10 year storm 60 minute intensity = 0.760(In/Hr)
100 year storm 10 minute intensity = 3.100(In/Hr)
100 year storm 60 minute intensity = 1.200(In/Hr)
Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.760(In/Hr)
Slope of intensity duration curve = 0.5300
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________

Page 1 ends

1042
TTM37893dev10
Initial area flow distance = 928.000(Ft.)
Top (of initial area) elevation = 102.700(Ft.)
Bottom (of initial area) elevation = 85.000(Ft.)
Difference in elevation = 17.700(Ft.)
Slope = 0.01907 s(percent)= 1.91
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 13.243 min.

Rainfall intensity = 1.693(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.728
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.920(CFS)
Total initial stream area = 2.370(Ac.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.500 to Point/Station 201.500 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 79.500(Ft.)
Downstream point/station elevation = 79.200(Ft.)
Pipe length = 36.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.920(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 2.920(CFS)
Normal flow depth in pipe = 6.81(In.)
Flow top width inside pipe = 17.46(In.)
Critical Depth = 7.79(In.)
Pipe flow velocity = 4.76(Ft/s)
Travel time through pipe = 0.13 min.

Time of concentration (TC) = 13.37 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.500 to Point/Station 201.500 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 2.370(Ac.)
Runoff from this stream = 2.920(CFS)
Time of concentration = 13.37 min.

Page 2 ends

1043
TTM37893dev10
Rainfall intensity = 1.684(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 201.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 957.000(Ft.)
Top (of initial area) elevation = 103.000(Ft.)
Bottom (of initial area) elevation = 85.000(Ft.)
Difference in elevation = 18.000(Ft.)
Slope = 0.01881 s(percent)= 1.88
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 13.445 min.

Rainfall intensity = 1.679(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.727
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.565(CFS)
Total initial stream area = 2.920(Ac.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 201.500 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 2.920(Ac.)
Runoff from this stream = 3.565(CFS)
Time of concentration = 13.44 min.

Rainfall intensity = 1.679(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 2.920 13.37 1.684
2 3.565 13.44 1.679
Largest stream flow has longer time of concentration

Page 3 ends

1044
TTM37893dev10
Qp = 3.565 + sum of
Qb Ia/Ib

2.920 * 0.997 = 2.912
Qp = 6.477
Total of 2 main streams to confluence:

Flow rates before confluence point:

2.920 3.565
Area of streams before confluence:

2.370 2.920
Results of confluence:

Total flow rate = 6.477(CFS)
Time of concentration = 13.445 min.

Effective stream area after confluence = 5.290(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 201.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 5.290(Ac.)
Runoff from this stream = 6.477(CFS)
Time of concentration = 13.44 min.

Rainfall intensity = 1.679(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 300.000 to Point/Station 301.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 807.000(Ft.)
Top (of initial area) elevation = 113.300(Ft.)
Bottom (of initial area) elevation = 98.100(Ft.)
Difference in elevation = 15.200(Ft.)
Slope = 0.01884 s(percent)= 1.88
TC = k(0.300)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 9.658 min.

Rainfall intensity = 2.001(In/Hr) for a 10.0 year storm COMMERCIAL subarea type
Runoff Coefficient = 0.869
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00

Page 4 ends

1045
TTM37893dev10
Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 6.660(CFS)
Total initial stream area = 3.830(Ac.)
Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 302.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 98.100(Ft.)
Downstream point/station elevation = 79.500(Ft.)
Pipe length = 957.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 6.660(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 6.660(CFS)
Normal flow depth in pipe = 7.49(In.)
Flow top width inside pipe = 22.24(In.)
Critical Depth = 10.97(In.)
Pipe flow velocity = 7.96(Ft/s)
Travel time through pipe = 2.00 min.

Time of concentration (TC) = 11.66 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 201.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 3.830(Ac.)
Runoff from this stream = 6.660(CFS)
Time of concentration = 11.66 min.

Rainfall intensity = 1.811(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 6.477 13.44 1.679
2 6.660 11.66 1.811
Largest stream flow has longer or shorter time of concentration Qp = 6.660 + sum of
Qa Tb/Ta

6.477 * 0.867 = 5.618
Qp = 12.278
Total of 2 streams to confluence:

Page 5 ends

1046
TTM37893dev10
Flow rates before confluence point:

6.477 6.660
Area of streams before confluence:

5.290 3.830
Results of confluence:

Total flow rate = 12.278(CFS)
Time of concentration = 11.661 min.

Effective stream area after confluence = 9.120(Ac.)
End of computations, total study area = 9.12 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 0.332
Area averaged RI index number = 56.0

Page 6 ends

1047
TTM37858dev10B
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 02/16/20
File:TTM37858dev10B.out
------------------------------------------------------------------------ TTM 37858 - Drainage Area B
Developed Condition - 10 year flow rates
RMB

------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6288
------------------------------------------------------------------------ Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1)
For the [ Sunnymead-Moreno ] area used.
10 year storm 10 minute intensity = 2.010(In/Hr)
10 year storm 60 minute intensity = 0.820(In/Hr)
100 year storm 10 minute intensity = 2.940(In/Hr)
100 year storm 60 minute intensity = 1.200(In/Hr)
Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.820(In/Hr)
Slope of intensity duration curve = 0.5000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** INITIAL AREA EVALUATION ****

Page 1 ends

1048
TTM37858dev10B
______________________________________________________________________ Initial area flow distance = 250.000(Ft.)
Top (of initial area) elevation = 62.900(Ft.)
Bottom (of initial area) elevation = 58.800(Ft.)
Difference in elevation = 4.100(Ft.)
Slope = 0.01640 s(percent)= 1.64
TC = k(0.370)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.663 min.

Rainfall intensity = 2.294(In/Hr) for a 10.0 year storm CONDOMINIUM subarea type
Runoff Coefficient = 0.801
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 1.416(CFS)
Total initial stream area = 0.770(Ac.)
Pervious area fraction = 0.350
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 55.800(Ft.)
Downstream point/station elevation = 55.000(Ft.)
Pipe length = 67.50(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.416(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 1.416(CFS)
Normal flow depth in pipe = 4.28(In.)
Flow top width inside pipe = 15.32(In.)
Critical Depth = 5.34(In.)
Pipe flow velocity = 4.40(Ft/s)
Travel time through pipe = 0.26 min.

Time of concentration (TC) = 7.92 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 0.770(Ac.)
Runoff from this stream = 1.416(CFS)

Page 2 ends

1049
TTM37858dev10B
Time of concentration = 7.92 min.

Rainfall intensity = 2.257(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 302.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 580.000(Ft.)
Top (of initial area) elevation = 64.500(Ft.)
Bottom (of initial area) elevation = 58.700(Ft.)
Difference in elevation = 5.800(Ft.)
Slope = 0.01000 s(percent)= 1.00
TC = k(0.370)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.846 min.

Rainfall intensity = 1.845(In/Hr) for a 10.0 year storm CONDOMINIUM subarea type
Runoff Coefficient = 0.786
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 2.444(CFS)
Total initial stream area = 1.685(Ac.)
Pervious area fraction = 0.350
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 55.700(Ft.)
Downstream point/station elevation = 55.000(Ft.)
Pipe length = 43.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.444(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 2.444(CFS)
Normal flow depth in pipe = 5.20(In.)
Flow top width inside pipe = 16.32(In.)
Critical Depth = 7.10(In.)
Pipe flow velocity = 5.77(Ft/s)
Travel time through pipe = 0.12 min.

Time of concentration (TC) = 11.97 min.

Page 3 ends

1050
TTM37858dev10B
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 1.685(Ac.)
Runoff from this stream = 2.444(CFS)
Time of concentration = 11.97 min.

Rainfall intensity = 1.836(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 1.416 7.92 2.257
2 2.444 11.97 1.836
Largest stream flow has longer time of concentration
Qp = 2.444 + sum of
Qb Ia/Ib

1.416 * 0.813 = 1.151
Qp = 3.595
Total of 2 main streams to confluence:

Flow rates before confluence point:

1.416 2.444
Area of streams before confluence:

0.770 1.685
Results of confluence:

Total flow rate = 3.595(CFS)
Time of concentration = 11.970 min.

Effective stream area after confluence = 2.455(Ac.)
End of computations, total study area = 2.46 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 0.350
Area averaged RI index number = 56.0

Page 4 ends

1051
ttm37858dev100
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 02/16/20
File:ttm37858dev100.out
------------------------------------------------------------------------ TTM 37858 Drainage Area A
Developed Condition - 100-year flow rates
RMB

------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6288
------------------------------------------------------------------------ Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 3 Standard intensity-duration curves data (Plate D-4.1)
For the [ Sunnymead-Moreno ] area used.
10 year storm 10 minute intensity = 2.010(In/Hr)
10 year storm 60 minute intensity = 0.820(In/Hr)
100 year storm 10 minute intensity = 2.940(In/Hr)
100 year storm 60 minute intensity = 1.200(In/Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.200(In/Hr)
Slope of intensity duration curve = 0.5000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION ****

Page 1 ends

1052
ttm37858dev100
______________________________________________________________________ Initial area flow distance = 636.000(Ft.)
Top (of initial area) elevation = 64.500(Ft.)
Bottom (of initial area) elevation = 57.100(Ft.)
Difference in elevation = 7.400(Ft.)
Slope = 0.01164 s(percent)= 1.16
TC = k(0.370)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.924 min.

Time of concentration (TC) = 11.94 min.

End of computations, total study area = 2.13 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 0.350
Area averaged RI index number = 56.0

Page 2 ends

1053
TTM37858dev100B
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 02/16/20
File:TTM37858dev100B.out
------------------------------------------------------------------------ TTM 37858 Drainage Areas B & C
Developed Condition - 100-year flow rates
RMB

Page 1 ends

1054
TTM37858dev100B
______________________________________________________________________ Initial area flow distance = 250.000(Ft.)
Top (of initial area) elevation = 62.900(Ft.)
Bottom (of initial area) elevation = 58.800(Ft.)
Difference in elevation = 4.100(Ft.)
Slope = 0.01640 s(percent)= 1.64
TC = k(0.370)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.663 min.

In Main Stream number: 1
Stream flow area = 0.770(Ac.)
Runoff from this stream = 2.231(CFS)

Page 2 ends

1055
TTM37858dev100B
Time of concentration = 7.89 min.

Time of concentration (TC) = 11.96 min.

Page 3 ends

1056
TTM37858dev100B
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 1.685(Ac.)
Runoff from this stream = 3.891(CFS)
Time of concentration = 11.96 min.

Rainfall intensity = 2.688(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 2.231 7.89 3.310
2 3.891 11.96 2.688
Largest stream flow has longer time of concentration
Qp = 3.891 + sum of
Qb Ia/Ib

2.231 * 0.812 = 1.812
Qp = 5.703
Total of 2 main streams to confluence:

Flow rates before confluence point:

2.231 3.891
Area of streams before confluence:

0.770 1.685
Results of confluence:

Total flow rate = 5.703(CFS)
Time of concentration = 11.955 min.

Effective stream area after confluence = 2.455(Ac.)
End of computations, total study area = 2.46 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 0.350
Area averaged RI index number = 56.0

Page 4 ends

1057
Project Site
1058
Appendix C
Reference Materials
Soils Map
Hydrology Maps
1059
PARCEL 3 PM 8114 PMB 38/28 PARCEL 1 PM 16636 PMB 96/16 PARCEL 2 PM 16636 PMB 96/16 PARCEL 3 PM 17535 PMB 96/57-58 AREA 2 87,407 sf 2.01 acres AREA 1 127,532 sf 2.93 acres L = 516' L = 604' ROBERT BEERS ’ SITE HYDROLOGY DATA HYDROLOGY LEGEND 1060 CL CACTUS AVENUE PARCEL 3 PM 8114 PMB 38/28 PARCEL 1 PM 16636 PMB 96/16 PARCEL 2 PM 16636 PMB 96/16 LOT E PM 8114 PMB 38/28 CL BRADSHAW CIRCLE PARCEL 3 PM 17535 PMB 96/57-58 ROBERT BEERS TENTATIVE TRACT MAP NO. 37858 LEGAL DESCRIPTION: DEVELOPED CONDITION HYDROLOG MAP HYDROLOGY DATA HYDROLOGY LEGEND 1061 - 37 -
Appendix 8: Source Control
Pollutant Sources/Source Control Checklist
1062

S T O R M W A T E R P O L L U T A N T S O U R C E S / S O U R C E C O N T R O L C H E C K L I S T How to use this worksheet (also see instructions in Section G of the WQMP Template):

1. Review Column 1 and identify which of these potential sources of stormwater pollutants apply to your site. Check each box that applies.

2. Review Column 2 and incorporate all of the corresp
onding applicable BMPs in your WQMP Exhibit.

3. Review Columns 3 and 4 and incorporate all of the corresponding applicable permanent controls and operational BMPs in your WQMP. Use the format shown in Table G.1on page 23 of this WQMP Template. Describe your specific BMPs in an accompanying narrative, and explain any special conditions or situations that required omitting BMPs or substituting alternative BMPs for those shown here.

IF THESE SOURCES WILL BE ON THE PROJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 2 3 4
Potential Sources of Permanent Controls—Show on Permanent Controls—List in WQMP Operational BMPs—Include in WQMP Runoff Pollutants WQMP Drawings Table and Narrative Table and Narrative  A. On-site storm drain
 Locations of inlets.
 Mark all inlets with the words
 Maintain and periodically repaint or
inlets “Only Rain Down the Storm replace inlet markings.

Drain” or similar. Catch Basin Markers may be available from the Riverside County Flood Control and Water Conservation District, call 951.955.1200 to verify. 
Provide stormwater pollution prevention information to new site owners, lessees, or operators. See applicable operational BMPs in Fact Sheet SC-44, “Drainage System Maintenance,” in the CASQA Stormwater Quality Handbooks at www.cabmphandbooks.com  Include the following in lease
agreements: “Tenant shall not allow anyone to discharge anything to storm drains or to store or deposit materials so as to create a potential discharge to storm drains.”  B. Interior floor drains
 State that interior floor drains and
 Inspect and maintain drains to prevent
and elevator shaft sump elevator shaft sump pumps will be blockages and overflow. pumps plumbed to sanitary sewer.
 C. Interior parking
 State that parking garage floor
 Inspect and maintain drains to prevent
garages drains will be plumbed to the blockages and overflow. sanitary sewer.
✔ ✔ ✔ ✔
✔
✔
✔
1063

Provide IPM information to new owners, lessees and operators. and guidance in Chapter 5.) use of fertilizers and pesticides that can contribute to stormwater
 pollution.

Where landscaped areas are used to retain or detain stormwater, specify plants that are tolerant of saturated  soil conditions.

Consider using pest-resistant
 plants, especially adjacent to
hardscape. To insure successful establishment, select plants appropriate to site soils, slopes, climate, sun, wind, rain, land use, air movement, ecological consistency, and plant interactions. ✔
✔ ✔
✔
✔
✔
✔
✔
✔
1064

S T O R M W A T E R P O L L U T A N T S O U R C E S / S O U R C E C O N T R O L C H E C K L I S T IF THESE SOURCES WILL BE ON THE PROJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 2 3 4
Potential Sources of Permanent Controls—Show on Permanent Controls—List in WQMP Operational BMPs—Include in WQMP Runoff Pollutants WQMP Drawings Table and Narrative Table and Narrative  E. Pools, spas, ponds,
 Show location of water feature and If the Co-Permittee requires pools  See applicable operational BMPs in
decorative fountains, and other water features.
a sanitary sewer cleanout in an accessible area within 10 feet. (Exception: Public pools must be
to be plumbed to the sanitary sewer, place a note on the plans and state in the narrative that this “Guidelines for Maintaining Your Swimming Pool, Jacuzzi and Garden Fountain” at
plumbed according to County Department of Environmental connection will be made according to local requirements. http://rcflood.org/stormwater/
Health Guidelines.)
 F. Food service
 For restaurants, grocery stores, and
other food service operations, show
location (indoors or in a covered area outdoors) of a floor sink or other area for cleaning floor mats, containers, and equipment. 
Describe the location and features of the designated cleaning area. Describe the items to be cleaned in this facility and how it has been sized to insure that the largest items can be accommodated.  See the brochure, “The Food Service
Industry Best Management Practices for: Restaurants, Grocery Stores, Delicatessens and Bakeries” at http://rcflood.org/stormwater/ Provide this brochure to new site  On the drawing, show a note that owners, lessees, and operators. this drain will be connected to a grease interceptor before discharging to the sanitary sewer.  G. Refuse areas
 Show where site refuse and
 State how site refuse will be
 State how the following will be
recycled materials will be handled handled and provide supporting implemented:

and stored for pickup. See local municipal requirements for sizes and other details of refuse areas. If dumpsters or other receptacles 
detail to what is shown on plans. State that signs will be posted on or near dumpsters with the words “Do not dump hazardous materials Provide adequate number of receptacles. Inspect receptacles regularly; repair or replace leaky receptacles. Keep receptacles covered. are outdoors, show how the here” or similar. Prohibit/prevent dumping of liquid or designated area will be covered, hazardous wastes. Post “no hazardous graded, and paved to prevent run- materials” signs. Inspect and pick up on and show locations of berms to litter daily and clean up spills prevent runoff from the area. immediately. Keep spill control  Any drains from dumpsters,
compactors, and tallow bin areas
shall be connected to a grease removal device before discharge to sanitary sewer. materials available on-site. See Fact Sheet SC-34, “Waste Handling and Disposal” in the CASQA Stormwater Quality Handbooks at www.cabmphandbooks.com 1065

Include a detailed description of materials to be stored, storage areas, and structural features to prevent pollutants from entering storm drains.  See the Fact Sheets SC-31, “Outdoor
Liquid Container Storage” and SC-33, “Outdoor Storage of Raw Materials ” in the CASQA Stormwater Quality Handbooks at
cleaning, repair, and maintenance.)
 Storage of non-hazardous liquids
shall be covered by a roof and/or
drain to the sanitary sewer system, and be contained by berms, dikes, liners, or vaults.

Where appropriate, reference documentation of compliance with the requirements of Hazardous Materials Programs for:
 Hazardous Waste Generation
www.cabmphandbooks.com
 Storage of hazardous materials and
wastes must be in compliance with
the local hazardous materials
 Hazardous Materials Release
Response and Inventory
ordinance and a Hazardous  California Accidental Release Materials Management Plan for the site.
(CalARP)
 Aboveground Storage Tank  Uniform Fire Code Article 80 Section 103(b) & (c) 1991
 Underground Storage Tank
www.cchealth.org/groups/hazmat /
1067

Refer to “Outdoor Cleaning
Activities and Professional Mobile Service Providers” for many of the Potential Sources of Runoff Pollutants categories below. Brochure can be found at http://rcflood.org/stormwater/ is prohibited on-site and hoses are
Car dealerships and similar may
provided with an automatic shut- rinse cars with water only. off to discourage such use). (3) Washing areas for cars, vehicles, and equipment shall be paved, designed to prevent run-on to or runoff from the area, and plumbed to drain to the sanitary sewer. (4) Commercial car wash facilities shall be designed such that no runoff from the facility is discharged to the storm drain system. Wastewater from the facility shall discharge to the sanitary sewer, or a wastewater reclamation system shall be installed. 1068

State that there are no tanks, containers or sinks to be used for parts cleaning or rinsing or, if there are, note the agency from which an industrial waste discharge permit  No vehicle fluid removal shall be
performed outside a building, nor on
asphalt or ground surfaces, whether inside or outside a building, except in such a manner as to ensure that any spilled fluid will be in an area of secondary containment. Leaking  Add a note on the plans that states will be obtained and that the vehicle fluids shall be contained or either (1) there are no floor drains, design meets that agency’s drained from the vehicle immediately. or (2) floor drains are connected to wastewater pretreatment systems prior to discharge to the sanitary sewer and an industrial waste discharge permit will be obtained.
requirements.

No person shall leave unattended drip parts or other open containers containing vehicle fluid, unless such containers are in use or in an area of secondary containment. Refer to “Automotive Maintenance & Car Care Best Management Practices for Auto Body Shops, Auto Repair Shops, Car Dealerships, Gas Stations and Fleet Service Operations”. Brochure can be found at http://rcflood.org/stormwater/ Refer to Outdoor Cleaning Activities and Professional Mobile Service Providers for many of the Potential Sources of Runoff Pollutants categories below. Brochure can be found at http://rcflood.org/stormwater/ 1069

See the Fact Sheet SD-30 , “Fueling Areas” in the CASQA Stormwater Quality Handbooks at www.cabmphandbooks.com  Fueling areas shall be covered by a
canopy that extends a minimum of
ten feet in each direction from each pump. [Alternative: The fueling area must be covered and the cover’s minimum dimensions must be equal to or greater than the area within the grade break or fuel dispensing area1.] The canopy [or cover] shall not drain onto the fueling area.
6 The fueling area shall be defined as the area extending a minimum of 6.5 feet from the corner of each fuel dispenser or the length at which the hose and nozzle assembly may be operated plus a minimum of one foot, whichever is greater.
1070

See Fact Sheet SC-30, “Outdoor Loading and Unloading,” in the CASQA Stormwater Quality Handbooks at www.cabmphandbooks.com sanitary sewer, or diverted and collected for ultimate discharge to the sanitary sewer.
 Loading dock areas draining
directly to the sanitary sewer shall be equipped with a spill control valve or equivalent device, which shall be kept closed during periods of operation.  Provide a roof overhang over the
loading area or install door skirts (cowling) at each bay that enclose the end of the trailer. 1071

Any drainage sumps on-site shall
 feature a sediment sump to reduce
the quantity of sediment in pumped water.
 Avoid roofing, gutters, and trim
made of copper or other unprotected metals that may leach into runoff. Include controls for other sources as specified by local reviewer. ✔
✔
1072

1.0 GENERAL

1.1 This item shall govern the furnishing and installation of the Filterra® Bioretention System by Contech Engineered Solutions LLC, complete and operable as shown and as specified herein, in accordance with the requirements of the plans and contract documents.

1.2 Contractor shall furnish all labor, materials, equipment and incidentals necessary to install the bioretention system, appurtenances and incidentals in accordance with the Drawings and as specified herein.

1.3 Bioretention system shall utilize the physical, chemical and biological mechanisms of an engineered biofiltration media, plant and microbe complex to remove pollutants typically found in urban stormwater runoff. The treatment system shall be a fully equipped, preconstructed, drop-in-place unit designed for applications in the urban landscape to treat contaminated runoff from impervious surfaces.

1.4 Bioretention system shall be capable of stand-alone stormwater treatment.

1.5 Bioretention plants shall be incorporated into the system with plant material extending into the treatment zone of the engineered media at time of Activation.

1.6 The bioretention system shall be of a type that has been installed and in use for a minimum of five (5) consecutive years preceding the date of installation of the system. The Manufacturer shall have been, during the same consecutive five (5) year period, engaged in the engineering design and production of systems deployed for the treatment of stormwater runoff and which have a history of successful production, acceptable to the Engineer of Record and/or the approving Jurisdiction. The Manufacturer of the Filterra Bioretention System shall be, without exception:

Contech Engineered Solutions LLC
9100 Centre Pointe Drive
West Chester, OH, 45069
Tel: 1 800 338 1122

1.7 Applicable provisions of any Division shall govern work in this section.

1.8 American Society for Testing and Materials (ASTM) Reference Specifications

1.8.1 ASTM C857: Standard Practice for Minimum Structural Design Loading for Underground Precast Concrete Utility Structures

1.8.2 ASTM C858: Standard Specification of Underground Precast Concrete Utility Structures
1120
2 1.8.3 ASTM C990: Standard Specification for Joints for Precast Box Sections Using Preformed Flexible Joint Sealants

1.8.4 ASTM C109: Standard Test Method for Compressive Strength of Hydraulic Cement Mortars

1.9 Manufacturer or authorized supplier to submit shop drawings for bioretention System with the vault, engineered biofiltration media and accessory equipment. Drawings shall include principal dimensions, engineered biofiltration media placement, location of piping and unit foundation.

1.9.1 Manufacturer or authorized supplier shall submit installation instructions to the contractor.

1.9.2 Manufacturer or authorized supplier shall submit Operations and Maintenance Manual to the contractor.

1.9.3 Before installation of the bioretention system, Contractor shall obtain the written approval of the Engineer of Record for the system drawings.

1.10 No product substitutions shall be accepted unless submitted 10 days prior to project bid date, or as directed by the Engineer of Record. Submissions for substitutions require review and approval by the Engineer of Record, for hydraulic performance, impact to project designs, equivalent treatment performance, and any required project plan and report (hydrology/hydraulic, water quality, stormwater pollution) modifications that would be required by the approving jurisdictions/agencies. Contractor to coordinate with the Engineer of Record any applicable modifications to the project estimates of cost, bonding amount determinations, plan check fees for changes to approved documents, and/or any other regulatory requirements resulting from the product substitution.

2.0 MATERIALS

2.1 Internal components including engineered biofiltration media, underdrain stone, PVC underdrain piping, and mulch must be included as part of the bioretention system and shall be provided by Contech Engineered Solutions LLC. Note that vegetation is an essential component of bioretention systems, and shall be provided at time of Activation by the contractor.

2.1.1 Engineered biofiltration media shall consist of both organic and inorganic components. Stormwater shall be directed to flow vertically through the media profile, saturating the full media profile without downstream flow control.

2.1.2 Underdrain stone shall be of size and shape to provide adequate bridging between the media and stone for the prevention of migration of fine particles.

Underdrain stone must also be able to convey the design flow rate of the system without restriction and be approved for use in the Filterra Bioretention System by Contech Engineered Solutions LLC.

2.1.3 PVC Underdrain Piping shall be SDR35 with perforation pattern designed to 1121
3 convey system design flow rate without restriction.

2.1.4 Mulch shall be double shredded wood or bark mulch approved for use with the Filterra Bioretention System by Contech Engineered Solutions LLC.

2.2 Precast concrete vault shall be provided by Manufacturer or authorized supplier according to ASTM C857 and C858.

2.2.1 Vault joint sealant shall be Conseal CS-101 or approved equal. Joints shall be sealed with preformed joint sealing compound conforming to ASTM C 990.

2.2.2 If interior concrete baffle walls are provided, baffle walls shall be cast-in or sealed to the interior vault walls and floor with a polyurethane construction sealant rated for use below the waterline, SikaFlex 1a or equal. Contractor to provide sealant material and installation unless completed prior to shipment.

2.3 Tree grates and access covers shall be cast iron. Tree grate frames shall be galvanized steel.

2.4 Curb Nosing (where applicable) shall be galvanized steel and where specified shall be cast into a top slab designed to support a minimum of H5 loading at the curb.

2.5 All contractor-provided components shall meet the requirements of this section, the plans specifications and contract documents. In the case of conflict, the more stringent specification shall apply.

2.5.1 Crushed rock base material shall be six-inch minimum layer of ¾-inch minus rock.

Compact undisturbed sub-grade materials to 95% of maximum density at +/-2% of optimum moisture content. Unsuitable material below sub-grade shall be replaced to engineer’s approval.

2.5.2 Concrete shall have an unconfined compressive strength at 28 days of at least 3000 psi, with ¾-inch round rock, a 4-inch slump maximum, and shall be placed within 90 minutes of initial mixing.

2.5.3 Silicone Sealant shall be pure RTV silicone conforming to Federal Specification Number TT S001543A or TT S00230C or Engineer approved.

2.5.4 Grout shall be non-shrink grout meeting the requirements of Corps of Engineers CRD-C588. Specimens molded, cured and tested in accordance with ASTM C-109 shall have minimum compressive strength of 6,200 psi. Grout shall not exhibit visible bleeding.

2.5.5 Backfill material shall be ¾-inch minus crushed rock, or approved equal.

2.5.6 Vegetation shall comply with the type and size required by the approved drawings and shall be alive and free of obvious signs of disease. Vegetation shall be of species listed in approved Filterra Plant list or otherwise approved by Manufacturer. Vegetation shall be supplied by Contractor prior to Activation. 1122
4 3.0 PERFORMANCE

3.1 Treatment Capabilities shall be verified via third-party report following either TAPE or TARP protocols.

3.1.1 Engineered biofiltration media minimum treatment flow rate shall be 140”/hr.

The system shall be designed to ensure that high flow events shall bypass the engineered biofiltration media preventing erosion and resuspension of pollutants.

3.1.2 The system shall remove a minimum of 85% Total Suspended Solids (TSS).

3.1.3 The system shall remove a minimum of 62% Total Phosphorus (TP).

3.1.4 The system shall remove a minimum of 34% Total Nitrogen (TN).

3.2 The system shall have General Use Level Designation from Washington Department of Ecology for Basic (TSS), Phosphorus, Enhanced (Metals), and Oil/Grease and have Certification by New Jersey Department of Environment.

3.3 Quality Assurance and Quality Control procedures shall be followed for all batches of engineered biofiltration media produced. Engineered biofiltration media shall be certified by the Manufacturer for performance and composition.

3.3.1 Media particle size distribution and composition shall be verified as per relevant ASTM Standards.

3.3.2 Media pollutant removal performance shall be verified as per relevant ASTM Standards as well as a minimum of one scientific method approved by the USEPA.

3.3.3 Media hydraulic performance shall be verified as per relevant ASTM Standards.

3.3.4 Media fertility shall be verified as per a minimum of one published scientific method.

3.4 The Manufacturer shall ensure through third party full scale field testing of installed units that the design flow rate of the system is not reduced over time. Studies shall be performed on a minimum of 10 systems of various ages, maintenance frequencies, and land uses. At least 80% of the tested systems shall have been installed 2.5 or more years. At least 50% of the systems shall have previous maintenance intervals greater than 2 times the manufacturer’s recommendation.

4.0 EXECUTION

4.1 Set precast vault on crushed rock base material that has been placed in maximum 6-inch lifts, loose thickness, and compacted to at least 95-percent of the maximum dry density as determined by the standard Proctor compaction test, ASTM D698, at moisture content of +/- 2% of optimum water content.
1123
5 4.2 Inlet and outlet pipes shall be attached to provided couplers or grouted in and connected to precast concrete vault according to Engineer’s requirements and specifications.

4.3 All throat and grate protection covers shall remain in place until the system is activated.

4.4 Contractor to cast-in-place throat inlet to convey stormwater into bioretention System according to Engineer’s requirements and specifications.

4.5 Engineered biofiltration media shall be delivered installed in the vault, unless otherwise agreed upon with the Manufacturer. Contractor shall take appropriate action to protect the media from sediment and other debris during construction. The method ultimately selected shall be at Contractor’s discretion and Contractor’s risk.

4.5.1 If media is shipped separately from vault, Manufacturer or a Manufacturer’s certified representative shall install media into the vault or be present to supervise installation in order to ensure proper installation.

4.6 The bioretention system shall not be placed in operation (activated) until the project site is clean and stabilized (construction erosion control measures no longer required). The project site includes any surface that contributes storm drainage to the system. All impermeable surfaces shall be clean and free of dirt and debris. All catch basins, manholes and pipes shall be free of dirt and sediment. Activation shall be provided by Manufacturer or authorized supplier, and includes planting of the vegetation provided by the Contractor.

4.7 Each correctly installed system shall include a Final Inspection performed by Manufacturer or authorized supplier upon request between 6-12 months after Activation. The cost of this service shall be included in the price of the system and include the following.

4.7.1 System inspection to help owner establish proper routine maintenance intervals.

4.7.2 Routine maintenance: removal of foreign debris, silt, loose plant material and trash; mulch removal; engineered biofiltration media evaluation; plant health evaluation and pruning; replacement of mulch; disposal of all maintenance refuse items; and updating of maintenance records.

4.8 To ensure long term performance of the bioretention system, continuing annual maintenance programs should be performed or purchased by the owner per the latest Filterra Bioretention System Operation and Maintenance manual. 1124

ENGINEERED SOLUTIONS
Filterra®
High Performance Bioretention
1125
Your Contech Team
Contech is the leader in stormwater solutions,
helping engineers, contractors and owners with
infrastructure and land development projects
throughout North America.

With our responsive team of stormwater experts,
local regulatory expertise and flexible solutions,
Contech is the trusted partner you can count on for
stormwater management solutions.

The experts you need to
solve your stormwater challenges

STORMWATER

CONSULTANT
It’s my job to recommend
the best solution to meet
permitting requirements.

STORMWATER

DESIGN ENGINEER
I work with consultants to design
the best approved solution to
meet your project’s needs.

REGULATORY MANAGER
I understand the local stormwater
regulations and what solutions
will be approved.

SALES ENGINEER
I make sure our solutions
meet the needs of the contractor
during construction.

Contech is your partner in stormwater management solutions 1126
Filterra is an engineered high-performance bioretention system. While it operates similar to traditional bioretention, its high flow media allows for a reduction in footprint of up to 95% versus traditional bioretention practices. Filterra provides a Low Impact Development (LID) solution for tight, highly developed sites such as urban development projects, commercial parking lots, residential streets, and streetscapes.

Its small footprint also reduces installation and life cycle costs versus traditional bioretention. Filterra can be configured in many different ways to enhance site aesthetics, integrate with other LID practices, or increase runoff reduction through infiltration below or downstream of the system.

At the Manchester Stormwater
Park seen above, the Filterra
systems surrounding the central
courtyard allowed for the creation
of a community space with parking,
sidewalks, and benches in a quaint
downtown area. A traditional
bioretention system treating the
same drainage area would have
occupied the entire park area leaving
no room for these amenities.

Low Impact Development in a
Small Footprint – Filterra®

ENGINEERED SOLUTIONS
1127
Filterra® High Performance
Bioretention
Using nature to facilitate Stormwater Management
Tested in the field and laboratory ...

1. Stormwater enters the Filterra through a pipe, curb inlet, or sheet flow and ponds over the pretreatment mulch layer, capturing heavy sediment and debris. Organics and microorganisms within the mulch trap and degrade metals and hydrocarbons. The mulch also provides water retention for the system’s vegetation.

2. Stormwater flows through engineered Filterra media which filters fine pollutants and nutrients. Organic material in the media removes dissolved metals and acts as a food source for root-zone microorganisms. Treated water exits through an underdrain pipe or infiltrates (if designed accordingly).

3. Rootzone microorganisms digest and transform pollutants into forms easily absorbed by plants.

4. Plant roots absorb stormwater and pollutants that were transformed by microorganisms, regenerating the media’s pollutant removal capacity. The roots grow, provide a hospitable environment for the rootzone microorganisms and penetrate the media, maintaining hydraulic conductivity.

5. The plant trunk and foliage utilize nutrients such as Nitrogen and Phosphorus for plant health, sequester heavy metals into the biomass, and provide evapotranspiration of residual water within the system.

How the Filterra® Works
Plants and organic material are
vital to the long term performance
of bioretention systems
1 2
5 4
3 1
2 3
4 5
1128

FEATURE BENEFITS
High biofiltration media flow rate (up to 175”/hr+) Greatly reduced footprint versus traditional bioretention and LID solutions
Filterra system is packaged, including all components
necessary for system performance Quality control for easy, fast and successful installation Quick and easy maintenance Low lifecycle costs
Variety of configurations and aesthetic options Integrates easily into any site or landscape plan Natural stormwater management processes featuring
organics and vegetation
Meets Low Impact Development requirements and ensures
long-term performance
Filterra is approved through numerous local, state and
federal verification programs, including:

New Jersey Department of Environmental Protection (NJ DEP) Washington Department of Ecology (GULD) – Basic, Enhanced, Phosphorus, and Oil
Maryland Department of the Environment - Environmental Site Design (ESD)
Texas Commission on Environmental Quality (TCEQ)
Virginia Department of Environmental Quality (VA DEQ)
Maine Department of Environmental Protection (ME DEP)
Atlanta, GA Regional Commission
Los Angeles County, CA - Alternate to Attachment H
City of Portland, Oregon Bureau of Environmental Services North Carolina Department of Environmental Quality (NC DEQ) Filterra® Features and Benefits
Select Filterra® Approvals
The Filterra system can
be configured with many
different aesthetic options

ENGINEERED SOLUTIONS
1129
Filterra® Performance Testing Results

APPLICATION TIPS
• The Filterra system has
been tested under industry
standard protocols and has
proven its pollutant removal
performance and system
longevity.
• Contech invests significant
resources in media blending
calibration and product
testing to ensure our media
meets our strict performance
specifications every time.
• Keep regulators and owners
happy by selecting a product
with predictable and proven
maintenance longevity.

POLLUTANT OF

CONCERN

MEDIAN REMOVAL

EFFICIENCY

MEDIAN EFFLUENT

CONCENTRATION (MG/L)
Total Suspended Solids (TSS) 86% 3.3
Total Phosphorus - TAPE (TP) 70% 0.05
Total Nitrogen (TN) 34% 0.54
Total Copper (TCu) 55% 0.004
Total Dissolved Copper 43% 0.003
Total Zinc (TZn) 56% 0.04
Total Dissolved Zinc 54% 0.1
Total Petroleum
Hydrocarbons 87% 0.71
Sources:

UVA (TARP) Field Study - 2006
Herrera (TAPE) Study - 2009
Herrera (TAPE) Study - 2014
NC State Study - 2015
Each batch of Filterra® media has
been extensively tested to ensure
consistent performance every time.

Note: Some jurisdictions recognize higher removal rates. Contact your Contech Stormwater Consultant for performance expectations.

Field tested and performance verified
1130
Filterra® Maintenance
Activation and vegetation selection
guidance is included with every system.

With proper routine maintenance, the engineered
media within the Filterra system should last as long as traditional bioretention media.

Maintenance is low-cost, low-tech and simple:

Remove trash, sediment, and mulch
Replace with a fresh 3” layer of mulch
No confined space entry or special tools
Easily performed by landscape contractor or facilities
maintenance provider
Filterra offers high performance
bioretention for advanced pollutant
removal with easy maintenance.

Plant health evaluation and pruning
is important to encourage growth.

Watch the Filterra Maintenance video
at www.ContechES.com/filterra
All stormwater treatment systems require
maintenance for effective operation.

ENGINEERED SOLUTIONS
1131
Multiple configurations allow for easy site integration Filterra® Configurations
Multiple system configurations integrate with
site hydraulic design and layout ...

The Filterra is available in a variety of precast configurations as well as Filterra Bioscape, which can be installed directly into an excavated basin.

Bypass via downstream catch basin.

Bypass via downstream catch basin.
*Additional configurations available, including offline - pipe, peak diversion - grate, and internal bypass curb-chamber.

Filterra Internal
Bypass Curb
Filterra Peak
Diversion
Filterra Sedimentation
Chamber (Maryland Only)
Filterra Offline
1132
Filterra® Bioscape®
Configurations
Filterra Bioscape
Vault Offline
*Additional configurations available, including bioscape vault offline pipe.

Bypass via downstream catch basin.

ENGINEERED SOLUTIONS
Filterra Bioscape
Bypass via upstream structure.

Multiple inlet options.

Filterra Bioscape
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NOISE IMPACT STUDY
BRADSHAW COLLECTION (TTM 37858)
City of Moreno Valley, CA

SINGLE FAMILY RESIDENTIAL PROJECT
1137
RK19745.1.doc
JN: 1742-2024-02

Bradshaw Collection (TTM 37858)

SINGLE FAMILY RESIDENTIAL PROJECT

NOISE IMPACT STUDY
Moreno Valley, California
Prepared for:

Mr. Roger Hobbs

RC HOBBS COMPANY
1428 East Chapman Avenue
Orange, CA 92866
Prepared by:

RK ENGINEERING GROUP, INC.
1401 Dove Street, Ste. 540
Newport Beach, CA 92660
Bryan Estrada, AICP, PTP
Becca Morrison
August 5, 2025
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Table of Contents
Section Page

1.0 Introduction .......................................................................................................... 1-1

1.1 Purpose of Analysis and Study Objectives ............................................................ 1-1

1.2 Site Location ....................................................................................................... 1-1

1.3 Project Description .............................................................................................. 1-2

1.4 Summary of Findings .......................................................................................... 1-2

1.5 Recommended Project Design Features (DF) ........................................................ 1-3

2.0 Fundamentals of Noise ......................................................................................... 2-1

2.1 Sound, Noise, and Acoustics ............................................................................... 2-1

2.2 Frequency and Hertz ........................................................................................... 2-1

2.3 Sound Pressure Levels and Decibels ..................................................................... 2-1

2.4 Addition of Decibels ........................................................................................... 2-1

2.5 Human Response to Changes in Noise Levels ....................................................... 2-2

2.6 Noise Descriptors ................................................................................................ 2-2

2.7 Sound Propagation ............................................................................................. 2-4

2.8 Vibration Descriptors .......................................................................................... 2-6

2.9 Vibration Perception ........................................................................................... 2-6

2.10 Vibration Propagation ......................................................................................... 2-6

2.11 Construction-Related Vibration Level Prediction ................................................... 2-7

3.0 Regulatory Setting ................................................................................................ 3-1

3.1 State Regulations ................................................................................................ 3-1

3.2 City of Moreno Valley Noise Regulations ............................................................. 3-1

3.2.1 General Plan Noise Standards .................................................................. 3-1

3.2.2 Municipal Code Noise Standards ............................................................. 3-2

4.0 Study Method and Procedures ............................................................................. 4-1

4.1 Noise Measurement Procedures and Criteria ........................................................ 4-1

4.2 Stationary Noise Source Modeling ....................................................................... 4-1 1139
Table of Contents
Section Page

4.3 Traffic Noise Modeling ........................................................................................ 4-2

4.4 Interior Noise Modeling ...................................................................................... 4-5

4.5 Construction Noise Modeling .............................................................................. 4-6

4.6 Construction Vibration Modeling ........................................................................ 4-6

5.0 Existing Noise Environment .................................................................................. 5-1

5.1 Noise Measurement Results ................................................................................ 5-1

6.0 Operational Noise Impacts ................................................................................... 6-1

6.1 Stationary Source Noise Impacts ......................................................................... 6-1

6.2 Traffic Noise Impacts .......................................................................................... 6-2

6.3 Noise/Land Use Compatibility .............................................................................. 6-4

6.3.1 Exterior Noise/Land Use Compatibility ...................................................... 6-4

6.3.2 Interior Noise/Land Use Compatibility ...................................................... 6-5

6.4 Airport Noise Compatibility ................................................................................. 6-7

6.5 Project Design Features ....................................................................................... 6-7

7.0 Construction Noise and Vibration Impacts .......................................................... 7-1

7.1 Typical Construction Noise Levels ........................................................................ 7-1

7.2 Construction Noise Impact Analysis ..................................................................... 7-2

7.3 Construction Vibration ........................................................................................ 7-3 1140
List of Exhibits
Exhibits
Location Map ...................................................................................................................... A Site Plan .............................................................................................................................. B Noise Monitoring Locations ................................................................................................. C March Air Reserve Base / Inland Port Airport Compatibility Plan Map .................................... D 1141
List of Tables
Tables
CEQA Noise Impact Criteria ................................................................................................. 1 Vibration Annoyance Potential Criteria ................................................................................ 2 Vibration Damage Potential Threshold Criteria ..................................................................... 3 Suggested “n” Values Based on Soil Classes ......................................................................... 4 City of Moreno Valley Noise/Land Use Compatibility Standards ............................................ 5 City of Moreno Valley Stationary Noise Standards - Residential ............................................. 6 Referenced Stationary Noise Levels ...................................................................................... 7 Roadway Parameters ........................................................................................................... 8 Vehicle Distribution (Truck Mix) ........................................................................................... 9 24-Hour Noise Measurement Results – L-1 .......................................................................... 10 24-Hour Noise Measurement Results – L-2 .......................................................................... 11 Stationary Noise Source Impacts .......................................................................................... 12 Roadway Noise Impacts – Existing Conditions ...................................................................... 13 Roadway Noise Impacts – Future Year (2040) Conditions ..................................................... 14 Exterior Noise/Land Use compatibility (dBA CNEL) ................................................................ 15 Future Interior Noise Levels (dBA CNEL) ............................................................................... 16 Typical Construction Noise Levels ......................................................................................... 17 Project Construction Noise Levels – at 192 Feet .................................................................... 18 Typical Construction Vibration Levels ................................................................................... 19 Construction Vibration Impact Analysis ................................................................................ 20 1142
List of Appendices
Appendices
City of Moreno Valley General Plan Noise Element and Municipal Code Chapter

11.80 – Noise Regulation ........................................................................................ A Field Data and Photos ......................................................................................................... B Stationary Noise Calculation Worksheets ............................................................................. C Roadway Noise Calculation Worksheets ............................................................................... D Exterior Noise/Land Use Compatibility Calculation Worksheets ............................................. E Construction Noise and Vibration Calculation Worksheets ................................................... F 1143
1-1

1.0 Introduction

1.1 Purpose of Analysis and Study Objectives
The purpose of this noise impact study is to evaluate the potential noise impacts from the proposed TTM 37858 Single Family Residential Project (hereinafter referred to as “project”) and provide recommendations, if necessary, to minimize any project noise impacts.

The assessment was conducted within the context of the California Environmental Quality Act (CEQA, California Public Resources Code Sections 21000, et seq.) and the standards and methodology follow the City of Moreno Valley Municipal Code and General Plan requirements.

The following is provided in this report:
• A description of the study area and the proposed project; • Information regarding the fundamentals of noise;
• Identification of the regulatory setting and applicable noise standards; • Establishment of the existing ambient noise environment at the project site; • Analysis of the project’s construction and operational noise impact to adjacent receptors;
• Analysis of the project’s noise/land use compatibility and preliminary interior noise levels; and
• Summary of recommended project design features to reduce noise level impacts.

1.2 Site Location
The proposed project is located at the northeast corner of Cactus Avenue and Bradshaw Circle, in the City of Moreno Valley. The 4.81-acre site is currently vacant.

The project site is bounded by residential land uses to the north, vacant land to the east, vacant land and Bradshaw Circle to the west, and Cactus Avenue to the south.

The nearest noise-sensitive receptors to the project site include the following:

Northern Receptors Existing residential land uses located along the northern boundary of the project site, approximately 663 feet north of the centerline of Cactus Avenue.

Eastern Receptors Existing residential land uses located approximately 661 feet (~202 meters) east of the project site’s eastern boundary, approximately 54 feet north of the centerline of Cactus Avenue.
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Southern Receptors Existing residential land uses located approximately 90 feet (~27 meters) south of the project site’s southern boundary, approximately 58 feet south of the centerline of Cactus Avenue.

Western Receptors Existing residential land uses located approximately 50 feet (~16 meters) west of the project site’s western boundary, approximately 44 feet north of the centerline of Cactus Avenue.

A project site location map, including sensitive receptor locations, is provided in Exhibit A.

1.3 Project Description
The proposed project consists of constructing thirty-seven (37) single-family detached homes with a density of 7.90 dwelling units per acre. Access to the project is proposed via two (2) unsignalized driveways located along Bradshaw Circle.

The proposed project will include a six-to-eight-foot concrete masonry unit (CMU) wall along the northern, southern, eastern, and western boundaries of the project site.

Construction activities are expected to consist of site preparation, grading, building construction, paving, and architectural coating. No demolition is expected to be required during construction.

The project will require the export of approximately 8,000 cubic yards of earthwork material for grading purposes.

The site plan used for this analysis, provided by RC HOBBS COMPANY, INC., is illustrated in Exhibit B.

1.4 Summary of Findings
Table 1 provides a summary of the noise analysis results, per the CEQA impact criteria checklist. 1145
1-3
Table 1
CEQA Noise Impact Criteria
Noise Impact Criteria Potentially
Significant
Potentially
Significant
Unless
Mitigated
Less Than
Significant
Impact
No
Impact
Would the project result in?
a) Generation of a substantial temporary or permanent
increase in ambient noise levels in the vicinity of the project in excess of standards established in the local general plan or noise ordinance, or applicable
standards of other agencies?
X
b) Generation of excessive groundborne vibration or
groundborne noise levels? X
c) For a project located within the vicinity of a private airstrip or an airport land use plan or, where such a
plan has not been adopted, within two miles of a
public airport or public use airport, would the project expose people residing or working in the project area
to excessive noise levels?
X

1.5 Recommended Project Design Features (DF)
The following recommended project design features include standard rules and requirements, best practices, and recognized design guidelines for reducing noise levels. Project design features are typically included as part of the conditions of approval for the project but are not considered mitigation under CEQA.

Operational Design Features
DF-1 A minimum six-foot high CMU block wall will be constructed along the south and east property line of the site shielding residential homes from roadway noise along Cactus Avenue.

DF-2 The project should incorporate building construction techniques and insulation that is consistent with California Title 24 Building Standards to achieve the minimum interior noise standard of 45 dBA CNEL for all residential units.

DF-3 A “windows closed” condition and upgraded windows and sliding glass doors are expected to be required for all residential units facing Cactus Avenue in order to 1146
1-4
meet the interior noise standard. See Section 6.3.2, Table 16, for details regarding window STC requirements.

DF-4 For proper acoustical performance, all exterior windows, doors, and sliding glass doors should have a positive seal and leaks/cracks must be kept to a minimum. Attic vents and opening should be oriented away from the adjacent roadways.

Construction Design Features
DF-5 The project shall comply with City of Moreno Valley Municipal Code requirements.

No construction will occur between the hours of 8:00 p.m. and 7:00 a.m. on weekdays, including Saturday, or at any time on Sunday or a national holiday.

DF-6 Provide public notifications and signage in readily visible locations along the perimeter of construction sites that indicate the dates and duration of construction activities, as well as provide a telephone number where neighbors can enquire about the construction process and register complaints to a designated construction noise disturbance coordinator.

DF-7 All construction equipment should be equipped with mufflers and other suitable noise attenuation devices (e.g., engine shields).

DF-8 Locate staging area, generators, and stationary construction equipment as far from the adjacent residential homes as feasible.

DF-9 Construction-related equipment, including heavy-duty equipment, motor vehicles, and portable equipment, shall be turned off when not in use for more than 5 minutes.
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2.0 Fundamentals of Noise
This section of the report provides basic information about noise and presents some of the terms used within the report.

2.1 Sound, Noise, and Acoustics
Sound is a disturbance created by a moving or vibrating source and is capable of being detected by the hearing organs. Sound may be thought of as mechanical energy of a moving object transmitted by pressure waves through a medium to a human ear. For traffic, or stationary noise, the medium of concern is air. Noise is defined as sound that is loud, unpleasant, unexpected, or unwanted.

2.2 Frequency and Hertz
A continuous sound is described by its frequency (pitch) and its amplitude (loudness). Frequency relates to the number of pressure oscillations per second. Low-frequency sounds are low in pitch (bass sounding) and high-frequency sounds are high in pitch (squeak). These oscillations per second (cycles) are commonly referred to as Hertz (Hz). The human ear can hear from the bass pitch starting out at 20 Hz all the way to the high pitch of 20,000 Hz.

2.3 Sound Pressure Levels and Decibels
The amplitude of a sound determines its loudness. The loudness of sound increases or decreases, as the amplitude increases or decreases. Sound pressure amplitude is measured in units of microNewton per square inch meter (N/m2), also called micro-Pascal (μPa).One μPa is approximately one hundred billionths (0.00000000001) of normal atmospheric pressure. Sound pressure level (SPL or Lp) is used to describe in logarithmic units the ratio of actual sound pressures to a reference pressure squared. These units are called decibels and abbreviated dB.

2.4 Addition of Decibels
Because decibels are on a logarithmic scale, sound pressure levels cannot be added or subtracted by simple plus or minus addition. When two (2) sounds of equal SPL are combined, they will produce an SPL 3 dB greater than the original single SPL. In other words, sound energy must be doubled to produce a 3 dB increase. If two (2) sounds differ by approximately 10 dB the higher sound level is the predominant sound.
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2.5 Human Response to Changes in Noise Levels
In general, the healthy human ear is most sensitive to sounds between 1,000 Hz and 5,000 Hz, (A-weighted scale) and it perceives a sound within that range as being more intense than a sound with a higher or lower frequency with the same magnitude. For purposes of this report as well as with most environmental documents, the A-scale weighting is typically reported in terms of Aweighted decibel (dBA). Typically, the human ear can barely perceive the change in noise level of 3 dB. A change in 5 dB is readily perceptible, and a change in 10 dB is perceived as being twice or half as loud1. As previously discussed, a doubling of sound energy results in a 3 dB increase in sound, which means that a doubling of sound energy (e.g. doubling the volume of traffic on a highway), would result in a barely perceptible change in sound level.

2.6 Noise Descriptors
Noise in our daily environment fluctuates over time. Some noise levels occur in regular patterns, others are random. Some noise levels are constant, while others are sporadic. Noise descriptors were created to describe the different time-varying noise levels. Following are the most commonly used noise descriptors along with brief definitions.

A-Weighted Sound Level
The sound pressure level in decibels as measured on a sound level meter using the A-weighted filter network. The A-weighting filter de-emphasizes the very low and very high frequency components of the sound in a manner similar to the response of the human ear. A numerical method of rating human judgment of loudness.

Ambient Noise Level
The composite of noise from all sources, near and far. In this context, the ambient noise level constitutes the normal or existing level of environmental noise at a given location.

Community Noise Equivalent Level (CNEL)
The average equivalent A-weighted sound level during a 24-hour day, obtained after addition of five (5) decibels to sound levels in the evening from 7:00 to 10:00 PM and after addition of ten (10) decibels to sound levels in the night before 7:00 AM and after 10:00 PM.

Decibel (dB)
1 Source: U.S. DOT Federal Highway Administration. Dec. 2011. Highway Traffic Noise: Analysis and Abatement Guidance.
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A unit for measuring the amplitude of a sound, equal to 20 times the logarithm to the base 10 of the ratio of the pressure of the sound measured to the reference pressure, which is 20 micropascals. dB(A)
A-weighted sound level (see definition above).

Equivalent Sound Level (LEQ)
The sound level corresponding to a steady noise level over a given sample period with the same amount of acoustic energy as the actual time varying noise level. The energy average noise level during the sample period.

Habitable Room
Any room meeting the requirements of the Uniform Building Code or other applicable regulations which is intended to be used for sleeping, living, cooking or dining purposes, excluding such enclosed spaces as closets, pantries, bath or toilet rooms, service rooms, connecting corridors, laundries, unfinished attics, foyers, storage spaces, cellars, utility rooms, and similar spaces.

L(n)
The A-weighted sound level exceeded during a certain percentage of the sample time. For example, L10 is the sound level exceeded 10 percent of the sample time. Similarly L50, L90 and L99, etc.

Noise
Any unwanted sound or sound which is undesirable because it interferes with speech and hearing, or is intense enough to damage hearing, or is otherwise annoying. The State Noise Control Act defines noise as "...excessive undesirable sound...".

Outdoor Living Area
Outdoor spaces that are associated with residential land uses typically used for passive recreational activities or other noise-sensitive uses. Such spaces include patio areas, barbecue areas, jacuzzi areas, etc. associated with residential uses; outdoor patient recovery or resting areas associated with hospitals, convalescent hospitals, or rest homes; outdoor areas associated with places of worship which have a significant role in services or other noise-sensitive activities; and outdoor school facilities routinely used for educational purposes which may be adversely impacted by noise. Outdoor areas usually not included in this definition are: front yard areas, driveways, 1150
2-4
greenbelts, maintenance areas and storage areas associated with residential land uses; exterior areas at hospitals that are not used for patient activities; outdoor areas associated with places of worship and principally used for short-term social gatherings; and, outdoor areas associated with school facilities that are not typically associated with educational uses prone to adverse noise impacts (for example, school play yard areas).

Percent Noise Levels
See L(n).

Sound Level (Noise Level)
The weighted sound pressure level obtained by use of a sound level meter having a standard frequency-filter for attenuating part of the sound spectrum.

Sound Level Meter
An instrument, including a microphone, an amplifier, an output meter, and frequency weighting networks for the measurement and determination of noise and sound levels.

Single Event Noise Exposure Level (SENEL)
The dBA level which, if it lasted for one (1) second, would produce the same A-weighted sound energy as the actual event.

2.7 Sound Propagation
As sound propagates from a source it spreads geometrically. Sound from a small, localized source (i.e., a point source) radiates uniformly outward as it travels away from the source in a spherical pattern. The sound level attenuates at a rate of 6 dB per doubling of distance. The movement of vehicles down a roadway makes the source of the sound appear to propagate from a line (i.e., line source) rather than a point source. This line source results in the noise propagating from a roadway in a cylindrical spreading versus a spherical spreading that results from a point source.

The sound level attenuates for a line source at a rate of 3 dB per doubling of distance.

As noise propagates from the source, it is affected by the ground and atmosphere. Noise models use hard site (reflective surfaces) and soft site (absorptive surfaces) to help calculate predicted noise levels. Hard site conditions assume no excessive ground absorption between the noise source and the receiver. Soft site conditions such as grass, soft dirt or landscaping attenuate noise at an additional rate of 1.5 dB per doubling of distance. When added to the geometric spreading, the excess ground attenuation results in an overall noise attenuation of 3 dB per doubling of distance for a line source and 6.0 dB per doubling of distance for a point source. 1151
2-5
Figure 1
Typical Sound Levels from Indoor and Outdoor Noise Sources2 2 Source: AASHSTO. 1993. Guide on Evaluation and Abatement of Traffic Noise 1152
2-6

2.8 Vibration Descriptors
Ground-borne vibrations consist of rapidly fluctuating motions within the ground that have an average motion of zero. The effects of ground-borne vibrations typically only cause a nuisance to people, but at extreme vibration levels, damage to buildings may occur. Although ground-borne vibration can be felt outdoors, it is typically only an annoyance to people indoors where the associated effects of the shaking of a building can be notable. Ground-borne noise is an effect of ground-borne vibration that only exists indoors since it is produced from noise radiated from the motion of the walls and floors of a room and may also consist of the rattling of windows or dishes on shelves.

Several different methods are used to quantify vibration amplitude.

PPV
Known as the peak particle velocity (PPV) which is the maximum instantaneous peak in vibration velocity, typically given in inches per second.

RMS
Known as the root mean squared (RMS) can be used to denote vibration amplitude.

VdB
A commonly used abbreviation to describe the vibration level (VdB) for a vibration source.

2.9 Vibration Perception
Typically, developed areas are continuously affected by vibration velocities of 50 VdB or lower.

These continuous vibrations are not noticeable to humans whose threshold of perception is around 65 VdB. Outdoor sources that may produce perceptible vibrations are usually caused by construction equipment, steel-wheeled trains, and traffic on rough roads, while smooth roads rarely produce perceptible ground-borne noise or vibration. To counter the effects of groundborne vibration, the Federal Transit Administration (FTA) has published guidance relative to vibration impacts.

2.10 Vibration Propagation
There are three main types of vibration propagation: surface, compression, and shear waves.

Surface waves, or Rayleigh waves, travel along the ground’s surface. These waves carry most of their energy along an expanding circular wavefront, similar to ripples produced by throwing a rock into a pool of water. P-waves, or compression waves, are body waves that carry their energy along 1153
2-7
an expanding spherical wavefront. The particle motion in these waves is longitudinal (i.e., in a “push-pull” fashion). P-waves are analogous to airborne sound waves. S-waves, or shear waves, are also body waves that carry energy along an expanding spherical wavefront. However, unlike Pwaves, the particle motion is transverse, or side-to-side and perpendicular to the direction of propagation.

As vibration waves propagate from a source, the vibration energy decreases in a logarithmic nature and the vibration levels typically decrease by 6 VdB per doubling of the distance from the vibration source. As stated above, this drop-off rate can vary greatly depending on the soil but has been shown to be effective enough for screening purposes in order to identify potential vibration impacts that may need to be studied through actual field tests.

2.11 Construction-Related Vibration Level Prediction3
Operational activities are separated into two different categories. The vibration can be transient or continuous in nature. Each category can result in varying degrees of ground vibration, depending on the equipment used on the site. Operation of equipment causes ground vibrations that spread through the ground and diminish in strength with distance. Buildings in the vicinity of the project area site respond to these vibrations with varying results ranging from no perceptible effects at the low levels to slight damage at the highest levels. The thresholds from Caltrans Transportation and Construction Vibration Guidance Manual, April 2020, in the table below provide general guidelines as to the maximum vibration limits for when vibration becomes potentially annoying. 3 Caltrans Transportation and Construction Vibration Guidance Manual, April 2020 1154
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Table 2
Vibration Annoyance Potential Criteria
Human Response
PPV (in/sec)
Transient Sources Continuous/Frequent
Intermittent Sources
Barely perceptible 0.04 0.01
Distinctly perceptible 0.25 0.04
Strongly perceptible 0.90 0.10
Severe 2.00 0.40
Note: Transient sources create a single isolated vibration event, such as blasting or drop balls.

Continuous/frequent intermittent sources include impact pile drivers, pogo-stick compactors, crack-and-seat equipment, vibratory pile drivers, and vibratory compaction equipment.

The Caltrans Transportation and Construction Vibration Guidance Manual, April 2020 provides general thresholds and guidelines as to the vibration damage potential from vibratory impacts.

The table below provides general vibration damage potential thresholds:

Table 3
Vibration Damage Potential Threshold Criteria
Structure and Condition
PPV (in/sec)
Transient Sources Continuous/Frequent
Intermittent Sources
Extremely fragile historic buildings ruin ancient
monuments

0.12 0.08
Fragile buildings 0.20 0.10
Historic and some old buildings 0.50 0.25
Older residential structures 0.50 0.30
New residential structures 1.00 0.50
Modern industrial/commercial buildings 2.00 0.50
Soil conditions have an impact on how vibration propagates through the ground. The Caltrans Transportation and Construction Vibration Guidance Manual, April 2020 provides suggested “n” values based on soil class. The table below outlines the manual’s suggested values and description.
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Table 4
Suggested “n” Values Based on Soil Classes
Soil Class Description of Soil Material Suggested Value of “n” I Weak or soft soils: loose soils, dry or partially saturated peat and muck, mud, loose beach sand, and dune sand. 1.4 II Most sands, sandy clays, silty clays, gravel, silts, and weathered rock. 1.3
III Hard soils: densely compacted sand, dry consolidated clay, consolidated glacial till, and some exposed rock. 1.1 IV Hard, component rock: bedrock, freshly exposed hard
rock. 1.0
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3.0 Regulatory Setting
The proposed project is located in the City of Moreno Valley, and the agencies responsible for regulating noise are discussed below.

3.1 State Regulations
The State of California has established noise insulation standards as outlined in Title 24 of the Building Standards Code which in some cases requires acoustical analyses to outline exterior noise levels and to ensure interior noise levels do not exceed the interior threshold.

Noise insulation design standards for residential dwellings are established in the 2022 California Building Code, Title 24, Part 2, Volume 1, Section 1206 Sound Transmission. The City is required by the State Housing Law to adopt these State codes as minimum performance standards. The City may enact stricter noise standards throughout the city or on a case-by-case basis if deemed necessary. In brief, the Title 24 noise standards require the following for allowable interior noise levels:

1. Interior noise levels due to exterior sources must not exceed a community noise equivalent level (CNEL) or a day-night level (LDN) of 45 dBA, in any habitable room.

2. Penetrations or openings in sound rated assemblies must be treated to maintain required ratings.

3.2 City of Moreno Valley Noise Regulations
The proposed project is located in the City of Moreno Valley and is subject to the standards and regulations established by the City of Moreno Valley General Plan Noise Element and Municipal Code Chapter 11.80 – Noise Regulation, as discussed below.

A copy of the City of Moreno Valley General Plan noise standards and Municipal Code Chapter

11.80 are provided in Appendix A.

3.2.1 General Plan Noise Standards
The City of Moreno Valley General Plan establishes planning criteria for determining a development’s noise/land use compatibility based on the community noise equivalent level (CNEL).

CNEL noise levels are typically used to evaluate mobile noise source impacts such as those from roadways.
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Table 5 shows the City of Moreno noise/land use compatibility standards for the land uses on and adjacent to the proposed project site, as prescribed in the General Plan. For the purposes of this analysis, the noise levels listed in Table 5 are used to evaluate the project’s noise/land use compatibility.

Table 5
City of Moreno Valley Noise/Land Use Compatibility Standards1 Land Use Category
Community Noise Exposure
(dBA CNEL)2
Normally
Acceptable
Conditionally
Acceptable
Normally
Unacceptable
Clearly
Unacceptable
Residential – Low density single
family, duplex, mobile homes 65 and below 65 – 70 70 – 75 75 and above 1 Source: City of Moreno Valley General Plan Noise Element, Table N-1: Community Noise Compatibility Matrix. 2 Notes:

Normally Acceptable: Specified land use is satisfactory, based upon the assumption that any buildings involved are of normal conventional construction, without any special noise insulation requirements.

Conditionally Acceptable: New construction or development should be undertaken only after a detailed analysis of the noise reduction requirements is made and needed noise insulation features are included in the design. Conventional construction but with closed windows and fresh air supply systems or air conditioning will normally suffice.

Normally Unacceptable: New construction or development should be discouraged. If new construction or development does proceed, a detailed analysis of the noise reduction requirement must be made and needed noise insulation features included in the design.

Clearly Unacceptable: New construction or development should generally not be undertaken.

3.2.2 Municipal Code Noise Standards
Maximum Noise Level Standards
Table 6 shows the City of Moreno Valley maximum noise level thresholds for residential land uses.

Per the City’s Municipal Code, no person shall maintain, create, operate, or cause to be operated on private property any source of sound in such a manner as to create any nonimpulsive sound which exceeds the limits set forth for the source land use category when measured at a distance of 200 feet or more from the real property line of the source of the sound, if the sound occurs on privately owned property, or from the source of the sound, if the sound occurs on public right-ofway, public space, or other publicly owned property.

For the purposes of this analysis, the noise levels listed in Table 6 are used to evaluate the project’s consistency with established plans, policies, and programs for noise control within the City. 1158
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Table 6
City of Moreno Valley Stationary Noise Standards - Residential1 Land Use
Noise Level Threshold
(dBA Lmax)
Daytime
(8:00 a.m. to 10:00 p.m.)
Nighttime
(10:00 p.m. to 8:00 a.m.)
Residential 60.0 55.0
1 Source: City of Moreno Valley Municipal Code Chapter 11.80 – Noise Regulation, Table 11.80.030-2: Maximum Sound Levels (in dBA) for Source Land Uses.

Construction Noise Standards
The City of Moreno Valley places the following provisions on noise generated by construction activity within the City:
“No person shall operate or cause the operation of any tools or equipment used in construction, drilling, repair, alteration or demolition work between the hours of eight p.m. and seven a.m. the following day such that the sound there from creates a noise disturbance, except for emergency work by public service utilities or for other work approved by the city manager or designee. This section shall not apply to the use of power tools as provided in subsection (D)(9) of this section.” 1159
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4.0 Study Method and Procedures
The following section describes the noise measurement procedures and locations, noise modeling procedures, and assumptions used in this analysis.

4.1 Noise Measurement Procedures and Criteria
Noise measurements are taken to determine the existing noise levels. A noise receiver or receptor is any location in the noise analysis in which noise might produce an impact. The following criteria are used to select measurement locations and receptors:
• Locations expected to receive the highest noise impacts, such as the first row of houses; • Locations that are acoustically representative and equivalent to the area of concern; • Human land usage; and
• Sites clear of major obstruction and contamination.

RK conducted the sound level measurements in accordance with Caltrans technical noise specifications. All measurement equipment meets American National Standards Institute (ANSI) specifications for sound level meters (ANSI S1.4: Specification for Sound Level Meter, 1983) Piccolo-II Type 2 integrating-averaging level meters were used to conduct noise measurements at the project site and property boundaries.

The Leq, Lmin, Lmax, L2, L8, L25, and L50 statistical data were recorded over the measurement time intervals and the information was utilized to define the noise characteristics for the project.

The following gives a brief description of the procedures for sound level measurements:
• Microphones for sound level meters were placed five (5) feet above the ground for longterm noise measurements; • Sound level meters were calibrated before each measurement; • Following the calibration of equipment, a windscreen was placed over the microphone; • Frequency weighting was set on “A” and slow response; and • Temperature and sky conditions were observed and documented.

Appendix B includes photos, field sheets, and measured noise data.

4.2 Stationary Noise Source Modeling
Stationary noise generated by the project was modeled using a computer program that replicates the FHWA Noise Prediction Model (FHWA-RD-77-108). The FHWA model arrives at a predicted noise level through a series of adjustments to the reference energy noise level. For stationary 1160
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sources, the following noise levels were applied to the model. The model outputs the projected noise level based on the following key parameters:
• Referenced noise level (i.e., how loud a source is at a specific distance); • Vertical and horizontal distances of sensitive receptor from the noise source; • Vertical and horizontal distances of noise barriers from the noise source and receptor; • Typical noise source spectra; and
• Topography.

Table 7 indicates the referenced noise levels used in this analysis.

Table 7
Referenced Stationary Noise Levels
Noise Source Distance from Source
(feet)
Noise Level
(dBA Lmax)
HVAC1 5 77.4
1 Noise level is representative of a single unit.

4.3 Traffic Noise Modeling
Traffic noise from vehicular traffic was projected using a version of the FHWA Traffic Noise Prediction Model (FHWA-RD-77-108). The FHWA model arrives at the predicted noise level through a series of adjustments to the key input parameters. The following outlines the key adjustments made to the computer model for the roadway inputs:
• Roadway classification – (e.g., freeway, major arterial, arterial, secondary, collector, etc.); • Roadway Active Width – (distance between the center of the outer most travel lanes on each side of the roadway);
• Average Daily Traffic (ADT) Volumes, Travel Speeds, Percentages of automobiles, medium trucks, and heavy trucks;
• Roadway grade and angle of view;
• Site Conditions (e.g., soft vs. hard); and
• Percentage of total ADT which flows each hour throughout a 24-hour period.

The following outlines key adjustments to the computer model for the project site parameter inputs:
• Vertical and horizontal distances (Sensitive receptor distance from noise source); • Noise barrier vertical and horizontal distances (Noise barrier distance from sound source and receptor);
• Traffic noise source spectra; and
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• Topography.

Table 8 shows the roadway parameters and traffic volume data utilized for this study. Existing Without Project and Future Year (2040) Without Project volumes are referenced from the City of Moreno Valley Final Environmental Impact Report for the MoVal 2040: Moreno Valley Comprehensive Plan Update, Housing Element Update, and Climate Action Plan (EIR), dated May 2021. Project-generated traffic volumes are referenced from the TTM 37858 Single-Family Residential Project Trip Generation and VMT Screening Analysis, City of Moreno Valley, prepared by RK in March 2024.
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Segment Posted Speed
Distance from Centerline
to Nearest Residential
Receptor
(feet)
Project ADT Existing Without Project ADT Existing With Project ADT Future Year (2040) Without Project ADT Future Year (2040) With Project ADT

1. Cactus Avenue Moreno Beach Drive to Redlands Boulevard 50 45 349 40,600 40,949 59,100 59,449 Roadway
Table 8
Roadway Parameters1
1 Existing Without Project ad Future Year (2040) Without Project Volumes are referenced from the City of Moreno Valley Final Environmental Impact Report for the MoVal 2040: Moreno Valley Comprhensive Plan Update, Housing Elemet Update, and Climate Action Plan (EIR), dated May 2021. Project-generated traffic volumes are referenced from the TTM 37858 Single Family Residential Project Trip Generation and VMT Screening Analysis, City of Moreno Valley, prepared by RK in March 2024. 1163
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Table 9 shows the vehicle distribution and truck mix utilized for Cactus Avenue. Vehicle distribution percentages are referenced from the City of Moreno Valley Final Environmental Impact Report for the MoVal 2040: Moreno Valley Comprehensive Plan Update, Housing Element Update, and Climate Action Plan (EIR), dated May 2021.

Table 9
Vehicle Distribution (Truck Mix)
Motor-Vehicle
Type
Daytime % Evening % Night % Total % of
(7 AM - 7 PM) (7 PM - 10 PM) (10 PM - 7 AM) Traffic Flow Automobiles 78.00 4.00 18.00 96.03
Medium Trucks 78.00 4.00 18.00 1.66
Heavy Trucks 78.00 4.00 18.00 2.31

4.4 Interior Noise Modeling
The interior noise level is the difference between the projected exterior noise level at the structure’s façade and the noise reduction provided by the structure itself. Typical building construction will provide a conservative 12 dBA noise level reduction with a “windows open” condition and a very conservative 20 dBA noise level reduction with “windows closed”. The interior noise level is estimated by subtracting the building shell design from the estimated exterior noise level.

The interior noise analysis is based on industry standards for building noise reduction established by the Federal Highway Administration (FHWA), the 2013 Caltrans Technical Noise Supplement to the Traffic Noise Analysis Protocol (TeNS), the California Office of Noise Control Catalog of STC and IIC Ratings for Wall and Floor/Ceiling Assemblies, and the California Building Standards Code, Title 24.

The TeNS manual shows that the noise reduction due to building exteriors with ordinary sash windows (windows closed) is at least 20 decibels. By providing upgraded STC rated windows, the project design is considered adequate to meet interior noise standards. The building’s exterior walls will be constructed per the latest building code insulation requirements and provide occupants with the most protection from exterior noise. Insulated exterior walls, designed per the latest California Building Standards, would provide a minimum of STC 35-40. Windows, on the other hand, are one of the acoustically weakest parts of the structure. Therefore, for a conservative estimate of preliminary interior noise, the building’s noise reduction potential is limited to the STC of the windows.
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4.5 Construction Noise Modeling
The construction noise vibration assessment is based on the General Assessment methodology set forth by the FTA’s Transit Noise and Vibration Impact Assessment Manual, Section 7 – Noise and Vibration during Construction. This analysis utilizes SoundPLANTM modeling software, together with several key construction parameters, to estimate future construction noise levels during each phase of construction. Consistent with the FTA General Assessment methodology, the following assumptions have been utilized in the construction noise model:
• Noise emission level (Lemission) – Determine the emission level at 50 feet according to noise from typical construction equipment.
• Usage factor (AdjUsage) – Assume a usage factor of one (1). This assumes a time period of one-hour with full power operation.
• Distance (D) – Assume that all equipment operates at the center of the project, or centerline for guideway or highway construction projects. • Ground effect (G) – G equals zero (0) assuming free-field conditions and ignoring ground effects.
• The Leq.equip is determined only for the two noisiest pieces of equipment expected to be used in each phase of construction. The equipment noise levels are summed for each phase of construction using decibel addition.

Noise levels were projected from the center of the project site to the adjacent sensitive receptor property lines. Although some construction activity may occur closer to the adjacent receptors than the center of the project site, noise levels are based on an average distance from the center of the site per FTA General Assessment recommendations.

4.6 Construction Vibration Modeling
The construction vibration assessment is based on the methodology set forth within the Caltrans Transportation and Construction Induced Vibration Guidance Manual. The vibration impacts from bulldozers, heavy truck loading, vibratory rollers and compactors, and caisson drilling activity are analyzed. All vibratory activity is analyzed as a continuous and/or frequent event and is required to comply with the applicable guidance threshold criteria. It is expected that vibration levels will be highest during the paving phase. No impact pile driving is expected as part of this project.

Vibratory impacts were calculated from the nearest expected location of on-site construction to the nearest sensitive receptors and structures using the reference vibration levels, soil conditions, and the reference equation PPV= PPV ref (25/D)^n (in/sec) (from Caltrans Manual) where:

PPV = reference measurement at 25 feet from vibration source D = distance from equipment to property line
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n= vibration attenuation rate through ground (n=1.0 was utilized for this study) 1166
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5.0 Existing Noise Environment
The existing noise environment for the project site and surrounding areas has been established based on noise measurement data collected by RK. The project setting is residential, and the primary environmental noise impacting the project site is roadway noise from Cactus Avenue.

5.1 Noise Measurement Results
To determine the existing noise level environment, RK conducted two (2) 24-hour noise measurements at the project site and adjacent residential noise receptors.

Noise levels were measured on March 26, 2024, using Piccolo-II Type 2 integrating-averaging sound level meters. The information was utilized to establish the noise characteristics of the existing ambient environment.

The noise monitoring locations were selected based on the proximity and location of adjacent sensitive receptors. Exhibit C graphically illustrates the location of the noise measurements. • Noise Monitoring Location 1 (L-1) was taken at the western boundary of the project site, approximately 276 feet north of the centerline of Cactus Avenue. • Noise Monitoring Location 2 (L-2) was taken near the northeast corner of the project site, approximately 645 feet north of the centerline of Cactus Avenue.

Noise measurements were conducted at the above-selected locations to determine the existing ambient noise environment at the project site and nearby sensitive receptors. The primary sources of ambient noise during the measurement period consisted of roadway noise from adjacent streets, bird/nature sounds, and general residential activity.

Results of the long-term ambient noise measurements are shown in Tables 10 and 11. Appendix B includes photographs, field sheets, and measured noise data. 1167
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Table 10
24-Hour Noise Measurement Results – L-11

Time Leq (dBA) Time Leq (dBA)
12:00 AM 43.8 12:00 PM 50.8
1:00 AM 43.3 1:00 PM 54.0
2:00 AM 42.1 2:00 PM 55.7
3:00 AM 45.8 3:00 PM 55.5
4:00 AM 48.4 4:00 PM 59.1
5:00 AM 51.6 5:00 PM 56.4
6:00 AM 54.3 6:00 PM 54.1
7:00 AM 56.4 7:00 PM 53.0
8:00 AM 51.6 8:00 PM 52.2
9:00 AM 53.5 9:00 PM 49.7
10:00 AM 50.6 10:00 PM 48.9
11:00 AM 51.1 11:00 PM 47.9
24-Hour CNEL 57.1
1 L-1 was measured on March 26, 2024.

Table 11
24-Hour Noise Measurement Results – L-21
Time Leq (dBA) Time Leq (dBA)
12:00 AM 44.9 12:00 PM 57.7
1:00 AM 38.3 1:00 PM 50.6
2:00 AM 39.2 2:00 PM 55.6
3:00 AM 41.6 3:00 PM 50.0
4:00 AM 43.5 4:00 PM 53.5
5:00 AM 44.5 5:00 PM 53.0
6:00 AM 48.0 6:00 PM 51.1
7:00 AM 46.7 7:00 PM 50.4
8:00 AM 47.9 8:00 PM 49.9
9:00 AM 49.8 9:00 PM 49.2
10:00 AM 52.2 10:00 PM 50.6
11:00 AM 44.9 11:00 PM 48.6
24-Hour CNEL 53.8
1 L-2 was measured on March 26, 2024.

As shown in Tables 10 and 11, the existing ambient noise levels at the project site range from

53.8 dBA CNEL to 57.1 dBA CNEL.
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6.0 Operational Noise Impacts
A noise impact analysis has been performed to determine whether the proposed project would result in a substantial increase in ambient noise levels in the vicinity of the site. Additionally, the noise analysis examines whether the project can meet the City of Moreno Valley and State of California requirements for residential exterior and interior noise exposure.

6.1 Stationary Source Noise Impacts
The proposed project consists of constructing and operating 37 single family homes. Project operation will not include significant sources of stationary noise. The main sources of potential onsite noise would include motor vehicle activity and HVAC equipment.

These types of on-site stationary noises would not typically be categorized as loud, unnecessary, or unusual noise that disturbs the peace or quiet of any neighborhood, or that causes discomfort or annoyance to any person of normal sensitiveness. In particular, social activities and vehicle-related noise in residential communities is generally substantially less during the noise sensitive nighttime hours.

To help ensure on-site noise levels do not exceed the City of Moreno Valley noise standards, the following stationary noise impact analysis has been performed.

The City of Moreno Valley Municipal Code establishes maximum noise level thresholds of 60.0 dBA Lmax during daytime hours (8:00 a.m. to 10:00 p.m.) and 55.0 dBA Lmax during nighttime hours (10:01 p.m. to 7:59 a.m.), as measured at a distance of 200 feet or more from the real property line of the source of the sound. Therefore, for a conservative analysis, this study assesses noise impacts at a distance of 200 feet from the noise source location.

The analysis considers continuous operation of HVAC units during both daytime hours (8:00 a.m. to 10:00 p.m.) and nighttime hours (10:01 p.m. to 7:59 a.m.). The result is a worst-case assessment of impacts, as HVAC units would likely operate only intermittently throughout the day.

The analysis also takes into account the noise attenuation effects of the six-to-eight-foot-tall property line wall along the northern boundary of the proposed project site.

Table 12 below shows the expected noise level of HVAC unit operation at the nearest adjacent receptors located along the northern boundary of the proposed project site. Stationary noise calculation worksheets are provided in Appendix C.
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Table 12
Stationary Noise Source Impacts
Source
Equipment Noise Level at 200 Feet From Noise
Source
(dBA Lmax)
Daytime
(8:00 a.m. to 10:00 p.m.)
Nighttime
(10:00 p.m. to 8:00 a.m.)
HVAC Unit 44.8 44.8
Municipal Code Noise Level Thresholds 60.0 55.0
Exceeds Threshold? No No
As shown in Table 12, onsite HVAC units are expected to create a noise level of approximately

44.8 dBA Lmax at a distance of 200 feet from the noise source, which does not exceed the City’s daytime and nighttime noise level thresholds of 60.0 dBA Lmax and 55.0 dBA Lmax, respectively.

Therefore, the impact from project-related stationary noise will be less than significant.

6.2 Traffic Noise Impacts
A roadway noise impact analysis has been prepared to determine whether the project would cause a substantial permanent increase in ambient noise levels at each sensitive receptor location due to changes increased traffic volumes.

Per the City of Moreno Valley General Plan, noise levels up to 65.0 dBA CNEL are considered Normally Acceptable for single-family residential land uses. To help determine whether the project would generate a significant permanent increase in ambient noise levels in the vicinity of the project, the following quantifiable thresholds significance have been used in this analysis. A significant impact would occur if:
• Without project noise levels are 65.0 dBA CNEL or lower, and the project causes noise levels to increase above 65.0 dBA CNEL; or
• Without project noise levels are above 65.0 dBA CNEL and the project results in an increase of 3.0 dBA or more above Without Project conditions.
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A change of 3 dBA is considered barely perceptible by the average health human ear4 , and is a
commonly used threshold of significance assessing potentially significant increases in community noise exposure.

Table 13 shows the roadway noise levels for Existing Without Project and Existing With Project conditions. Table 14 shows the roadway noise levels for Future Year (2040) Without Project and Future Year (2040) With Project conditions.

Operational roadway noise calculation sheets are provided in Appendix D.

Table 13
Roadway Noise Impacts – Existing Conditions1, 2
Roadway Segment
Roadway Noise Levels at Nearest
Receptors to Centerline
(dBA CNEL) Significant
Impact
(?) Existing 3
Without
Project
Conditions
Existing
With
Project
Conditions
Increase as
a result of
Project

1. Cactus Avenue Moreno Beach Drive to Redlands
Boulevard 76.5 76.5 0.0 No
1 Roadway noise is projected using a version of the FHWA Traffic Noise Prediction Model (FHWA-RD-77-108). 2 Existing Without Project volumes are referenced from the City of Moreno Valley Final Environmental Impact Report for the MoVal 2040: Moreno Valley Comprehensive Plan Update, Housing Element Update, and Climate Action Plan (EIR), dated May 2021. Project-generated traffic volumes are referenced from the TTM 37858 Single-Family Residential Project Trip Generation and VMT Screening Analysis, City of Moreno Valley, prepared by RK in March 2024.
3 A significant impact would occur if Without Project noise levels are 65.0 dBA CNEL or lower, and the project causes noise levels to increase above 65.0 dBA CNEL, OR Without Project noise levels are above 65.0 dBA CNEL and the project results in an increase of 3.0 dBA or more above Without Project conditions. 4 Caltrans Technical Noise Supplement to the Traffic Noise Analysis Protocol (Tens Manual). September 2013. Section

2.2.1.1 Human Response to Changes in Noise Levels.
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Table 14
Roadway Noise Impacts – Future Year (2040) Conditions1, 2 Roadway Segment
Roadway Noise Levels at Nearest
Receptors to Centerline
(dBA CNEL) Significant
Impact
(?)3 Future Year
(2040)
Without
Project
Conditions
Future Year
(2040)
With
Project
Conditions
Increase as
a result of
Project

1. Cactus Avenue Moreno Beach Drive to Redlands
Boulevard 78.1 78.1 0.0 No
1 Roadway noise is projected using a version of the FHWA Traffic Noise Prediction Model (FHWA-RD-77-108). 2 Future Year (2040) Without Project volumes are referenced from the City of Moreno Valley Final Environmental Impact Report for the MoVal 2040: Moreno Valley Comprehensive Plan Update, Housing Element Update, and Climate Action Plan (EIR), dated May 2021. Project-generated traffic volumes are referenced from the TTM 37858 Single-Family Residential Project Trip Generation and VMT Screening Analysis, City of Moreno Valley, prepared by RK in March 2024.
3 A significant impact would occur if Without Project noise levels are 65.0 dBA CNEL or lower, and the project causes noise levels to increase above 65.0 dBA CNEL, OR Without Project noise levels are above 65.0 dBA CNEL and the project results in an increase of 3.0 dBA or more above Without Project conditions.

As shown in Tables 13 and 14, the proposed project will not result in a significant permanent increase in roadway noise levels along adjacent roadways. Hence, the impact from increased roadway activity as a result of the project will be less than significant.

6.3 Noise/Land Use Compatibility
The project proposes to site new single family homes near the northeast corner of Cactus Avenue and Bradshaw Circle. Traffic noise from Cactus Avenue will be the primary source of noise impacting the project site and may expose future residents to noise levels above the City of Moreno Valley exterior noise thresholds for residential uses.

6.3.1 Exterior Noise/Land Use Compatibility
A noise/land use compatibility assessment has been prepared to help determine whether existing exterior noise levels affecting the project site exceed the City’s noise/land use compatibility threshold for residential land uses. Exterior ambient noise levels are assessed habitable backyard areas at the first-row dwelling units along Cactus Avenue.

Table 15 shows the anticipated exterior noise levels at the habitable backyard areas of the firstrow dwelling units along Cactus Avenue. The noise levels shown in Table X are based on Future 1172
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Year (2040) With Project traffic volumes and take into account the noise attenuation effects from the proposed six-foot property line wall along the southern boundary of the project site.

Exterior noise/land use compatibility calculation worksheets are provided in Appendix E.

Table 15
Exterior Noise/Land Use Compatibility (dBA CNEL)1
Receptor Location
Distance from
Centerline
(feet)
Future Backyard Exterior
Noise Levels2
Noise/Land Use
Compatibility3
Habitable backyards of
first-row dwellings along
Cactus Avenue
60 70.2 Normally Unacceptable
1 Future exterior noise levels are based on traffic volumes under Future Year (2040) With Project conditions. 2 Backyard noise levels include the attenuation effects of the proposed 6-foot high property line block wall. 3 Source: City of Moreno Valley General Plan Noise Element, Table N-1: Community Noise Compatibility Matrix.

As shown in Table 15, future exterior ambient noise levels are expected to be approximately 70.2 dBA CNEL and fall within the Normally Unacceptable noise/land use compatibility category.

Per the City of Moreno Valley General Plan, construction or development of Normally Unacceptable land uses should only proceed after a detailed analysis of the noise reduction requirements are made and needed noise insulation features included in the design.

In order to ensure that interior noise levels comply with City and State standards, the following preliminary interior noise analysis is provided.

6.3.2 Interior Noise/Land Use Compatibility
The project must show that interior noise levels at the project site will not exceed the City of Moreno Valley and State of California noise/land use compatibility threshold for residential land uses. A preliminary interior noise analysis has been performed for the first row of habitable dwellings facing the adjacent roadways using a typical “windows open” and “windows closed” condition. A “windows open” condition assumes 12 dBA of noise attenuation from the exterior noise level. A “windows closed” condition” assumes 20 dBA of noise attenuation from the exterior noise level.

Table 16 indicates the future interior noise levels along the adjacent roadways. 1173
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Table 16
Future Interior Noise Levels (dBA CNEL)
Exterior Façade Study
Location
Projected
Exterior
Noise
Level
(dBA
CNEL)1
Interior
Noise
Standard
(dBA
CNEL)
Required
Building
Shell
Noise
Reduction
(dBA
CNEL)
Interior Noise Level
w/ Standard Windows
(STC ~ 25) Required
STC
Rating "Windows
Open" 2
"Windows
Closed" 3
First-row habitable dwellings
facing Cactus Avenue
(First Floor)

70.2 45.0 25.2 58.2 50.2 31
First-row habitable dwellings
facing Cactus Avenue
(Second Floor Floor)

75.9 45.0 30.9 63.9 55.9 34
1 Worst-case future exterior noise levels are based on traffic volumes under Future Year (2040) With Project conditions. First floor noise levels take into account the noise attenuation effects of the property wall along the southern boundary of the project site, while second floor noise levels assume no noise barrier shielding. 3 A minimum of 12 dBA noise reduction is assumed with the "windows open" condition. 4 A minimum of 20 dBA noise reduction is assumed with the "windows closed" condition.

The project is expected to require a “windows closed” condition and upgraded STC rated windows for all residential units facing Cactus Avenue in order to meet the City of Moreno Valley land use compatibility threshold for residential interior noise. To accommodate windows closed conditions, all residential units facing the adjacent roadways shall be equipped with adequate fresh air ventilation.

Exterior walls, designed per the latest California Building Standards are typically rated between STC 35-40. In order to ensure adequate noise attenuation is provided from the building shell, exterior walls should be designed to meet the required sound attenuation targets. Attic vents and other openings should be baffled and oriented away from facing the adjacent roadways.

Prior to issuance of building permits, the project proponent should demonstrate to the City Building Department that the proposed building shell and window assemblies will achieve exterior to interior noise reduction necessary to meet the State of California and City of Moreno Valley requirements.

Furthermore, the project shall comply with California Title 24 insulation building requirements for multi-family dwelling units for common separating assemblies (e.g., floor/ceiling assemblies and demising walls).
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6.4 Airport Noise Compatibility
The March Air Force Reserve Base (MARB), located in the County of Riverside, is the nearest airport to the proposed project site at a distance of approximately 4.5 miles. Based on the March Air Reserve Base / Inland Port Airport Land Use Compatibility Plan map, the project site is located outside of the MARB airport influence area.

Furthermore, as described above, the proposed project is not expected to expose people residing or working in the project area to excessive noise levels. Therefore, the project’s noise impact on airport-adjacent land uses will be less than significant.

A copy of the March Air Reserve Base / Inland Port Airport Land Use Compatibility Plan map is provided in Exhibit D.

6.5 Project Design Features
The following recommendations are provided to help ensure the proposed project meets the City of Moreno Valley and State of California noise level requirements:

DF-3 A “windows closed” condition and upgraded windows and sliding glass doors are expected to be required for all residential units facing Cactus Avenue in order to meet the interior noise standard. See Section 6.3.2, Table 16, for details regarding window STC requirements.

7.0 Construction Noise and Vibration Impacts
Temporary construction noise and vibration impacts have been assessed from the project site to the surrounding adjacent land uses. The degree of construction noise and vibration will vary depending on the type of construction activity taking place and the location of the activity relative to the surrounding properties.

During the construction period, the contractors will be required to comply with the City of Moreno Valley Municipal Code Chapter 11.80 – Noise Regulation, which places the following provisions on noise generated by construction activity within the City:
“No person shall operate or cause the operation of any tools or equipment used in construction, drilling, repair, alteration or demolition work between the hours of eight p.m. and seven a.m. the following day such that the sound there from creates a noise disturbance, except for emergency work by public service utilities or for other work approved by the city manager or designee. This section shall not apply to the use of power tools as provided in subsection (D)(9) of this section.” No project-related construction will occur between the hours of 8:00 p.m. and 7:00 a.m. on weekdays, including Saturday, or at any time on Sunday or a national holiday. The City of Moreno Valley does not establish specific noise level thresholds for construction activity during approved hours. Therefore, for purposes of this analysis, the Federal Transit Administration (FTA) Transit Noise and Vibration Impact Assessment (2006) criteria will be used.

The FTA provides reasonable criteria for evaluating construction noise impacts based on the likelihood of adverse community response. This analysis uses the FTA’s General Assessment Methodology, which applies a daytime noise threshold of 90 dBA Leq over a 1-hour period.

However, to ensure a conservative assessment, this analysis uses the FTA’s more stringent construction noise threshold of 80 dBA Leq. In accordance with the City’s Municipal Code, it is assumed that construction will not take place during noise-sensitive nighttime hours.

Construction phasing and equipment usage assumptions are referenced from the TTM 37858 Single Family Residential Project Air Quality, Greenhouse Gas, and Energy Impact Study, City of Moreno Valley, performed by RK.

7.1 Typical Construction Noise Levels
Table 17 shows typical construction noise levels compiled by the Environmental Protection Agency (EPA) for common-type construction equipment. Typical construction noise levels are used to estimate potential project construction noise levels at the adjacent sensitive receptors. 1176
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Table 17
Typical Construction Noise Levels1
Type Noise Levels (dBA) at 50 Feet
Earth Moving
Compactors (Rollers) 73 - 76
Front Loaders 73 - 84
Backhoes 73 - 92
Tractors 75 - 95
Scrapers, Graders 78 - 92
Pavers 85 - 87
Trucks 81 - 94
Materials Handling
Concrete Mixers 72 - 87
Concrete Pumps 81 - 83
Cranes (Movable) 72 - 86
Cranes (Derrick) 85 - 87
Stationary
Pumps 68 - 71
Generators 71 - 83
Compressors 75 - 86
Impact Equipment
Pneumatic Wrenches 82 - 87
Jack Hammers, Rock Drills 80 - 99
Pile Drivers (Peak) 95-105
Other
Vibrators 68 - 82
Saws 71 - 82
1 Referenced Noise Levels from the Environmental Protection Agency (EPA)

7.2 Construction Noise Impact Analysis
This assessment analyzes potential noise impacts of the two noisiest pieces of equipment during all expected phases of construction, including site preparation, grading, building construction, paving, and architectural coating. Noise levels are calculated based on an average distance of equipment over a 1-hour period to the nearest adjacent property. The project’s estimated construction noise levels have been calculated using the Federal Highway Administration Roadway Construction Noise Model Version 1.1. Table 18 shows the noise level impacts from the center of the project site to the nearest sensitive receptor property line. 1177
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Construction noise calculation worksheets are provided in Appendix F.

Table 18
Project Construction Noise Levels – at 192 Feet
Phase Equipment Quantity
Equipment
Noise Level at
192 ft
(dBA Leq)
Combined
Noise Level
(dBA Leq)
Site Preparation Tractors/Loaders/Backhoes 2 72.3 75.3
Grading
Graders 1 73.3

75.9 Tractors/Loaders/Backhoes 1 72.3
Building Construction Tractors/Loaders/Backhoes 2 72.3 75.3 Paving
Tractors/Loaders/Backhoes 1 72.3

73.8 Rollers 1 68.3
Architectural Coating Air Compressors 1 66.0 66.0
Worst Case Construction Phase Noise Level (dBA Leq) 75.9 FTA Daytime General Assessment Construction Noise Criteria (dBA Leq)1 80.0 Noise level exceeds FTA criteria? No
1 Source: Transit Noise and Vibration Impact Assessment Manual, Section 7 Noise and Vibration during Construction, by the Federal Transit Administration.

As shown in the table above, the project is expected to generate a maximum noise level of 75.9 dBA. Hence, the project’s construction-related noise levels will not exceed the FTA General Assessment Construction Noise Criteria threshold. As a result, the project’s impact from construction-related noise will be less than significant.

7.3 Construction Vibration
To determine the vibratory impacts during construction, reference construction equipment vibration levels were utilized and then extrapolated to the façade of the nearest adjacent structures. The nearest adjacent structures to the project site are the Northern Receptors, located along the northern boundary of the project site. The nearest structures will be located approximately 34 feet from the nearest expected area of bulldozer and truck activity and approximately 95 feet from the nearest expected area of vibratory roller activity. All structures surrounding the project site are “new structures”. No historical or fragile buildings are known to be located within the vicinity of the site.

The construction of the proposed project is not expected to require the use of substantial vibration-inducing equipment or activities, such as pile drivers or blasting. The main sources of 1178
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vibration impacts during the construction of the project would be the operation of equipment such as bulldozer activity during site preparation and loading trucks during grading and excavation.

The construction vibration assessment utilizes the referenced vibration levels and methodology set forth within the Transit Noise and Vibration Impact Assessment Manual, Federal Transit Administration, September 2018. Table 19 shows the FTA-referenced vibration levels.

Table 19
Typical Construction Vibration Levels1
Equipment Peak Particle Velocity (PPV)
(inches/second) at 25 feet
Approximate Vibration Level (LV)
at 25 feet
Piledriver (impact) 1.518 (upper range) 112

0.644 (typical) 104
Piledriver (sonic) 0.734 upper range 105

0.170 typical 93
Clam shovel drop (slurry wall) 0.202 94
Hydromill 0.008 in soil 66
(slurry wall) 0.017 in rock 75
Vibratory Roller 0.210 94
Hoe Ram 0.089 87
Large bulldozer 0.089 87
Caisson drill 0.089 87
Loaded trucks 0.076 86
Jackhammer 0.035 79
Small bulldozer 0.003 58
1 Transit Noise and Vibration Impact Assessment, Federal Transit Administration, May 2006.

Table 20 shows the project’s construction-related vibration analysis at the nearest structures to the project construction area. Construction impacts are assessed at 34 feet from the nearest expected location of bulldozer and truck activity and at 95 feet from the nearest expected location of vibratory roller activity. Construction vibration calculation worksheets are provided in Appendix F. 1179
7-5
Table 20
Construction Vibration Impact Analysis
Construction
Activity
Distance to
Nearest Structure
(ft)
Duration
Calculated
Vibration Level -
PPV (in/sec)
Damage Potential
Level
Large Bulldozer 34 Continuous/Frequent 0.063 None
Loaded Trucks 34 Continuous/Frequent 0.054 None
Vibratory Rollers 95 Continuous/Frequent 0.048 None
Based on the table above, project-related construction activity is not expected to cause any potential damage to the nearest structures. Hence, the impact from construction-related vibration will be less than significant.

The following construction related project design features will be implemented to help ensure noise level impacts during construction remain less than significant.

Construction Design Features
DF-5 The project shall comply with City of Moreno Valley Municipal Code requirements.

No construction will occur between the hours of 8:00 p.m. and 7:00 a.m. on weekdays, including Saturday, or at any time on Sunday or a national holiday.

DF-7 All construction equipment should be equipped with mufflers and other suitable noise attenuation devices (e.g., engine shields).

DF-8 Locate staging area, generators, and stationary construction equipment as far from the adjacent residential homes as feasible.

DF-9 Construction-related equipment, including heavy-duty equipment, motor vehicles, and portable equipment, shall be turned off when not in use for more than 5 minutes.
1180

Exhibits
1181
engineering group, inc. TTM 37858 SINGLE FAMILY RESIDENTIAL PROJECT NOISE IMPACT STUDY, City of Moreno Valley, CA 1742-2024-02 Location Map Exhibit A Legend: = Project Site = Project Site Boundary N Northern Receptors Eastern Receptors Southern Receptors Western Receptors 1182 Exhibit B
Site Plan
N
engineering
group, inc.
1742-2024-02
TTM 37858 SINGLE FAMILY RESIDENTIAL PROJECT NOISE IMPACT STUDY, City of Moreno Valley, CA 1183
engineering group, inc. TTM 37858 SINGLE FAMILY RESIDENTIAL PROJECT NOISE IMPACT STUDY, City of Moreno Valley, CA 1742-2024-02 Noise Monitoring Locations Exhibit C Legend: = Noise Monitoring Location = Project Site Boundary N 1 2 1 1184 engineering group, inc. TTM 37858 SINGLE FAMILY RESIDENTIAL PROJECT NOISE IMPACT STUDY, City of Moreno Valley, CA 1742-2024-02 March Air Reserve Base / Inland Port Airport Land Use Compatibility Plan Map Exhibit D Legend: = Project Site N 1185

Appendices
1186
Appendix A
City of Moreno Valley General Plan Noise Element and
Municipal Code Chapter 11.80 – Noise Regulation
1187
Sound shapes the way we experience the
places where we live, work, and play.

A pleasant, healthy noise environment
can reduce stress, improve health, and
enhance quality of life in the community.

In an urban environment, noise is a part
of everyday life, but thoughtful planning
and design can minimize unwanted noise
and create welcoming neighborhoods that
residents are proud to call home.

The goals, policies, and actions in this
chapter seek to proactively address
sources of noise in Moreno Valley, protect
against excessive noise, and support
the social and economic vitality of the
community. This chapter satisfies the
statutory requirements for the General
Plan Noise Element. Airport land use
compatibility is also addressed in the
Land Use and Community Character and
Safety Elements, while goods movement
is addressed in the Transportation
Element.
7 Noise
1188
7-2 | MoVal 2040 GENERAL PLAN
Background
Unwanted noise can be defined as a sound or series
of sounds that are intrusive, irritating, objectionable and/or disruptive to daily life. Background noise is
primarily the product of many distant noise sources,
which constitute a relatively stable noise background
exposure, with individual contributors unidentifiable.

Noise levels are also affected by short duration single event noise sources (e.g., aircraft flyovers, motor vehicles, sirens), which are readily identifiable to the individual. The known effects of noise on humans include hearing loss, communication interference, sleep interference, physiological responses, and annoyance.

People in residences, motels and hotels, schools,
libraries, churches, hospitals, nursing homes, auditoriums, natural areas, parks and outdoor recreation areas are generally more sensitive to noise than are
people at commercial and industrial establishments.

Consequently, noise standards for sensitive land uses
are more stringent than for those at less sensitive uses.

To protect various human activities in sensitive areas, lower noise levels are generally required.

Typically, when noise levels are reported, they are
expressed as a measurement over time in order to
account for variations in noise exposure. Levels also
account for varying degrees of sensitivity to noise
during daytime and nighttime hours. The Community
Noise Equivalent Level (CNEL) and Day-Night Noise
Level (Ldn) both reflect noise exposure over an average day with weighting to reflect this sensitivity.

Existing Noise Sources
and Levels

EXISTING NOISE LEVELS
Moreno Valley is subject to typical urban noises such
as noise generated by cars on local roadways, noise
from intermittent construction activities, and day-today outdoor activities. There are also several transportation-related noise sources that operate at the periphery of the city, including Interstate 215 (I-215), the March Air Reserve Base (MARB), and the railway
line, as well as State Route 60 (SR 60), which passes
through the northern part of the city. Other sources of noise within the city include commercial and industrial centers and property maintenance activities.

Ambient noise monitoring was conducted to assess
current noise levels in Moreno Valley at a variety of
land uses proximate to major noise sources. Shortterm daytime noise measurements were taken adjacent to major noise sources in the city. These measured
noise levels included major noise sources (traffic and/or train passbys) in addition to non-traffic noise sources Map N-1 reflects the existing noise level contours for
60, 65, and 70 dBA.

Freeway and Internal Roadways
Roadways are the principal noise source in Moreno
Valley. Most of Moreno Valley is located between the
I-215 and SR-60 highways. I-215 runs north-south
towards the western boundary, while SR-60 runs
approximately east-west in the northern part of the
city. Roadway noise is expected to remain the principal source of noise in the future. Noise from these sources can be a significant environmental concern for
noise sensitive uses, such as residential development
where buffers (e.g., buildings, landscaping, etc.) are
inadequate or where there is minimal distance from
the roadways to sensitive uses.

Airport Noise
Noise levels due to air traffic from the joint-use airport at MARB depend on aircraft characteristics, the
number, path, elevation and duration of flights as well as the time of day that flights take place. Since 1997, MARB has also been home to the March Inland
Port, a civilian air cargo facility. As demand for cargo shipping increases, operations at MARB are projected to increase. Map N-2 shows the existing noise contours surrounding MARB. Though most of the
city is located outside the MARB 60-CNEL noise
contours, noise from aircraft is audible in the western portion of the city and contributes to the ambient noise environment.

Railroad Noise
Train noise, however intermittent, is a major source of noise due to its magnitude. The San Jacinto Branch
Line follows the I-215 corridor closely, bordering
the western edge of the city. Both the Metrolink
Commuter Rail and freight trains travel along the
corridor. The Metrolink commuter rail 91/Perris
Valley Line stops at the Moreno Valley/March Air
Field Station, located between Eucalyptus and Cactus
Avenues in proximity to the western border of the
city. Commuter trains stop several times a day in the
morning and evening, and freight trains pass through
about twice a day.
1189
Map N-1: Existing Noise Contour
!(
T
§¨¦215
§¨¦215
·|}60
·|}60

IRIS AVE

IRONWOOD AVE

LASSELLE ST

COTTONWOOD AVE

CACTUS AVE

INDIAN ST

EUCALYPTUS AVE

KITCHING ST

GILMAN SPRINGS RD

NASON ST

REDLANDS BLVD

PERRIS BLVD

FREDERICK ST

SUNNYMEAD BLVD

MORENO BEACH DR

PIGEON PASS RD

ALESSANDRO BLVD

JOHN F KENNEDY DR

KRAMERIA AVE

HEACOCK ST

CACTUS AVE

HEACOCK ST

ALESSANDRO BLVD

OLIVER ST

PERRIS BLVD

KITCHING ST

PERRIS BLVD

HEACOCK ST

EUCALYPTUS AVE

INDIAN ST

HEACOCK ST

SUNNYMEAD RANCH P KWY

IRONWOOD AVE

IRIS AVE

JOH N F KENNEDY DR

LASSELLE ST

GILMAN SPRINGS RD

COTTONWOOD AVE

ALESSANDRO BLVD

WORLD LOGISTICS PKWY
Moreno Valley/
March Field Station
MorenoValley Mall
City Hall Riverside University
Medical Center
Moreno Valley College
Kaiser Permanente
Medical Center
Existing Noise Contours
CNEL 65 to 70 dB
CNEL 70 to 75 dB
CNEL >75 dB
!(
T Metrolink Station
Metrolink Commuter Rail
City of MorenoValley
Sphere of Influence
Map N-1: Existing Noise Contours
0 0.5 1 2
Miles
Data Source: City of MorenoValley, 2019;
Fehrs and Peers, 2020; Dyett & Bhatia, 2020.
1190
Map N-2: MARB Noise Contour
Map N2 : March Air Reserve Base Noise Contours

R I V E R S I D E

M O R E N O V A L L E Y

P E R R I S

U N I N C O R P O R A T E D U N I N C O R P O R A T E D March Air Reserve Base /
Boundary Lines
Noise Contours
60 dB CNEL
City Limits
March Joint Powers Authority Property Line
Inland Port Airport
LEGEND
65 dB CNEL
70 dB CNEL
75 dB CNEL (75,104 operations)
Projected Activity Level
\ \ \ pp \ \ p\ _ g \ ,
0 4 MILES
2 MILES
MILES
60 CNEL
65 CNEL
70 CNEL
75 CNEL
Note:

Contours represent composite of noise contours from four sources:

Forecasts and noise contours from Air Installation Compatible Use Study for March Air Reserve Base (August 2005).

Environmental Assessment for Proposed Military
Construction and Total Force Integration at March Air
Reserve Base (Air Force Reserve Command, June 2010);
Environmental Impact Report for March Inland Port General Aviation Facilities Development (March Joint Powers
Authority, August 2012).

F-15 Aircraft Conversion Environmental Impact Statement 144th Fighter Wing California Air National Guard
Fresno-Yosemite International Airport (National Guard Bureau, March 2013).

Annual Operations 75,104
Projected Activity Level
Average Annual Day 206
Map Source: March Air Reserve Base Land Use Compatibility Plan, 2014 1191
Noise | 7-5
Industrial Noise
Industrial uses, including manufacturing, warehousing, and distribution-related uses, are another source of noise that can have a varying degree of impact on
adjacent uses. Mechanical equipment, generators,
and vehicles associated with these uses all contribute
to noise levels at industrial sites. Existing industrial uses in Moreno Valley are largely concentrated in
the southwest of the City, adjacent to MARB and
Interstate-215; however, significant light industrial
uses are planned at the World Logistics Center site at
the eastern edge of the city. While industrial uses are generally concentrated at the periphery of the city,
the potential for noise conflicts exists where these uses abut residential areas.

Construction Noise
Construction can be another source of unwanted
noise, although typically short-term in duration.

Construction is most significant when it takes place
near sensitive land uses, such as homes, schools, or
hospitals, or when it occurs at night or in the early
morning hours. The dominant construction equipment noise source is diesel engines without sufficient muffling; however, impact pile driving or pavement
breaking can also generate unwanted noise. The City
currently regulates construction activity through
Municipal Code Chapter 11.80.

Other Equipment Noise
Other portable or small-scale pieces of equipment may
also produce noise effects. Portable power equipment,
such as leaf blowers and drills, is ubiquitous in the
modern city, and can produce very high noise levels
at the location of the work for intermittent periods.

Mechanical equipment, such as pumps and fans may
produce low noise levels, but continuously and for
substantial distances. Other amplified sounds, from
automotive audio equipment or loudspeakers also
create noise exposure.

PROJECTED NOISE SOURCES

AND LEVELS
Future development within the Planning Area along
with pass-through traffic will result in increased noise levels. Vehicular traffic, including automobile and
truck traffic, will continue to be the predominant
noise source within the city. The level of vehicular
traffic noise varies with many factors, including traffic volume, vehicle mix (including percentage of trucks),
traffic speed, and distance from the roadway. Map
N-3 shows projected noise level contours at buildout of General Plan land uses in 2040.

Planning for a
Pleasant, Healthy Noise
Environment
Integrating noise reduction into the planning and
design of projects can help address the potential for
increased noise as development occurs and ensure a
healthy and pleasant noise environment for residents
and visitors alike. Proactively reducing noise at its
source, separating and buffering noisy land uses, and
designing for a quiet indoor environment will contribute to a healthy, livable neighborhood and a vibrant local economy.

In a vibrant city, some noise is inevitable, and making sure that noise-sensitive land uses such as schools and housing are separated from noisy uses is important
to ensuring a pleasant, healthy noise environment for
all. Land uses have different levels of compatibility
relative to noise, and the State of California mandates that general plans include noise level compatibility
standards for the development of land as a function of
a range of noise exposure values. Noise level is often
measured on the Community Noise Equivalent Level
(CNEL) scale. CNEL ratings measure levels in noise
over a typical day, with higher weight given to noises
Aircraft flying in and out of the March Air Reserve Base contribute to the ambient noise environment of the city.

Most of Moreno Valley is located between the I-215 and
SR-60 highways; noise from these sources can be a
significant environmental concern.

Construction and equipment can produce very high noise
levels. The City currently regulates construction activity through Municipal Code Chapter 8.
1192
Map N-3: Future Noise Contours
!(
T
§¨¦215
§¨¦215
·|}60
·|}60

IRIS AVE

IRONWOOD AVE

LASSELLE ST

COTTONWOOD AVE

CACTUS AVE

INDIAN ST

EUCALYPTUS AVE

KITCHING ST

GILMAN SPRINGS RD

NASON ST

REDLANDS BLVD

PERRIS BLVD

FREDERICK ST

SUNNYMEAD BLVD

MORENO BEACH DR

PIGEON PASS RD

ALESSANDRO BLVD

JOHN F KENNEDY DR

KRAMERIA AVE

HEACOCK ST

CACTUS AVE

HEACOCK ST

ALESSANDRO BLVD

OLIVER ST

PERRIS BLVD

KITCHING ST

PERRIS BLVD

HEACOCK ST

EUCALYPTUS AVE

INDIAN ST

HEACOCK ST

SUNNYMEAD RANCH P KWY

IRONWOOD AVE

IRIS AVE

JOH N F KENNEDY DR

LASSELLE ST

GILMAN SPRINGS RD

COTTONWOOD AVE

ALESSANDRO BLVD

WORLD LOGISTICS PKWY
Moreno Valley Mall
City Hall
Moreno Valley College
Kaiser Permanente Medical Center
Riverside University
Medical Center
Future Noise Contours
CNEL 65 to 70 dB
CNEL 70 to 75 dB
CNEL >75 dB
!(
T Metrolink Station
Metrolink Commuter Rail
City of MorenoValley
Sphere of Influence
Map N-3: Future Noise Contours
0 0.5 1 2
Miles
Data Source: City of MorenoValley, 2019;
Fehrs and Peers, 2020; Dyett & Bhatia, 2020.
0 0.5 1 2
Miles
Data Source: City of MorenoValley, 2019;
Fehrs and Peers, 2020; Dyett & Bhatia, 2020. 1193
Noise | 7-7
Normally Acceptable:

Specified land use is satisfactory, based
upon the assumption that any buildings
involved are of normal conventional
construction, without any special noise
insulation requirements.

Conditionally Acceptable:

New construction or development should
be undertaken only after a detailed analysis
of the noise reduction requirement is
made and needed noise insulation features
included in the design. Conventional
construction, but with closed windows and
fresh air supply systems or air conditioning
will normally suffice.

Normally Unacceptable:

New construction or development
should generally be discouraged. If new
construction or development does proceed,
a detailed analysis of the noise reduction
requirements must be made and needed
noise insulation features included in the
design.

Clearly Unacceptable:

New construction or development should
generally not be undertaken.
occurring during evening and sleeping hours. Table
N-1 identifies noise level compatibility standards and
interior noise standards to be used to guide land use
planning decisions within a given contour.

The Municipal Code also contains regulations
intended to ensure best practices in siting new
development. The air installation compatibility use
overlay district (AICUZ) contained in the zoning
code includes standards that limit public exposure
to aircraft accidents and noise and encourage future
development that is compatible with the continued
operation of MARB. Additionally, the City has
adopted Good Neighbor Guidelines for warehouse
and distribution facilities into the zoning code that
specify requirements to minimize the potential for
impacts from these facilities on surrounding areas,
including limiting noise generating activities near
residential areas.

Design practices, such as building placement and
interior noise proofing, can be used to promote
healthy indoor and outdoor noise environments
throughout the community. Insulation, primarily
used to improve a building’s energy performance,
can help reduce indoor noise significantly. Soundreducing window designs and landscaped buffer areas can also reduce interior noise, even in noisy areas.

Noise from traffic on the freeways can be reduced by
constructing sound barriers with acoustic dampening
materials. Sound reducing paving materials can also
significantly reduce sound from arterial roads within
the city. General Plan policies seek to promote the
use of thoughtful planning and design to minimize
unwanted noise in the community and promote a
pleasant, healthy noise environment.

Source: Governor’s Office of Planning and Research 2017.

A
A
A
A
A
A
A
A
A
B
B
B
B
B
B
B
B
B
C
C
C
C
C
C
C
C
C
C
C
D
D
D
D
D
D
Table N-1: Community Noise Compatibility Matrix
Land Use Category Community Noise Exposure (CNEL)
55 60 65 70 75 80
Residential – Low
Density Single Family,
Duplex, Mobile Homes
Residential – Multiple
Family
Transient Lodging:

Hotels and Motels
Schools, Libraries,
Churches, Hospitals,
Nursing Homes
Auditoriums, Concert
Halls, Amphitheaters
Sports Arena, Outdoor
Spectator Sports
Playground,
Neighborhood Parks
Golf Courses, Riding
Stables, Water
Recreation, Cemeteries
Office Buildings,
Businesses, Commercial
and Professional
Industrial,
Manufacturing, Utilities,
Agricultural
55 60 65 70 75 80
1194
7-8 | MoVal 2040 GENERAL PLAN
Goal N-1: Design for a pleasant,
healthy sound environment
conducive to living and
working.

POLICIES
N.1-1: Protect occupants of existing and new
buildings from exposure to excessive noise,
particularly adjacent to freeways, major
roadways, the railroad, and within areas of
aircraft overflight.

N.1-2: Guide the location and design of
transportation facilities, industrial uses, and
other potential noise generators to minimize
the effects of noise on adjacent land uses.

N.1-3: Apply the community noise compatibility
standards (Table N-1) to all new development
and major redevelopment projects outside
the noise and safety compatibility zones
established in the March Air Reserve Base/
Inland Port Airport Land Use Compatibility
(ALUC) Plan in order to protect against the
adverse effects of noise exposure. Projects
within the noise and safety compatibility
zones are subject to the standards contained
in the ALUC Plan.

N.1-4: Require a noise study and/or mitigation
measures if applicable for all projects that
would expose people to noise levels greater
than the “normally acceptable” standard
and for any other projects that are likely to
generate noise in excess of these standards.

N.1-5: Noise impacts should be controlled at the
noise source where feasible, as opposed to
at receptor end with measures to buffer,
dampen, or actively cancel noise sources. Site
design, building orientation, building design,
hours of operation, and other techniques,
for new developments deemed to be noise
generators shall be used to control noise
sources.

N.1-6: Require noise buffering, dampening, or
active cancellation, on rooftop or other
outdoor mechanical equipment located near
residences, parks, and other noise sensitive
land uses.

N.1-7: Developers shall reduce the noise impacts on
new development through appropriate means
(e.g. double-paned or soundproof windows,
setbacks, berming, and screening). Noise
attenuation methods should avoid the use of
visible sound walls where possible.

ACTIONS
N.1-A: Continue to review proposed projects for
conformance with the March Air Reserve
Base/Inland Port Airport Land Use
Compatibility Plan, including consideration
of the Compatibility Zone Factors shown
in Table MA-1 and the Basic Compatibility
Criteria shown in Table MA-2, as may be
amended.

N.1-B: Require dedication of an aviation easement
as a condition of development approval
for projects within the noise and safety
compatibility zones identified by the March
Air Reserve Base/Inland Port Airport Land
Use Compatibility Plan, as may be amended.

The intention of this action is to alert
interested individuals, including property
buyers and developers, to the proximity of
aircraft operations and related noise and
safety compatibility protections.

N.1-C: Study the feasibility of using alternative
pavement materials such as rubberized
asphalt pavements on roadways to reduce
noise generation. Update City standards as
appropriate.

Noise attenuation measures such as double paned
windows (above) and rubberized asphalt (below) can
reduce noise and mitigate its effects.
1195
Noise | 7-9
Addressing
Noise Concerns
As in any bustling and vibrant city, some noise is
inevitable in Moreno Valley. Having systems in place
to minimize unwanted noise before it occurs, and to
manage noise concerns when they arise is important
to ensure a healthy and economically dynamic future.

Moreno Valley’s Municipal Code establishes allowable levels of noise within the city and consequences for violation of the standards it sets. When instances
of excessive noise do occur, residents can report
noise complaints to the City’s Code & Neighborhood
Services Division, the division responsible for handling violations, including noise complaints, and for generally protecting the health and safety of the community.

Noise complaints received by the Division typically
involve residential noise, including complaints regarding loud music, animal noise, and noise from unlicensed home business activities.

In addition to the noise controls built into the
Municipal Code, the City works closely with the
neighboring MARB to coordinate noise control
efforts.

As Moreno Valley continues to grow culturally and
economically, the potential for noise conflicts will
increase, particularly in mixed use areas or locations
near public gathering places. While some noise is
expected – and even welcome – in a dynamic city,
Moreno Valley will continue to ensure that the noises
of daily life do not exceed comfortable and pleasant levels for all by maintaining a robust system for addressing noise concerns.

Goal N-2: Ensure that noise does not
have a substantial, adverse
effect on the quality of life in
the community.

POLICIES
N.2-1: Use the development review process to
proactively identify and address potential
noise compatibility issues.

N.2-2: Continue to work with community members
and business owners to address noise
complaints and ensure voluntary resolution of
issues through the enforcement of Municipal
Code provisions.

N.2-3: Limit the potential noise impacts of
construction activities on surrounding
land uses through noise regulations in
the Municipal Code that address allowed
days and hours of construction, types of
work, construction equipment, and sound
attenuation devices.

N.2-4: Collaborate with the March Joint Powers
Authority, March Inland Port Airport
Authority, Riverside County Airport Land
Use Commission, and other responsible
agencies to formulate and apply strategies
to address noise and safety compatibility
protection from airport operations.

N.2-5: Encourage residential development heavily
impacted by aircraft-related noise to
transition to uses that are more compatible.

ACTIONS
N.2-A: Continue to maintain performance standards
in the Municipal Code to ensure that noise
generated by proposed projects is compatible
with surrounding land uses.

N.2-B: Update the Municipal Code to establish
controls on outdoor noise in public places,
such as outdoor dining terraces in commercial
mixed use areas, public plazas, or parks.

Controls may include limits on noise levels or
hours of operation.

Noise is part of a bustling, dynamic city. However,
controls such as limits on hours of operation or noise
levels can help ensure that the noises of daily life are not unpleasant or uncomfortable.
1196
7-10 | MoVal 2040 GENERAL PLAN
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1204
Appendix B
Field Data and Photos
1205
Project: Engineer: B. Morrison Date: 3/25/2024
JN: 1742-2024-02
Measurement Address: City: Site No.:

Northeast corner of Cactus Ave. and Bradshaw Cir. Moreno Valley, CA Sound Level Meter: Calibration Record: Conditions (3/26/2024):

Piccolo II Meter Input, dB/ Time Date
Serial # P0222082205 1 94.0 12:31 p.m. 3/25/2024 Temp (Deg. F.):

P0221010801 2 94.0 12:32 p.m. 3/25/2024 Windspeed:
3 / / / Direction:
4 / / / Skies:

Calibrator: 5 / //
BSWA
Serial # 500732
Notes: Measurement Type:
= Noise
Monitoring
Location
Field Sheet
1 Meter Settings:

High: 65, Low: 43
2 m.p.h.

North-northwest
Mostly Cloudy
Noise measurements were taken at 60-minute intervals for a 24-hour period. The primary sources of ambient noise during the measurement period consisted of roadway noise from adjacent streets, bird/nature sounds, and general residential activity.

TTM 37858 Single Family Residential
Project
A-WTD
C-WTD
LINEAR

IMPULSE
SLOW
FAST
1/1 OCT
1/3 OCT
_60_ MINUTE INTERVALS

L(N) PERCENTILE VALUES
Long-term
Short-term
1 1
2 1206
Project: Engineer: B. Morrison Date: 3/26/2024
JN: 1742-2024-02
Measurement Address: City: Moreno Valley, CA Location No.: 1 Notes:

47.0 Field Sheet - Noise Monitoring Location 1 Photo
TTM 37858 Single Family Residential
Project
Noise Monitoring Location 1 (L-1) was taken at the western boundary of the project site, approximately 276 feet north of the centerline of Cactus Avenue.

Northeast corner of Cactus Ave. and Bradshaw
Cir.

Meter 1
1207
Time Leq CNEL
12:00 AM 43.8 57.1
1:00 AM 43.3 57.12:00 AM 42.1 57.13:00 AM 45.8 57.14:00 AM 48.4 57.15:00 AM 51.6 57.16:00 AM 54.3 57.17:00 AM 56.4 57.18:00 AM 51.6 57.19:00 AM 53.5 57.1 10:00 AM 50.6 57.111:00 AM 51.1 57.1
12:00 PM 50.8 57.1
1:00 PM 54.0 57.12:00 PM 55.7 57.13:00 PM 55.5 57.14:00 PM 59.1 57.15:00 PM 56.4 57.16:00 PM 54.1 57.17:00 PM 53.0 57.18:00 PM 52.2 57.19:00 PM 49.7 57.1 10:00 PM 48.9 57.111:00 PM 47.9 57.1
Day Min: 49.7Night Min 42.1

0.0 10.020.030.040.050.060.070.080.090.0
100.0
12:00 AM
1:00 AM
2:00 AM
3:00 AM
4:00 AM
5:00 AM
6:00 AM
7:00 AM
8:00 AM
9:00 AM
10:00 AM
11:00 AM
12:00 PM
1:00 PM
2:00 PM
3:00 PM
4:00 PM
5:00 PM
6:00 PM
7:00 PM
8:00 PM
9:00 PM
10:00 PM
11:00 PM
Noise Level (dBA)
Location-1, 24-Hour Noise Monitoring Result (CNEL)
Leq CNEL
1208
PROJECT: TTM 37858 Single Family Residential Project JOB #: 1742-2024-02 NOISE METER: Piccolo II SLM, 24-Hour Measurement DATE: 11/7/2023 BY: B. Morrison
Time Leq Lmax Lmin L2 L8 L25 L50
12:00 AM 43.8 60.8 33.6 53.4 46.9 41.9 39.3
1:00 AM 43.3 64.1 33.7 52.5 46.0 38.4 36.62:00 AM 42.1 59.8 33.7 51.9 46.1 39.1 36.83:00 AM 45.8 64.3 34.3 54.4 50.0 43.5 39.64:00 AM 48.4 66.0 35.7 57.6 53.4 46.3 41.35:00 AM 51.6 66.4 37.0 59.1 56.1 52.3 47.26:00 AM 54.3 71.9 39.1 61.1 58.0 54.8 50.97:00 AM 56.4 81.1 42.4 62.0 58.6 55.4 52.28:00 AM 51.6 70.0 40.5 58.4 55.2 52.0 48.99:00 AM 53.5 75.7 40.6 58.0 54.9 52.1 49.2 10:00 AM 50.6 65.2 41.7 57.7 54.2 50.9 48.111:00 AM 51.1 67.9 40.6 58.3 54.7 51.5 48.5 12:00 PM 50.8 66.0 42.1 57.2 54.0 51.3 49.0
1:00 PM 54.0 75.0 43.0 60.9 56.7 53.4 51.12:00 PM 55.7 76.3 43.8 62.7 58.8 55.3 52.73:00 PM 55.5 71.0 45.4 62.1 58.9 55.9 53.64:00 PM 59.1 70.9 46.8 65.4 63.0 60.2 56.85:00 PM 56.4 69.6 44.1 62.5 60.1 57.3 54.36:00 PM 54.1 67.0 44.3 60.3 57.0 54.6 52.57:00 PM 53.0 67.2 43.9 59.1 56.1 53.4 51.58:00 PM 52.2 69.1 40.7 61.0 55.5 51.8 49.09:00 PM 49.7 63.9 37.8 57.8 54.3 50.0 45.1 10:00 PM 48.9 69.4 34.7 55.9 52.5 48.6 44.711:00 PM 47.9 69.1 32.5 56.2 52.9 46.4 38.2 Daytime 54.2 81.1 34.7 60.7 57.5 54.4 51.6Nighttime 49.1 71.9 32.5 56.9 53.2 48.8 44.4 LOCATION: 1

47.0 Field Sheet - Noise Monitoring Location 2 Photo
TTM 37858 Single Family Residential
Project
Noise Monitoring Location 2 (L-2) was taken near the northeast corner of the project site, approximately 645 feet north of the centerline of Cactus Avenue.

Meter 2
1210
Time Leq CNEL
12:00 AM 44.9 53.8
1:00 AM 38.3 53.82:00 AM 39.2 53.83:00 AM 41.6 53.84:00 AM 43.5 53.85:00 AM 44.5 53.86:00 AM 48.0 53.87:00 AM 46.7 53.88:00 AM 47.9 53.89:00 AM 49.8 53.8 10:00 AM 52.2 53.811:00 AM 57.7 53.8
12:00 PM 50.6 53.8
1:00 PM 55.6 53.82:00 PM 50.0 53.83:00 PM 53.5 53.84:00 PM 53.0 53.85:00 PM 51.1 53.86:00 PM 50.4 53.87:00 PM 49.9 53.88:00 PM 49.2 53.89:00 PM 50.6 53.8 10:00 PM 48.6 53.811:00 PM 40.0 53.8
Day Min: 46.7Night Min 38.3

0.0 10.020.030.040.050.060.070.080.090.0
100.0
12:00 AM
1:00 AM
2:00 AM
3:00 AM
4:00 AM
5:00 AM
6:00 AM
7:00 AM
8:00 AM
9:00 AM
10:00 AM
11:00 AM
12:00 PM
1:00 PM
2:00 PM
3:00 PM
4:00 PM
5:00 PM
6:00 PM
7:00 PM
8:00 PM
9:00 PM
10:00 PM
11:00 PM
Noise Level (dBA)
Location-2, 24-Hour Noise Monitoring Result (CNEL)
Leq CNEL
1211
PROJECT: TTM 37858 Single Family Residential Project JOB #: 1742-2024-02 NOISE METER: Piccolo II SLM, 24-Hour Measurement DATE: 11/7/2023 BY: B. Morrison
Time Leq Lmax Lmin L2 L8 L25 L50
12:00 AM 44.9 71.4 32.7 47.6 42.9 39.9 37.7
1:00 AM 38.3 56.2 31.7 46.1 41.2 36.7 34.82:00 AM 39.2 54.3 31.9 47.3 43.0 38.6 35.93:00 AM 41.6 57.3 33.2 48.4 45.1 41.7 39.04:00 AM 43.5 56.3 34.8 50.2 47.4 44.4 41.35:00 AM 44.5 63.1 35.3 51.0 47.3 44.4 41.76:00 AM 48.0 68.2 37.3 52.3 49.9 47.8 46.17:00 AM 46.7 62.4 39.2 51.5 49.6 47.7 45.68:00 AM 47.9 62.6 36.6 54.4 50.9 48.2 46.09:00 AM 49.8 60.0 41.3 56.3 53.7 50.1 47.8 10:00 AM 52.2 73.3 37.1 62.9 52.0 46.4 43.111:00 AM 57.7 76.6 36.9 68.1 62.9 51.7 46.4 12:00 PM 50.6 70.0 38.1 60.4 52.2 48.0 44.8
1:00 PM 55.6 85.1 37.3 59.9 52.8 48.1 45.62:00 PM 50.0 70.7 37.4 57.3 53.7 50.0 47.23:00 PM 53.5 75.5 39.1 60.7 56.3 51.5 48.24:00 PM 53.0 74.4 42.4 59.9 56.0 52.5 50.15:00 PM 51.1 66.5 41.2 57.8 54.4 51.1 49.06:00 PM 50.4 69.5 41.6 58.0 52.1 49.7 47.77:00 PM 49.9 68.0 41.2 57.3 52.7 49.8 47.68:00 PM 49.2 65.2 38.4 57.5 51.7 47.9 45.49:00 PM 50.6 77.2 34.6 51.3 46.0 43.3 41.0 10:00 PM 48.6 75.9 32.6 50.7 44.9 41.5 38.811:00 PM 40.0 58.2 31.6 47.4 43.0 38.7 35.2 Daytime 52.1 85.1 32.6 60.2 54.8 49.4 46.6Nighttime 43.6 71.4 31.6 49.3 45.9 43.0 40.7 LOCATION: 2

0.0 10.020.030.040.050.060.070.080.090.0
100.0
12:00 AM
1:00 AM
2:00 AM
3:00 AM
4:00 AM
5:00 AM
6:00 AM
7:00 AM
8:00 AM
9:00 AM
10:00 AM
11:00 AM
12:00 PM
1:00 PM
2:00 PM
3:00 PM
4:00 PM
5:00 PM
6:00 PM
7:00 PM
8:00 PM
9:00 PM
10:00 PM
11:00 PM
Decibel (dB)
Time
Location-2, 24 Hour Noise Monitoring Results (Leq, Ln)
Leq Lmax Lmin L2 L8 L25 L50
1212
Appendix C
Stationary Noise
Calculation Worksheets
1213
NOISE BARRIER CALCULATIONS ‐ BASED UPON FHWA ‐ RD‐77‐108 PROJECT: TTM 37858 Single Family Residential Project JOB #: 1742‐2024‐02 SOURCE: HVAC DATE: 4/1/2024
LOCATION: Nearest adjacent receptors (Northern Receptors) BY: B. Morrison NOISE INPUT DATA
OBS DIST= 200.0
DT WALL= 14.0
DT W/OB= 186.0
HTH WALL= 7.0 ********
BARRIER = 0.0 (0=WALL,1=BERM)
OBS HTH= 5.0
NOISE HTH= 3.0 BARRIER+
OBS EL  = 0.0 TOPO SHIELDING = ‐8.60
NOISE EL = 0.0 NOISE HTH EL= 3.0
DROP‐OFF= 15.0   (20 = 6 dBA PER DOUBLING OF DISTANCE)
DIST (FT) Leq Lmax L2 L8 L25 L50
REF  LEVEL 5 77.4 77.4 77.4 77.4 77.4 77.4
PROJ  LEVEL 200 53.4 53.4 53.4 53.4 53.4 53.4
SHIELDING 200 ‐8.6 ‐8.6 ‐8.6 ‐8.6 ‐8.6 ‐8.6
ADJ  LEVEL 200 44.8 44.8 44.8 44.8 44.8 44.8
NOISE LEVEL REDUCTION DUE TO DISTANCE = ‐24.0308999
NOISE OUTPUT DATA (dBA)
1214
Appendix D
Roadway Noise
Calculation Worksheets
1215
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL (CALVENO) PROJECT: TTM 37858 Single Family Residential Project JOB #: 1742-2024-02 ROADWAY: Cactus Avenue (Existing Without Project Conditions) DATE: 3/26/2024 LOCATION: Nearest adjacent residential receptors ENGINEER: B. Morrison ADT = 40,600 RECEIVER DISTANCE = 45
SPEED = 50 DIST C/L TO WALL = 0
PK HR % = 10 RECEIVER HEIGHT = 5.0
NEAR LANE/FAR LANE DIST 31 WALL DISTANCE FROM RECEIVER = 45 ROAD ELEVATION = 0.0 PAD ELEVATION = 0.0
GRADE = 0.0 % ROADWAY VIEW: LF ANGLE= -90
PK HR VOL = 4,060 RT ANGLE= 90
DF ANGLE= 180
AUTOMOBILES = 15 HTH WALL= 0.0
MEDIUM TRUCKS = 15 (10 = HARD SITE, 15 = SOFT SITE) AMBIENT= 0.0 HEAVY TRUCKS = 15 BARRIER = 0 (0 = WALL, 1 = BERM)

VEHICLE TYPE EVENING NIGHT DAILY VEHICLE TYPE HEIGHT SLE DISTANCE AUTOMOBILES 0.040 0.180 0.9603 AUTOMOBILES 2.0 42.35
MEDIUM TRUCKS 0.040 0.180 0.0166 MEDIUM TRUCKS 4.0 42.26 HEAVY TRUCKS 0.040 0.118 0.0231 HEAVY TRUCKS 8.0 42.35

VEHICLE TYPE PK HR LEQ DAY LEQ EVEN LEQ NIGHT LEQ LDN CNEL AUTOMOBILES 74.5 72.6 65.8 67.5 74.9 75.0
MEDIUM TRUCKS 64.6 62.7 55.8 57.6 65.0 65.1
HEAVY TRUCKS 70.2 68.4 61.5 61.4 69.4 69.6
NOISE LEVELS (dBA) 76.2 74.3 67.4 68.8 76.3 76.5

NOISE IMPACTS (WITH TOPO AND BARRIER SHIELDING)

NOISE INPUT DATA

ROADWAY CONDITIONS RECEIVER INPUT DATA

SITE CONDITIONS WALL INFORMATION
VEHICLE MIX DATA MISC. VEHICLE INFO

0.780 - -

DAY GRADE ADJUSTMENT

NOISE CONTOUR (FT)
- -

0.00 0.780

0.780

NOISE OUTPUT DATA

NOISE IMPACTS (WITHOUT TOPO OR BARRIER SHIELDING)
1216
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL (CALVENO) PROJECT: TTM 37858 Single Family Residential Project JOB #: 1742-2024-02 ROADWAY: Cactus Avenue (Existing With Project Conditions) DATE: 3/26/2024 LOCATION: Nearest adjacent residential receptors ENGINEER: B. Morrison ADT = 40,949 RECEIVER DISTANCE = 45
SPEED = 50 DIST C/L TO WALL = 0
PK HR % = 10 RECEIVER HEIGHT = 5.0
NEAR LANE/FAR LANE DIST 31 WALL DISTANCE FROM RECEIVER = 45 ROAD ELEVATION = 0.0 PAD ELEVATION = 0.0
GRADE = 0.0 % ROADWAY VIEW: LF ANGLE= -90
PK HR VOL = 4,095 RT ANGLE= 90
DF ANGLE= 180
AUTOMOBILES = 15 HTH WALL= 0.0
MEDIUM TRUCKS = 15 (10 = HARD SITE, 15 = SOFT SITE) AMBIENT= 0.0 HEAVY TRUCKS = 15 BARRIER = 0 (0 = WALL, 1 = BERM)

VEHICLE TYPE PK HR LEQ DAY LEQ EVEN LEQ NIGHT LEQ LDN CNEL AUTOMOBILES 74.5 72.7 65.8 67.6 74.9 75.1
MEDIUM TRUCKS 64.6 62.7 55.9 57.6 65.0 65.1
HEAVY TRUCKS 70.3 68.4 61.5 61.4 69.5 69.7
NOISE LEVELS (dBA) 76.2 74.4 67.5 68.8 76.3 76.5

0.780 0.00

NOISE OUTPUT DATA

NOISE IMPACTS (WITHOUT TOPO OR BARRIER SHIELDING)

NOISE IMPACTS (WITH TOPO AND BARRIER SHIELDING)

NOISE CONTOUR (FT)

DAY GRADE ADJUSTMENT

0.780 - -

NOISE INPUT DATA

ROADWAY CONDITIONS RECEIVER INPUT DATA

SITE CONDITIONS WALL INFORMATION
VEHICLE MIX DATA MISC. VEHICLE INFO
1217
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL (CALVENO) PROJECT: TTM 37858 Single Family Residential Project JOB #: 1742-2024-02 ROADWAY: Cactus Avenue (Future Year Without Project Conditions) DATE: 3/26/2024 LOCATION: Nearest adjacent residential receptors ENGINEER: B. Morrison ADT = 59,100 RECEIVER DISTANCE = 45
SPEED = 50 DIST C/L TO WALL = 0
PK HR % = 10 RECEIVER HEIGHT = 5.0
NEAR LANE/FAR LANE DIST 31 WALL DISTANCE FROM RECEIVER = 45 ROAD ELEVATION = 0.0 PAD ELEVATION = 0.0
GRADE = 0.0 % ROADWAY VIEW: LF ANGLE= -90
PK HR VOL = 5,910 RT ANGLE= 90
DF ANGLE= 180
AUTOMOBILES = 15 HTH WALL= 0.0
MEDIUM TRUCKS = 15 (10 = HARD SITE, 15 = SOFT SITE) AMBIENT= 0.0 HEAVY TRUCKS = 15 BARRIER = 0 (0 = WALL, 1 = BERM)

VEHICLE TYPE PK HR LEQ DAY LEQ EVEN LEQ NIGHT LEQ LDN CNEL AUTOMOBILES 76.1 74.3 67.4 69.2 76.5 76.7
MEDIUM TRUCKS 66.2 64.3 57.5 59.2 66.6 66.7
HEAVY TRUCKS 71.9 70.0 63.1 63.0 71.1 71.2
NOISE LEVELS (dBA) 77.8 76.0 69.1 70.4 77.9 78.1

0.780 0.00

NOISE OUTPUT DATA

NOISE IMPACTS (WITHOUT TOPO OR BARRIER SHIELDING)

NOISE IMPACTS (WITH TOPO AND BARRIER SHIELDING)

NOISE CONTOUR (FT)

DAY GRADE ADJUSTMENT

0.780 - -

NOISE INPUT DATA

ROADWAY CONDITIONS RECEIVER INPUT DATA

SITE CONDITIONS WALL INFORMATION
VEHICLE MIX DATA MISC. VEHICLE INFO
1218
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL (CALVENO) PROJECT: TTM 37858 Single Family Residential Project JOB #: 1742-2024-02 ROADWAY: Cactus Avenue (Future Year With Project Conditions) DATE: 3/26/2024 LOCATION: Nearest adjacent residential receptors ENGINEER: B. Morrison ADT = 59,449 RECEIVER DISTANCE = 45
SPEED = 50 DIST C/L TO WALL = 0
PK HR % = 10 RECEIVER HEIGHT = 5.0
NEAR LANE/FAR LANE DIST 31 WALL DISTANCE FROM RECEIVER = 45 ROAD ELEVATION = 0.0 PAD ELEVATION = 0.0
GRADE = 0.0 % ROADWAY VIEW: LF ANGLE= -90
PK HR VOL = 5,945 RT ANGLE= 90
DF ANGLE= 180
AUTOMOBILES = 15 HTH WALL= 0.0
MEDIUM TRUCKS = 15 (10 = HARD SITE, 15 = SOFT SITE) AMBIENT= 0.0 HEAVY TRUCKS = 15 BARRIER = 0 (0 = WALL, 1 = BERM)

VEHICLE TYPE PK HR LEQ DAY LEQ EVEN LEQ NIGHT LEQ LDN CNEL AUTOMOBILES 76.2 74.3 67.4 69.2 76.5 76.7
MEDIUM TRUCKS 66.2 64.4 57.5 59.2 66.6 66.8
HEAVY TRUCKS 71.9 70.0 63.1 63.1 71.1 71.3
NOISE LEVELS (dBA) 77.9 76.0 69.1 70.5 78.0 78.1

0.780 0.00

NOISE OUTPUT DATA

NOISE IMPACTS (WITHOUT TOPO OR BARRIER SHIELDING)

NOISE IMPACTS (WITH TOPO AND BARRIER SHIELDING)

NOISE CONTOUR (FT)

DAY GRADE ADJUSTMENT

0.780 - -

NOISE INPUT DATA

ROADWAY CONDITIONS RECEIVER INPUT DATA

SITE CONDITIONS WALL INFORMATION
VEHICLE MIX DATA MISC. VEHICLE INFO
1219
Appendix E
Exterior Noise/Land Use Compatibility
Calculation Worksheets
1220
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL (CALVENO) PROJECT: TTM 37858 Single Family Residential Project JOB #: 1742-2024-02 ROADWAY: Cactus Avenue (Future Year With Project Conditions) DATE: 3/26/2024 LOCATION: Habitable backyards of first-row dwellings along Cactus Avenue (First Floor) ENGINEER: B. Morrison ADT = 59,449 RECEIVER DISTANCE = 60
SPEED = 50 DIST C/L TO WALL = 50
PK HR % = 10 RECEIVER HEIGHT = 5.0
NEAR LANE/FAR LANE DIST 31 WALL DISTANCE FROM RECEIVER = 10 ROAD ELEVATION = 0.0 PAD ELEVATION = 0.0
GRADE = 0.0 % ROADWAY VIEW: LF ANGLE= -90
PK HR VOL = 5,945 RT ANGLE= 90
DF ANGLE= 180
AUTOMOBILES = 15 HTH WALL= 6.0
MEDIUM TRUCKS = 15 (10 = HARD SITE, 15 = SOFT SITE) AMBIENT= 0.0 HEAVY TRUCKS = 15 BARRIER = 0 (0 = WALL, 1 = BERM)

VEHICLE TYPE EVENING NIGHT DAILY VEHICLE TYPE HEIGHT SLE DISTANCE AUTOMOBILES 0.040 0.180 0.9603 AUTOMOBILES 2.0 57.75
MEDIUM TRUCKS 0.040 0.180 0.0166 MEDIUM TRUCKS 4.0 57.63 HEAVY TRUCKS 0.040 0.118 0.0231 HEAVY TRUCKS 8.0 57.63

VEHICLE TYPE PK HR LEQ DAY LEQ EVEN LEQ NIGHT LEQ LDN CNEL AUTOMOBILES 74.1 72.3 65.4 67.2 74.5 74.7
MEDIUM TRUCKS 64.2 62.3 55.5 57.2 64.6 64.7
HEAVY TRUCKS 69.9 68.0 61.1 61.1 69.1 69.3
NOISE LEVELS (dBA) 75.8 74.0 67.1 68.5 75.9 76.1

VEHICLE TYPE PK HR LEQ DAY LEQ EVEN LEQ NIGHT LEQ LDN CNEL AUTOMOBILES 67.9 66.0 59.2 60.9 68.3 68.4
MEDIUM TRUCKS 58.5 56.6 49.8 51.5 58.9 59.0
HEAVY TRUCKS 64.8 62.9 56.0 56.0 64.0 64.2
NOISE LEVELS (dBA) 69.9 68.0 61.1 62.5 70.0 70.2
NOISE LEVELS 70 dBA 65 dBA 60 dBA 55 dBA
CNEL 153 330 710 1530
LDN 150 322 694 1495
VEHICLE MIX DATA MISC. VEHICLE INFO

NOISE INPUT DATA

ROADWAY CONDITIONS RECEIVER INPUT DATA

SITE CONDITIONS WALL INFORMATION

NOISE CONTOUR (FT)

DAY GRADE ADJUSTMENT

0.780 - -

0.780 0.00

NOISE OUTPUT DATA

NOISE IMPACTS (WITHOUT TOPO OR BARRIER SHIELDING)

NOISE IMPACTS (WITH TOPO AND BARRIER SHIELDING)
1221
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL (CALVENO) PROJECT: TTM 37858 Single Family Residential Project JOB #: 1742-2024-02 ROADWAY: Cactus Avenue (Future Year With Project Conditions) DATE: 3/26/2024 LOCATION: Habitable backyards of first-row dwellings along Cactus Avenue (Second Floor) ENGINEER: B. Morrison ADT = 59,449 RECEIVER DISTANCE = 60
SPEED = 50 DIST C/L TO WALL = 50
PK HR % = 10 RECEIVER HEIGHT = 15.0
NEAR LANE/FAR LANE DIST 31 WALL DISTANCE FROM RECEIVER = 10 ROAD ELEVATION = 0.0 PAD ELEVATION = 0.0
GRADE = 0.0 % ROADWAY VIEW: LF ANGLE= -90
PK HR VOL = 5,945 RT ANGLE= 90
DF ANGLE= 180
AUTOMOBILES = 15 HTH WALL= 6.0
MEDIUM TRUCKS = 15 (10 = HARD SITE, 15 = SOFT SITE) AMBIENT= 0.0 HEAVY TRUCKS = 15 BARRIER = 0 (0 = WALL, 1 = BERM)

VEHICLE TYPE EVENING NIGHT DAILY VEHICLE TYPE HEIGHT SLE DISTANCE AUTOMOBILES 0.040 0.180 0.9603 AUTOMOBILES 2.0 59.40
MEDIUM TRUCKS 0.040 0.180 0.0166 MEDIUM TRUCKS 4.0 59.00 HEAVY TRUCKS 0.040 0.118 0.0231 HEAVY TRUCKS 8.0 58.38

VEHICLE TYPE PK HR LEQ DAY LEQ EVEN LEQ NIGHT LEQ LDN CNEL AUTOMOBILES 74.0 72.1 65.2 67.0 74.3 74.5
MEDIUM TRUCKS 64.1 62.2 55.3 57.1 64.4 64.6
HEAVY TRUCKS 69.8 67.9 61.0 61.0 69.0 69.2
NOISE LEVELS (dBA) 75.7 73.8 66.9 68.3 75.8 75.9
NOISE LEVELS 70 dBA 65 dBA 60 dBA 55 dBA
CNEL 149 322 693 1493
LDN 146 314 677 1459
VEHICLE MIX DATA MISC. VEHICLE INFO

NOISE INPUT DATA

ROADWAY CONDITIONS RECEIVER INPUT DATA

SITE CONDITIONS WALL INFORMATION

NOISE CONTOUR (FT)

DAY GRADE ADJUSTMENT

0.780 - -

0.780 0.00

NOISE OUTPUT DATA

NOISE IMPACTS (WITHOUT TOPO OR BARRIER SHIELDING)

NOISE IMPACTS (WITH TOPO AND BARRIER SHIELDING)
1222
Appendix F
Construction Noise and Vibration
Calculation Worksheets
1223
Report date: 3/27/2024
Case Description: TTM 37858 Single Family Residential Project Description Land Use Daytime Evening Night
Site Preparation Residential 46.7 46.7 46.7
Spec Actual Receptor Estimated
Impact Lmax Lmax Distance Shielding
Description Device Usage(%) (dBA) (dBA) (feet) (dBA)
Tractor No 100 84 192 0
Tractor No 100 84 192 0
Equipment *Lmax Leq
Tractor 72.3 72.3
Tractor 72.3 72.3
Total 72.3 75.3
*Calculated Lmax is the Loudest value.

Results
Calculated (dBA)
Equipment
---- Receptor #1 ----
Baselines (dBA)
Roadway Construction Noise Model (RCNM),Version 1.1
1224
Report date: 3/27/2024
Case Description: TTM 37858 Single Family Residential Project Description Land Use Daytime Evening Night
Site Preparation Residential 46.7 46.7 46.7
Spec Actual Receptor Estimated
Impact Lmax Lmax Distance Shielding
Description Device Usage(%) (dBA) (dBA) (feet) (dBA)
Grader No 100 85 192 0
Tractor No 100 84 192 0
Equipment *Lmax Leq
Grader 73.3 73.3
Tractor 72.3 72.3
Total 73.3 75.9
*Calculated Lmax is the Loudest value.

Results
Calculated (dBA)
Equipment
---- Receptor #1 ----
Baselines (dBA)
Roadway Construction Noise Model (RCNM),Version 1.1
1225
Report date: 3/27/2024
Case Description: TTM 37858 Single Family Residential Project Description Land Use Daytime Evening Night
Building Construction Residential 46.7 46.7 46.7
Spec Actual Receptor Estimated
Impact Lmax Lmax Distance Shielding
Description Device Usage(%) (dBA) (dBA) (feet) (dBA)
Tractor No 100 84 192 0
Tractor No 100 84 192 0
Equipment *Lmax Leq
Tractor 72.3 72.3
Tractor 72.3 72.3
Total 72.3 75.3
*Calculated Lmax is the Loudest value.

Results
Calculated (dBA)
Equipment
---- Receptor #1 ----
Baselines (dBA)
Roadway Construction Noise Model (RCNM),Version 1.1
1226
Report date: 3/27/2024
Case Description: TTM 37858 Single Family Residential Project Description Land Use Daytime Evening Night
Paving Residential 46.7 46.7 46.7
Spec Actual Receptor Estimated
Impact Lmax Lmax Distance Shielding
Description Device Usage(%) (dBA) (dBA) (feet) (dBA)
Tractor No 100 84 192 0
Roller No 100 80 192 0
Equipment *Lmax Leq
Tractor 72.3 72.3
Roller 68.3 68.3
Total 72.3 73.8
*Calculated Lmax is the Loudest value.

Results
Calculated (dBA)
Equipment
---- Receptor #1 ----
Baselines (dBA)
Roadway Construction Noise Model (RCNM),Version 1.1
1227
Report date: 3/27/2024
Case Description: TTM 37858 Single Family Residential Project Description Land Use Daytime Evening Night
Architectural Coating Residential 46.7 46.7 46.7
Spec Actual Receptor Estimated
Impact Lmax Lmax Distance Shielding
Description Device Usage(%) (dBA) (dBA) (feet) (dBA)
Compressor (air) No 100 77.7 192 0
Equipment *Lmax Leq
Compressor (air) 66 66
Total 66 66
*Calculated Lmax is the Loudest value.

Results
Calculated (dBA)
Equipment
---- Receptor #1 ----
Baselines (dBA)
Roadway Construction Noise Model (RCNM),Version 1.1
1228
VIBRATION IMPACTS FROM CONSTRUCTION AND OPERATIONS
TTM 37858 Single Family Residential Project JOB #:

DATE:

Nearest adjacent structures ENGINEER:

PPV = 0.063 in/sec
Equipment Type = 2
PPVref
= 0.089
D = 34.00
n = 1.10
Type
1 2
3 4
5 6
7 LOCATION: B. Morrison
VIBRATION INPUT/OUTPUT DATA
PROJECT: 1742‐2024‐02
ACTIVITY: 3/27/2024
OTHER CONSTRUCTION EQUIPMENT
PPV = PPVref
(25/D)n (in/sec)
Large Bulldozer
Reference PPV at 25 ft.

0.035
Small Bulldozer 0.003
Distance from Equipment to receiver in ft.

Vibration attenuation rate through the ground
EQUIPMENT PPV REFERENCE LEVELS
Equipment Reference PPV
Vibratory Roller 0.210
Large Bulldozer 0.089
Caisson Drilling 0.089
Vibration Impact Study
Crack and Seat 2.400
Loaded Trucks 0.076
Jackhammer
1229
VIBRATION IMPACTS FROM CONSTRUCTION AND OPERATIONS
TTM 37858 Single Family Residential Project JOB #:

DATE:

Nearest adjacent structures ENGINEER:

PPV = 0.048 in/sec
Equipment Type = 1
PPVref
= 0.210
D = 95.00
n = 1.10
Type
1 2
3 4
5 6
7 LOCATION: B. Morrison
VIBRATION INPUT/OUTPUT DATA
PROJECT: 1742‐2024‐02
ACTIVITY: Vibration Impact Study 3/27/2024
OTHER CONSTRUCTION EQUIPMENT
PPV = PPVref
(25/D)n (in/sec)
Vibratory Roller
Reference PPV at 25 ft.

Distance from Equipment to receiver in ft.

Vibration attenuation rate through the ground
EQUIPMENT PPV REFERENCE LEVELS
Equipment Reference PPV
Vibratory Roller 0.210
Large Bulldozer 0.089
Caisson Drilling 0.089
Loaded Trucks 0.076
Jackhammer 0.035
Small Bulldozer 0.003
Crack and Seat 2.400
1230
VIBRATION IMPACTS FROM CONSTRUCTION AND OPERATIONS
TTM 37858 Single Family Residential Project JOB #:

DATE:

Nearest adjacent structures ENGINEER:

PPV = 0.054 in/sec
Equipment Type = 4
PPVref
= 0.076
D = 34.00
n = 1.10
Type
1 2
3 4
5 6
7 LOCATION: B. Morrison
VIBRATION INPUT/OUTPUT DATA
PROJECT: 1742‐2024‐02
ACTIVITY: 3/27/2024
OTHER CONSTRUCTION EQUIPMENT
PPV = PPVref
(25/D)n (in/sec)
Loaded Trucks
Reference PPV at 25 ft.

0.035
Small Bulldozer 0.003
Distance from Equipment to receiver in ft.

Vibration attenuation rate through the ground
EQUIPMENT PPV REFERENCE LEVELS
Equipment Reference PPV
Vibratory Roller 0.210
Large Bulldozer 0.089
Caisson Drilling 0.089
Vibration Impact Study
Crack and Seat 2.400
Loaded Trucks 0.076
Jackhammer
1231
RK19715.doc
JN:1742-2024-01
March 22, 2024
Mr. Roger Hobbs
RC HOBBS COMPANY, INC.
1428 East Chapman Avenue
Orange, CA 92866
Subject: TTM 37858 Single-Family Residential Project Trip Generation and VMT Screening Analysis, City of Moreno Valley
Dear Mr. Hobbs:

A. Introduction
RK ENGINEERING GROUP, INC. (RK) is pleased to provide this Trip Generation and Vehicle Miles Traveled (VMT) Screening Analysis for the proposed TTM 37858 Single-Family Residential Project (hereinafter referred to as “project”).

The purpose of this study is to evaluate the project’s potential impact on level of service (LOS) and vehicle miles traveled (VMT), pursuant to the City of Moreno Valley Transportation Impact Analysis Preparation Guide for Vehicle Miles Traveled and Level of Service Assessment, dated June 2020 (TIA Guidelines).

B. Project Description
The approximately 4.81-acre project site is located north of Cactus Avenue and east of Bradshaw Circle in the City of Moreno Valley. The project site is currently vacant.

The proposed project consists of constructing thirty-seven (37) single-family detached homes. Access to the project is proposed via two (2) unsignalized driveways located along Bradshaw Circle.

Exhibit A shows the location map of the proposed project. The site plan used for this analysis, provided by RC HOBBS COMPANY, INC., is provided in Exhibit B. 1232
RC HOBBS COMPANY, INC.

RK19715

Page 2 ends

Moreno Valley City CouncilFebruary 17, 2026

Moreno Valley City Council
February 17, 2026