ATT 5B - MTA Drainage Report 202404 — Murrieta City Council, May 20, 2025

1 Drainage Report

for

MTA Tire Shop

APN # 910-490-015-1

April,2024

Prepared by:

Civil / Structural / Surveying
41197 Golden Gate Circle, Suite 103,
Murrieta, CA 92562,
951-252-1034

John H. Johnson, P.E., P.L.S.

Provided for:

Jim Blechen
808-987-6549

2 TABLE OF CONTENTS

DESCRIPTION PAGE

Contents
MTA Tire Shop ...................................................................................................................... 1 1 INTRODUCTION .......................................................................... 3

1.1. SITE DESCRIPTION ............................................................................................................ 3

1.2. PURPOSE OF REPORT ....................................................................................................... 3

1.3. FLOOD INFORMATION ..................................................................................................... 3

2. SITE DISCUSSION ........................................................................ 4

2.1. SITE .................................................................................................................................. 4

3. RAINFALL DATA .......................................................................... 4

3.1. Data .................................................................................................................................. 4

4. ONSITE RUNOFF ......................................................................... 4

4.1. ONSITE ............................................................................................................................. 4

5. OFFSITE RUNOFF ........................................................................ 5

5.1. OFFSITE ............................................................................................................................ 5

6. STORMWATER TREATMENT ............................................................ 6

6.1. BMPs and Mitigation ........................................................................................................ 6

7. CONCLUSION ............................................................................. 6

8. APPENDIX ................................................................................. 7

FIGURE 1: Rational Hydrology Map - Existing and Proposed Site FIGURE 2: WQMP Map
FIGURE 3: FEMA MAP
APPENDIX A: Rational Calculations
APPENDIX B: Hydromodification Calculations
APPENDIX C: Hydraulics
APPENDIX D: Supporting documents and exhibits
APPENDIX E: Soil Data

3 1 INTRODUCTION

1.1. SITE DESCRIPTION

1.1.1. LOCATION
The MTA Tire Shop site is located on Madison Ave. and in the City of Murrieta. The APN is 910-490-015-1.

1.1.2. EXISTING CONDITION
The existing site is approximately 0.68 acres of undeveloped previously mass graded vacant land. The existing drainage pattern is to the south of the site. The site has type C soils with a infiltration rate of 0.76 in/hr to transmit water (Ksat) per the NRCS Soils Report. The site includes various sandy loam soils and soil type C has been used for the hydrology calculations.

1.1.3. PROPOSED CONDITION
The proposed project is a commercial development, which includes a tire shop, proposed on Madison Ave. The proposed drainage discharges from the site to a storm drain system that conveys flow to an existing storm drain line in the driveway road from Madison Ave. The flow continues in the storm drain system and follow the existing overall drainage pattern in the area. All onsite is directed to bioretention basins before being conveyed to the storm drain to mitigate flows and volumes for the site to address hydromodification requirements.

1.2. PURPOSE OF REPORT
The purpose of this report is for the analysis of the hydrological and hydraulic conditions of the subject parcel during modeled flood events and the design recommendations to mitigate increased runoff and provide water quality treatment in accordance with the City of Murrieta and Riverside County Flood Control, and California standards and guidelines.

1.3. FLOOD INFORMATION
The project is located in the Santa Margarita River Watershed. FEMA area flood map 06065C2715G delineates the site as zone X which states the site is in an area of minimal flood risk. The map is attached in the Appendices. 4 2. SITE DISCUSSION

2.1. SITE
A storm drain system exists to the north of the site, which is in the driveway of the larger commercial mall area. Drainage is to the southern portion of the site, but the site grade is an elevated pad and flow is directed off of the pad from the high point. The drainage plan follows that of the Riverside County Hydrology Manual. The site is located in the Santa Mararita Watershed. An NRCS Soil Survey was generated for the site. The site is a previously graded area and has a slope of about 1.5% across the site.

3. RAINFALL DATA

3.1. Data
Rainfall data was pulled from the Riverside County Hydrology Manual. See the appendix for the report from the intensity tables from the county hydrology manual.

4. ONSITE RUNOFF

4.1. ONSITE
The site slopes to the south. The Rational Hydrology method was used to estimate peak flows, which would be used to size pipes, swales and gutters.

Per the Runoff Curve Number on figure C-3 in the Hydrology Manual, a CN number of 91, which is Barren for type C soils, was selected for the AMC II condition. The existing site has 0% impervious surface area. A CN number of 69, which is landscaping for type C soils, was selected for the AMC II condition. The proposed site has a 0.56 acres impervious surface area, which is 82% of the site. The existing and proposed rational hydrology maps are provided in the appendix. The following tables summarize the information and flows from the rational hydrology:

5 RATIONAL HYDROLOGY SUMMARY

EXISTING CONDITION
AREA Q10 (CFS) Q100 (CFS)
A1 1.43 2.25

PROPOSED CONDITION
AREA Q10 (CFS) Q100 (CFS)
A1 1.56 2.33

Peak flow and hydromodification is being mitigated by the bioretention basins that are proposed around the site. Runoff from the site flows to basins throughout the site and once the volume reaches 3-6” depth, it flows into grated inlets to enter the storm drain system. The hydromodification calculator from RCFCWCD was used to determine the hydromodification volume.

All onsite storm drain conveyance systems shall be sized to conservatively accommodate all 100-year rational peak flowrates.

5. OFFSITE RUNOFF

5.1. OFFSITE
There are no offsite flows.
6 6. STORMWATER TREATMENT

6.1. BMPs and Mitigation
The site development includes bioretention basins throughout the site. All drainage on the site is routed to these basins through surface flow. When flow reaches a depth of 3-6” in the basins it will flow into the inlets and into the storm drain system.

A WQMP has been developed and further details can be found in that report.

7. CONCLUSION
Rational Hydrology methodology was utilized to model the 10 and 100 year peak flows for this project. The Riverside County Hydrology Manual was used to develop the hydrological parameters for the 10 and 100 year storm events. The difference in volume and peak flows shall be mitigated via the onsite bioretention basins as explained in Section 4 and the Stormwater Treatment summary in Section 6. As displayed in the summary tables and calculations in the appendices, the volumes are reduced with the proposed bioretention basins.

Given the analysis, the proposed site meets the requirements of the City of Murrieta and Riverside County Flood Control, and California standards and guidelines. The construction of the proposed site will not impact the hydrology in the area.

7 8. APPENDIX

Figure 1

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AcDbArcAlignedText (ATEXT)
AcDbArcAlignedText (ATEXT)

CIVIL / STRUCTURAL / SURVEYING
41197 GOLDEN GATE CIR., STE. 103, MURRIETA, CA
PHONE / FAX: (951) 252-1034 WEB: WWW.KOLIBRIEN.BIZ

KOLIBRIENKOLIBRIEN
SITE

VICINITY MAP
ASSESSOR'S PARCEL NO.:

OWNER:

SITE ADDRESS:

LEGEND

SEWER MANHOLE

STREET LIGHT

FIRE HYDRANT

STORMDRAIN CLEANOUT

STORMDRAIN MANHOLE

BLOCK WALL
6" CURB & GUTTER
2" IRRIGATION WATER LINE
8" WATER LINE

STORM DRAIN LINE (SIZE/TYPE PER PLAN)

BUILDING

PROPERTY LINE

RIGHT-OF-WAY LINE

STREET CENTERLINE

LANDSCAPING

RAINWATER HARVEST TANK

BIORETENTION AREAS
s
d
8" SANITARY SEWER LINE
4" FIRE LATERAL, DCDA, PIV & FCA
2" WATER LATERAL & BFP
6" SEWER LATERAL
7' WIDE CATCH BASIN
4' WIDE VALLEY GUTTER
6" CURB

STORMDRAIN BASIN OUTLET STRUCTURE

STORMDRAIN BASIN INLET STRUCTURE

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OF
2 SHEET
2 File: XXXXXXX
1 inch = ft.
( IN FEET )

GRAPHIC SCALE
010 10 20
10 305
AcDbArcAlignedText (ATEXT)

CIVIL / STRUCTURAL / SURVEYING
41197 GOLDEN GATE CIR., STE. 103, MURRIETA, CA
PHONE / FAX: (951) 252-1034 WEB: WWW.KOLIBRIEN.BIZ

KOLIBRIENKOLIBRIEN
VARIES
16" GRATE INLET

INVERT ELEVATIONS

PER PLANS

BASIN BOTTOM

0.5%MIN.

NOTES:

DCV6"

PER PLAN
SITE

VICINITY MAP
ASSESSOR'S PARCEL NO.:

OWNER:

SITE ADDRESS:

LEGEND

SEWER MANHOLE

STREET LIGHT

FIRE HYDRANT

STORMDRAIN CLEANOUT

STORMDRAIN MANHOLE

BLOCK WALL
6" CURB & GUTTER
2" IRRIGATION WATER LINE
8" WATER LINE

STORM DRAIN LINE (SIZE/TYPE PER PLAN)

BUILDING

PROPERTY LINE

RIGHT-OF-WAY LINE

STREET CENTERLINE

LANDSCAPING

RAINWATER HARVEST TANK

BIORETENTION AREAS
s
d
8" SANITARY SEWER LINE
4" FIRE LATERAL, DCDA, PIV & FCA
2" WATER LATERAL & BFP
6" SEWER LATERAL
7' WIDE CATCH BASIN
4' WIDE VALLEY GUTTER
6" CURB

STORMDRAIN BASIN OUTLET STRUCTURE

STORMDRAIN BASIN INLET STRUCTURE

Figure 2

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1 File: XXXXXXX
1 inch = ft.
( IN FEET )

GRAPHIC SCALE
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10 305

KOL IBR
IEN
EXCELLENCE . PASSI ON . PERFORMANCE

CIVIL / STRUCTURAL / SURVEYING
41197 GOLDEN GATE CIR., STE. 103, MURRIETA, CA
PHONE / FAX: (951) 252-1034 WEB: WWW.KOLIBRIEN.BIZ

KOLIBRIENKOLIBRIEN
BMP LEGEND:

WQMP LEGEND
SD
VARIES
16" GRATE INLET

INVERT ELEVATIONS

PER PLANS

BASIN BOTTOM

0.5%MIN.

NOTES:

DCV6"

PER PLAN
SITE

VICINITY MAP
ASSESSOR'S PARCEL NO.:

OWNER:

SITE ADDRESS:

BMP NOTES

Figure 3

National Flood Hazard Layer FIRMette
0 500 1,000 1,500 2,000250
Feet
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S E E F I S R E P O R T F O R D E T A I L E D L E G E N D A N D I N D E X M A P F O R F I R M P A N E L L A Y O U T

S P E C I A L F L O O D

H A Z A R D A R E A S
W i t h o u t B a s e F l o o d E l e v a t i o n ( B F E ) Z o n e A , V , A 9 9
W i t h B F E o r D e p t hZ o n e A E , A O , A H , V E , A R R e g u l a t o r y F l o o d w a y
0 . 2 % A n n u a l C h a n c e F l o o d H a z a r d , A r e a s o f 1 % a n n u a l c h a n c e f l o o d w i t h a v e r a g e d e p t h l e s s t h a n o n e f o o t o r w i t h d r a i n a g e a r e a s o f l e s s t h a n o n e s q u a r e m i l eZ o n e X F u t u r e C o n d i t i o n s 1 % A n n u a l
C h a n c e F l o o d H a z a r dZ o n e X
A r e a w i t h R e d u c e d F l o o d R i s k d u e t o L e v e e . S e e N o t e s .Z o n e X
A r e a w i t h F l o o d R i s k d u e t o L e v e eZ o n e D N O S C R E E NA r e a o f M i n i m a l F l o o d H a z a r dZ o n e X A r e a o f U n d e t e r m i n e d F l o o d H a z a r dZ o n e D C h a n n e l , C u l v e r t , o r S t o r m S e w e r L e v e e , D i k e , o r F l o o d w a l l
C r o s s S e c t i o n s w i t h 1 % A n n u a l C h a n c e

17.5 W a t e r S u r f a c e E l e v a t i o n
C o a s t a l T r a n s e c t
C o a s t a l T r a n s e c t B a s e l i n e
P r o f i l e B a s e l i n e
H y d r o g r a p h i c F e a t u r e
B a s e F l o o d E l e v a t i o n L i n e ( B F E ) E f f e c t i v e L O M R s
L i m i t o f S t u d y
J u r i s d i c t i o n B o u n d a r y
D i g i t a l D a t a A v a i l a b l e
N o D i g i t a l D a t a A v a i l a b l e
U n m a p p e d
T h i s m a p c o m p l i e s w i t h F E M A 's s t a n d a r d s f o r t h e u s e o f d i g i t a l f l o o d m a p s i f i t i s n o t v o i d a s d e s c r i b e d b e l o w .

T h e b a s e m a p s h o w n c o m p l i e s w i t h F E M A 's b a s e m a p a c c u r a c y s t a n d a r d s
T h e f l o o d h a z a r d i n f o r m a t i o n i s d e r i v e d d i r e c t l y f r o m t h e a u t h o r i t a t i v e N F H L w e b s e r v i c e s p r o v i d e d b y F E M A . T h i s m a p w a s e x p o r t e d o n 7 / 1 0 / 2 0 2 2 a t 5 : 0 7 P M a n d d o e s n o t r e f l e c t c h a n g e s o r a m e n d m e n t s s u b s e q u e n t t o t h i s d a t e a n d t i m e . T h e N F H L a n d e f f e c t i v e i n f o r m a t i o n m a y c h a n g e o r b e c o m e s u p e r s e d e d b y n e w d a t a o v e r t i m e .

T h i s m a p i m a g e i s v o i d i f t h e o n e o r m o r e o f t h e f o l l o w i n g m a p e l e m e n t s d o n o t a p p e a r : b a s e m a p i m a g e r y , f l o o d z o n e l a b e l s , l e g e n d , s c a l e b a r , m a p c r e a t i o n d a t e , c o m m u n i t y i d e n t i f i e r s , F I R M p a n e l n u m b e r , a n d F I R M e f f e c t i v e d a t e . M a p i m a g e s f o r u n m a p p e d a n d u n m o d e r n i z e d a r e a s c a n n o t b e u s e d f o r r e g u l a t o r y p u r p o s e s .

Legend

O T H E R A R E A S O F

F L O O D H A Z A R D

O T H E R A R E A S

G E N E R A L

S T R U C T U R E S

O T H E R

F E A T U R E S

M A P P A N E L S
8 B 20.2
T h e p i n d i s p l a y e d o n t h e m a p i s a n a p p r o x i m a t e p o i n t s e l e c t e d b y t h e u s e r a n d d o e s n o t r e p r e s e n t a n a u t h o r i t a t i v e p r o p e r t y l o c a t i o n . 1:6,000
1 1 7 ° 1 1 '5 2 " W 3 3 ° 3 3 '1 4 " N
1 1 7 ° 1 1 '1 4 " W 3 3 ° 3 2 '4 4 " N
B a s e m a p : U S G S N a t i o n a l M a p : O r t h o i m a g e r y : D a t a r e f r e s h e d O c t o b e r , 2 0 2 0

Appendix A

Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 04/09/24
File:MTAEX10.out

------------------------------------------------------------------------ MTA

EXISTING CONDITION
10 YEAR

------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file

------------------------------------------------------------------------ Program License Serial Number 6387

------------------------------------------------------------------------ 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 [ Murrieta,Tmc,Rnch CaNorco ] area used.
10 year storm 10 minute intensity = 2.360(In/Hr)
10 year storm 60 minute intensity = 0.880(In/Hr)
100 year storm 10 minute intensity = 3.480(In/Hr)
100 year storm 60 minute intensity = 1.300(In/Hr)
Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.880(In/Hr)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 154.000(Ft.)
Top (of initial area) elevation = 1103.000(Ft.)
Bottom (of initial area) elevation = 1100.000(Ft.)
Difference in elevation = 3.000(Ft.)
Slope = 0.01948 s(percent)= 1.95
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.737 min.

Rainfall intensity = 2.539(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.829
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 86.00
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 1.432(CFS)
Total initial stream area = 0.680(Ac.)
Pervious area fraction = 1.000
End of computations, total study area = 0.68 (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 = 86.0
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 04/09/24
File:MTAEX100.out

------------------------------------------------------------------------ MTA

EXISTING CONDITION
100 YEAR

------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file

------------------------------------------------------------------------ Program License Serial Number 6387

------------------------------------------------------------------------ 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 [ Murrieta,Tmc,Rnch CaNorco ] area used.
10 year storm 10 minute intensity = 2.360(In/Hr)
10 year storm 60 minute intensity = 0.880(In/Hr)
100 year storm 10 minute intensity = 3.480(In/Hr)
100 year storm 60 minute intensity = 1.300(In/Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.300(In/Hr)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 154.000(Ft.)
Top (of initial area) elevation = 1103.000(Ft.)
Bottom (of initial area) elevation = 1100.000(Ft.)
Difference in elevation = 3.000(Ft.)
Slope = 0.01948 s(percent)= 1.95
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.737 min.

Rainfall intensity = 3.751(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.881
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 94.40
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 2.248(CFS)
Total initial stream area = 0.680(Ac.)
Pervious area fraction = 1.000
End of computations, total study area = 0.68 (Ac.) The following figures may
be used for a unit hydrograph study of the same area.

------------------------------------------------------------------------ MTA

PROPOSED
10 YEAR

------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file

------------------------------------------------------------------------ Program License Serial Number 6387

------------------------------------------------------------------------ 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 [ Murrieta,Tmc,Rnch CaNorco ] area used.
10 year storm 10 minute intensity = 2.360(In/Hr)
10 year storm 60 minute intensity = 0.880(In/Hr)
100 year storm 10 minute intensity = 3.480(In/Hr)
100 year storm 60 minute intensity = 1.300(In/Hr)
Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.880(In/Hr)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 258.000(Ft.)
Top (of initial area) elevation = 1102.000(Ft.)
Bottom (of initial area) elevation = 1101.000(Ft.)
Difference in elevation = 1.000(Ft.)
Slope = 0.00388 s(percent)= 0.39
TC = k(0.300)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.396 min.

Rainfall intensity = 2.595(In/Hr) for a 10.0 year storm COMMERCIAL subarea type
Runoff Coefficient = 0.883
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.559(CFS)
Total initial stream area = 0.680(Ac.)
Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1098.000(Ft.)
Downstream point/station elevation = 1095.000(Ft.)
Pipe length = 178.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.559(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 1.559(CFS)
Normal flow depth in pipe = 5.68(In.)
Flow top width inside pipe = 8.68(In.)
Critical Depth = 6.90(In.)
Pipe flow velocity = 5.30(Ft/s)
Travel time through pipe = 0.56 min.

Time of concentration (TC) = 8.96 min.

End of computations, total study area = 0.68 (Ac.) The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 0.100
Area averaged RI index number = 69.0
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 04/09/24
File:MTAPR100.out

------------------------------------------------------------------------ MTA

PROPOSED CONDITION
100 YEAR

------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file

------------------------------------------------------------------------ Program License Serial Number 6387

------------------------------------------------------------------------ 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 [ Murrieta,Tmc,Rnch CaNorco ] area used.
10 year storm 10 minute intensity = 2.360(In/Hr)
10 year storm 60 minute intensity = 0.880(In/Hr)
100 year storm 10 minute intensity = 3.480(In/Hr)
100 year storm 60 minute intensity = 1.300(In/Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.300(In/Hr)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 258.000(Ft.)
Top (of initial area) elevation = 1102.000(Ft.)
Bottom (of initial area) elevation = 1101.000(Ft.)
Difference in elevation = 1.000(Ft.)
Slope = 0.00388 s(percent)= 0.39
TC = k(0.300)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.396 min.

Rainfall intensity = 3.834(In/Hr) for a 100.0 year storm COMMERCIAL subarea type
Runoff Coefficient = 0.895
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 84.40
Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.332(CFS)
Total initial stream area = 0.680(Ac.)
Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1098.000(Ft.)
Downstream point/station elevation = 1095.000(Ft.)
Pipe length = 178.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.332(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 2.332(CFS)
Normal flow depth in pipe = 6.03(In.)
Flow top width inside pipe = 12.00(In.)
Critical Depth = 7.85(In.)
Pipe flow velocity = 5.90(Ft/s)
Travel time through pipe = 0.50 min.

Time of concentration (TC) = 8.90 min.

End of computations, total study area = 0.68 (Ac.) The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 0.100
Area averaged RI index number = 69.0

Appendix B

Development Project Number(s): Rain Gauge
Latitude (decimal format): BMP Type (per WQMP):

Longitude (decimal format): BMP Number (Sequential):

DRAINAGE AREA (ACRES) - 10 acre max1 2-YEAR, 1-HOUR INTENSITY (IN/HR) - Plate D-4.3 LONGEST WATERCOURSE (FT) - 1,000' max1 10-YEAR, 1-HOUR INTENSITY (IN/HR) - Plate D-4.1 or D-4.5 UPSTREAM ELEVATION OF WATERCOURSE (FT) SLOPE OF THE INTENSITY DURATION - Plate D-4.6 DOWNSTREAM ELEV. OF WATERCOURSE (FT) CLOSEST IMPERVIOUS PERCENTAGE (%) EXISTING IMPERVIOUS PERCENTAGE (%) calc'd: 90.00 Over-ride:

Use 10% of Q2 to avoid Field Screening requirements
*Attach Field Screen report with photos, and field measurements. SCCWRP Field Screening Tool available at: http://www.sccwrp.org/Data/DataTools/HydromodScreening.aspx *SCCWRP Tech. Report #606 for Field Screening available at: CCWRP Field Screening Tool available at: http://www.sccwrp.org/Data/DataTools/HydromodScreening.aspx **Calculator output shall be attached. Calculator can be found at: http://www.projectcleanwater.org/attachments/article/137/Channel%20Vulnerability%20Calculator.xlsx?1361c1

0.33 Ac. Weighted Average RI Numbers = 80.0 91.0
Per Dr. Luis Parra, the AMC condition is based on the rainfall record. Applying NEH-4 (1964) for the non-freezing conditions in Riverside County the AMC conditions are:

AMC-I for less than 0.5" of rain the previous 5 days; AMC-II for between 0.5" to 1.1" of rain the previous 5 days; or AMC-III for more than 1.1" for the previous 5 days.

Ex. 10-year Flowrate1 = 0.799 cfs Flowrate1 = cfs
Ex. 10-year Flowrate (Attach Study) = cfs Ex. 2-year Flowrate (Attach Study) = cfs 1The equations used to determine the 10-year and 10% of the 2-yr are limited to 10-acres and 1,000'. Flowrates from a separate study can be used to over-ride the calculated values so that larger areas (up to 20 acres) and longer watercourse lengths can be used. All values still need to be filled out, even when there is a user-defined discharge value entered.

DRAINAGE AREA (ACRES)

LONGEST WATERCOURSE (FT)
DIFFERENCE IN ELEV (FT) - along watercourse
PROPOSED IMPERVIOUS PERCENTAGE (%)

0.33 Ac. Weighted Average RI Numbers = 50.0 69.0
Per Dr. Luis Parra, the AMC condition is based on the rainfall record. Applying NEH-4 (1964) for the non-freezing conditions in Riverside County the AMC conditions are:

AMC-I for less than 0.5" of rain the previous 5 days; AMC-II for between 0.5" to 1.1" of rain the previous 5 days; or AMC-III for more than 1.1" for the previous 5 days. --- ---
Responsible-in-charge: Date:

Signature: Spreadsheet Developed by: Benjie Cho, P.E.

Go to "BMP Design" tab to design your BMP, then check results below.

Print both this "HydroMod" Sheet and the "BMP Design" sheet for your submittal.

No
No
Post-Project
195

1.4 90

0.325
100 50 69
Soil B % Soil C %
RI Index

AMC III
Results
---
---
---
---
---
Pre-Development - Calculated Range of Flow Rates analyzed for Hydromod (Suceptible Range of Flows) Soil B %
0 Vegetative Cover
RI Index
AMC II
91 Soil A % Soil C %Cover Type #
80 0.50 feet
0 Ex. 10% of the 2-year
Soil D %
RI Index
AMC I
RI Index
AMC II
Urban Landscaping CoverGood
Post-Project - Hydrograph Information
Post-Project - Soils Information
First result out of compliance in the rainfall record
Yes, this is acceptable
Proposed
0 0

7.20 hours
---
Requirement
---
---
---
0 0

84.0 Issue @ Stage =
Issue @ Stage =
0 See below for the Height
in the Basin (Stage) that is
causing a non-compliant result
Pre-Development
Calculated Upper Flow-rate limit Calculated Lower Flow-rate limit 0% Undeveloped - Poor Cover
It is expressly agreed and understood by the USER of this Excel Spreadsheet file (file) released hereby (whether released in digital or hard copy form) that Riverside County (County) makes no representation as to its accuracy. Further, it is the intent of the parties hereto that the USER shall review and verify calculations, analyze results, and/or independently determine the accuracy thereof prior to placing any reliance whatsoever on the information. Further, the USER shall hold the County, together with the officers, agents and employees of each, free and harmless from any liability whatsoever, including wrongful death, based or asserted upon any act or omission of the District or County, their officers, agents, employees or subcontractors, relating to or in any way connected with the unauthorized use of these files or information; and USER agrees to protect and defend, including all attorney fees and other expenses, each of the foregoing bodies and persons in any legal action based or asserted upon any such acts or omissions. USER also agrees not to sell, reproduce or release these files to others for any purpose whatsoever, except those incidental uses for which the files were acquired, verified and combined with USER’S own work product. Reasonable effort was made to fully comply with the San Diego MS4 Permit requirements using the methods found in the Riverside County Hydrology Manual. If the user finds an error in any way, please contact the County so that the error can be corrected. Any direct tampering of the equations in this spreadsheet would be considered extremely inappropriate, and potentially fraudulent. 0 0 0
Temecula Valley
0 0.55

0.88 Bio-Retention with Partial Infilatration
BIO-1

97.0 Pre-Development - Soils Information
RI Index
AMC I
RI Index

0.55 No

0.325
82 1103.43
1102.11
0 0.1Q2No
100 97
Soil D %
Cover-
Cover Type
Barren
Subarea Acreage
Post-Project
84 APN 910-490-015

33.550751
-117.192625

0.044
0 Cover Type # Subarea Acreage Cover Type
---
---
Yes, this is acceptable
Yes, this is acceptable
---
Hydromod Ponded depth
Hydromod Drain Time (unclogged)
Is the HydroMod BMP properly sized?
(Co-Permitte Approval is required) User-Defined Discharge Values with accompanying Hydrology Study 1 Mitigated Q < 110% of Pre-Dev. Q?
Mitigated Duration < 110% of Pre-Dev?*
Vegetative Cover Soil A %
22 0.325 Ac.

Exhibit B.7 - HydroMod Spreadsheet (Temecula) v.11
BMP Design Fill in blue shaded areas
feet, Stage Intervals Larger Stage Intervals may incr. the Q at the bottom stg.

STEP1: Size the BMP, so that the Total Volume > Max HydroMod Vol. (Deeper is ok, it will be refined in the Design Geometry) Is the BMP a Tank shape? 2 1 for yes; 2 for no. 0 0 0 0 Is the BMP Arched shape? 1 1 for yes; 2 for no. 0.25 0.006 255 0.00 If circular, is the tank vertical? 2 1 for yes; 2 for no. 0.50 0.012 510 0.00 Is this Harvest & Reuse? 1 1 for yes; 2 for no. 0.50 0.012 510 0.00 How many cells together? 1 0.50 0.012 510 0.00 Diameter (Hortz. for arch) = 100 IN 0.50 0.012 510 0.00 Length (or Ht. for Vertical) = 40 FT 0.50 0.012 510 0.00

0.50 0.012 510 0.00
Bottom Stage H= 0.5' SS= :1 0.50 0.012 510 0.00

0.50 0.012 510 0.00
Width 17 FT 0.50 0.012 510 0.00
Length 60 FT 0.50 0.012 510 0.00
area = area = 1020 0.50 0.012 510 0.00

0.50 0.012 510 0.00
Top Stage H= SS= :1 0.50 0.012 510 0.00
Top Area 0.50 0.012 510 0.00
Width FT 0.50 0.012 510 0.00
Length FT 0.50 0.012 510 0.00
area = area = 0 0.50 0.012 510 0.00

0.50 0.012 510 0.00
FT3 0.50 0.012 510 0.00
FT3 0.50 0.012 510 0.00
FT3 0.50 0.012 510 0.00
FT3 0.50 0.012 510 0.00
FT2 0.50 0.012 510 0.00

0.50 0.012 510 0.00
FT 0.50 0.012 510 0.00
1Does not include forebay, or low flow trench 0.50 0.012 510 0.00 2Does not account for freeboard or access roads 0.50 0.012 510 0.00 3Does not consider Increased Runoff 0.50 0.012 510 0.00

0.50 0.012 510 0.00

0.50 0.012 510 0.00
STEP2: Delete outlets, then propose the largest lowest orifice that does not, exceed the ex. Q or Duration. If the Q is 0.50 0.012 510 0.00 acceptable, but the duration is exceeded, try decreasing orifice, then adding a weir slightly below the stage that has an issue. 0.50 0.012 510 0.00 OUTLETS (for Stage-Discharge) Hydromod Depth = 0.50 0.012 510 0.00 + 1' Freeboard = 0.50 0.012 510 0.00

0.50 0.012 510 0.00

0.50 0.012 510 0.00
Top Surface Area 0.50 0.012 510 0.00
0 Based on HydroMod Depth +1' of Freeboard 0.50 0.012 510 0.00

0.5 12.00 0.50 0.012 510
FT
FT

1.00 FT
FT
STEP3: Complete an increased runoff analysis, if the project can impact downstream properties. Incorporate these designs into the WQMP site plan.

Add emergency overflow weir, for flows that exceed the Hydromod volumes, sized to the 100-year peak flow rate. Add access roads (< 10% longitudnal slope) with enough width & turn around access for equipment that would be needed to scarify the bottom or remove Bioretention soil media.

Yes Consider Infiltration, Bioretention, or Biofiltration (Yes or No)? FT3/sec, Unfactored Infiltration (over entire bottom)

2.5 Infiltration/Biofiltration rate thru the finish surface of the BMP (in/hr)3 FT3/sec, Infiltration / Factor of Safety 3 Factor of Safety3 FT3, Vol. Infiltrated, over representative time 300 mins, Time represented by Infil. Tests or Biofiltraton Routing Time4 FT3/sec, Low-Loss after representative time 3Measured Infiltration Rate per the LID Manual, Appendix A for Infiltration/BioRetention. For BioFiltration use a rate thru the media of 2.5 in/hr (long term design rate). 4Time that infiltration rate is being applied for Hydromod analysis for Infiltration/BioRention. Use 300 minutes (5hrs) for BioFiltration. Pore space is not accounted for at this time. 354.17
Max HydroMod Volume =
BMP % of Site =
60 Width
Length

0.50 FT

1.50 FT
No. of Orifices
Orifice Outlets
Resize with Hydromod Depth +1' Freeboard
Top Stage
Total Surface Area 2 =
Top Area
17 It is expressly agreed and understood by the USER of this Excel Spreadsheet file (file) released hereby (whether released in digital or hard copy form) that Riverside County (County) makes no representation as to its accuracy. Further, it is the intent of the parties hereto that the USER shall review and verify calculations, analyze results, and/or independently determine the accuracy thereof prior to placing any reliance whatsoever on the information. Further, the USER shall hold the County, together with the officers, agents and employees of each, free and harmless from any liability whatsoever, including wrongful death, based or asserted upon any act or omission of the District or County, their officers, agents, employees or subcontractors, relating to or in any way connected with the unauthorized use of these files or information; and USER agrees to protect and defend, including all attorney fees and other expenses, each of the foregoing bodies and persons in any legal action based or asserted upon any such acts or omissions. USER also agrees not to sell, reproduce or release these files to others for any purpose whatsoever, except those incidental uses for which the files were acquired, verified and combined with USER’S own work product. Reasonable effort was made to fully comply with the San Diego MS4 Permit requirements using the methods found in the Riverside County Hydrology Manual. If the user finds an error in any way, please contact the County so that the error can be corrected. Any direct tampering of the equations in this spreadsheet would be considered extremely inappropriate, and potentially fraudulent.

Bottom Area
Width
Bottom Stage
Total Prop. Volume 1
=

0.0197
Crest
Width
(ft)
Crest
Height
(ft)
510
No. of
Weirs

0.0590
17Width
Weir Outlets

0.25 Storage
(FT3)
Stage-Storage-Discharge*
Stage
(FT)
Length
Enter information from actual infiltration tests or design BSM rate Prop Bottom Stg Vol =
Max HydroMod Depth3 =

MINIMUM DESIGN GEOMETRY

0.50 510

7.20%
488
Bottom Area
Width
Length
0 0
0 1,020
Q
(CFS)
Basin Shaped BMP (Bottom Stage 1st)
Length
Prop. Top Stg. Vol. =
1020

PROPOSED BMP DIMENSIONS
-
BMP Geometry & Detention Calculations
Circular
Tank BMP

0.0035
Add Infiltration
1 Diameter
(inches)
Invert Height
(ft)
60 Storage
(AC-FT)
"Tank Shaped"
"Basin Shaped"
0 0.1

0.2 0.3

0.4 0.5

0.6 0 0.005 0.01 0.015
Stage (ft.)
Storage (ac-ft.)
Stage-Storage Curve
0 0.1

0.2 0.3

0.4 0.5

0.6 0.00 0.20 0.40 0.60 0.80 1.00
Stage (ft.)
Outlet Discharge (cfs)
Stage-Discharge Curve
Development Project Number(s): Rain Gauge
Latitude (decimal format): BMP Type (per WQMP):

Longitude (decimal format): BMP Number (Sequential):

0.07 Ac. Weighted Average RI Numbers = 80.0 91.0
Per Dr. Luis Parra, the AMC condition is based on the rainfall record. Applying NEH-4 (1964) for the non-freezing conditions in Riverside County the AMC conditions are:

AMC-I for less than 0.5" of rain the previous 5 days; AMC-II for between 0.5" to 1.1" of rain the previous 5 days; or AMC-III for more than 1.1" for the previous 5 days.

Ex. 10-year Flowrate1 = 0.178 cfs Flowrate1 = cfs
Ex. 10-year Flowrate (Attach Study) = cfs Ex. 2-year Flowrate (Attach Study) = cfs 1The equations used to determine the 10-year and 10% of the 2-yr are limited to 10-acres and 1,000'. Flowrates from a separate study can be used to over-ride the calculated values so that larger areas (up to 20 acres) and longer watercourse lengths can be used. All values still need to be filled out, even when there is a user-defined discharge value entered.

DRAINAGE AREA (ACRES)

LONGEST WATERCOURSE (FT)
DIFFERENCE IN ELEV (FT) - along watercourse
PROPOSED IMPERVIOUS PERCENTAGE (%)

0.07 Ac. Weighted Average RI Numbers = 50.0 69.0
Per Dr. Luis Parra, the AMC condition is based on the rainfall record. Applying NEH-4 (1964) for the non-freezing conditions in Riverside County the AMC conditions are:

Signature: Spreadsheet Developed by: Benjie Cho, P.E.
---
---
Yes, this is acceptable
Yes, this is acceptable
---
Hydromod Ponded depth
Hydromod Drain Time (unclogged)
Is the HydroMod BMP properly sized?
(Co-Permitte Approval is required) User-Defined Discharge Values with accompanying Hydrology Study 1 Mitigated Q < 110% of Pre-Dev. Q?
Mitigated Duration < 110% of Pre-Dev?*
Vegetative Cover Soil A %
22 0.07 Ac.

Post-Project
84 APN 910-490-015

33.550751
-117.192625

0.010
0 Cover Type # Subarea Acreage Cover Type
1 0.07 Ac.

0.55 No

0.07 104
1103.28
1099.62
0 0.1Q2No
100 97
Soil D %
Cover-
Cover Type
Barren
Subarea Acreage
RI Index
AMC I
RI Index

AMC III
Santa Margarita Region - County HydroMod Iterative Spreadsheet Model Only for use the unincorporated portions of Riverside County, unless otherwise approved by the Co-Permittee Pre-Development - Hydrology Information
Yes
Pre-DevelopmentPre-DevelopmentPre-Development
Calculated Upper Flow-rate limit Calculated Lower Flow-rate limit 0% Undeveloped - Poor Cover
It is expressly agreed and understood by the USER of this Excel Spreadsheet file (file) released hereby (whether released in digital or hard copy form) that Riverside County (County) makes no representation as to its accuracy. Further, it is the intent of the parties hereto that the USER shall review and verify calculations, analyze results, and/or independently determine the accuracy thereof prior to placing any reliance whatsoever on the information. Further, the USER shall hold the County, together with the officers, agents and employees of each, free and harmless from any liability whatsoever, including wrongful death, based or asserted upon any act or omission of the District or County, their officers, agents, employees or subcontractors, relating to or in any way connected with the unauthorized use of these files or information; and USER agrees to protect and defend, including all attorney fees and other expenses, each of the foregoing bodies and persons in any legal action based or asserted upon any such acts or omissions. USER also agrees not to sell, reproduce or release these files to others for any purpose whatsoever, except those incidental uses for which the files were acquired, verified and combined with USER’S own work product. Reasonable effort was made to fully comply with the San Diego MS4 Permit requirements using the methods found in the Riverside County Hydrology Manual. If the user finds an error in any way, please contact the County so that the error can be corrected. Any direct tampering of the equations in this spreadsheet would be considered extremely inappropriate, and potentially fraudulent. 0 0 0
Temecula Valley
0 0.55

0.88 Bio-Retention with Partial Infilatration
BIO-2

97.0 Pre-Development - Soils Information
Yes, this is acceptable
Proposed
0 0

7.20 hours
---
Requirement
---
---
---
0 0

84.0 Issue @ Stage =
Issue @ Stage =
0 See below for the Height
in the Basin (Stage) that is
causing a non-compliant result

0.50 feet
0 Ex. 10% of the 2-year
Soil D %
RI Index
AMC I
RI Index
AMC II
Urban Landscaping CoverGood
Post-Project - Hydrograph Information
Post-Project - Soils Information
First result out of compliance in the rainfall record
Pre-Development - Calculated Range of Flow Rates analyzed for Hydromod (Suceptible Range of Flows) Soil B %
0 Vegetative Cover
RI Index
AMC II
91 Soil A % Soil C %Cover Type #
80 Go to "BMP Design" tab to design your BMP, then check results below.

Print both this "HydroMod" Sheet and the "BMP Design" sheet for your submittal.

No
No
Post-Project
94 2.5
95 0.07
100 50 69
Soil B % Soil C %
RI Index

AMC III
Results
---
---
---
---
---Exhibit B.7 - HydroMod Spreadsheet (Temecula) v.11 - 2 BMP Design Fill in blue shaded areas
feet, Stage Intervals Larger Stage Intervals may incr. the Q at the bottom stg.

STEP1: Size the BMP, so that the Total Volume > Max HydroMod Vol. (Deeper is ok, it will be refined in the Design Geometry) Is the BMP a Tank shape? 2 1 for yes; 2 for no. 0 0 0 0 Is the BMP Arched shape? 1 1 for yes; 2 for no. 0.25 0.001 56 0.00 If circular, is the tank vertical? 2 1 for yes; 2 for no. 0.50 0.003 113 0.00 Is this Harvest & Reuse? 1 1 for yes; 2 for no. 0.50 0.003 113 0.00 How many cells together? 1 0.50 0.003 113 0.00 Diameter (Hortz. for arch) = 100 IN 0.50 0.003 113 0.00 Length (or Ht. for Vertical) = 40 FT 0.50 0.003 113 0.00

0.50 0.003 113 0.00
Bottom Stage H= 0.5' SS= :1 0.50 0.003 113 0.00

0.50 0.003 113 0.00
Width 5 FT 0.50 0.003 113 0.00
Length 45 FT 0.50 0.003 113 0.00
area = area = 225 0.50 0.003 113 0.00

0.50 0.003 113 0.00
Top Stage H= SS= :1 0.50 0.003 113 0.00
Top Area 0.50 0.003 113 0.00
Width FT 0.50 0.003 113 0.00
Length FT 0.50 0.003 113 0.00
area = area = 0 0.50 0.003 113 0.00

0.50 0.003 113 0.00
FT3 0.50 0.003 113 0.00
FT3 0.50 0.003 113 0.00
FT3 0.50 0.003 113 0.00
FT3 0.50 0.003 113 0.00
FT2 0.50 0.003 113 0.00

0.50 0.003 113 0.00
FT 0.50 0.003 113 0.00
1Does not include forebay, or low flow trench 0.50 0.003 113 0.00 2Does not account for freeboard or access roads 0.50 0.003 113 0.00 3Does not consider Increased Runoff 0.50 0.003 113 0.00

0.50 0.003 113 0.00

0.50 0.003 113 0.00
STEP2: Delete outlets, then propose the largest lowest orifice that does not, exceed the ex. Q or Duration. If the Q is 0.50 0.003 113 0.00 acceptable, but the duration is exceeded, try decreasing orifice, then adding a weir slightly below the stage that has an issue. 0.50 0.003 113 0.00 OUTLETS (for Stage-Discharge) Hydromod Depth = 0.50 0.003 113 0.00 + 1' Freeboard = 0.50 0.003 113 0.00

0.50 0.003 113 0.00

0.50 0.003 113 0.00
Top Surface Area 0.50 0.003 113 0.00
0 Based on HydroMod Depth +1' of Freeboard 0.50 0.003 113 0.00

0.5 12.00 0.50 0.003 113
FT
FT

1.00 FT
FT
STEP3: Complete an increased runoff analysis, if the project can impact downstream properties. Incorporate these designs into the WQMP site plan.

Yes Consider Infiltration, Bioretention, or Biofiltration (Yes or No)? FT3/sec, Unfactored Infiltration (over entire bottom)

BMP Geometry & Detention Calculations
Circular
Tank BMP

0.0006
Add Infiltration
1 Diameter
(inches)
Invert Height
(ft)
45 Storage
(AC-FT)
Q
(CFS)
Basin Shaped BMP (Bottom Stage 1st)
Length
Prop. Top Stg. Vol. =
225

PROPOSED BMP DIMENSIONS
-
113

7.38%
106
Bottom Area
Width
Length
0 0
0 225
Enter information from actual infiltration tests or design BSM rate Prop Bottom Stg Vol =
Max HydroMod Depth3 =

MINIMUM DESIGN GEOMETRY

0.50 Length

0.25 Storage
(FT3)
Stage-Storage-Discharge*
Stage
(FT)
Total Surface Area 2 =
Top Area
5 It is expressly agreed and understood by the USER of this Excel Spreadsheet file (file) released hereby (whether released in digital or hard copy form) that Riverside County (County) makes no representation as to its accuracy. Further, it is the intent of the parties hereto that the USER shall review and verify calculations, analyze results, and/or independently determine the accuracy thereof prior to placing any reliance whatsoever on the information. Further, the USER shall hold the County, together with the officers, agents and employees of each, free and harmless from any liability whatsoever, including wrongful death, based or asserted upon any act or omission of the District or County, their officers, agents, employees or subcontractors, relating to or in any way connected with the unauthorized use of these files or information; and USER agrees to protect and defend, including all attorney fees and other expenses, each of the foregoing bodies and persons in any legal action based or asserted upon any such acts or omissions. USER also agrees not to sell, reproduce or release these files to others for any purpose whatsoever, except those incidental uses for which the files were acquired, verified and combined with USER’S own work product. Reasonable effort was made to fully comply with the San Diego MS4 Permit requirements using the methods found in the Riverside County Hydrology Manual. If the user finds an error in any way, please contact the County so that the error can be corrected. Any direct tampering of the equations in this spreadsheet would be considered extremely inappropriate, and potentially fraudulent.

Bottom Area
Width
Bottom Stage
Total Prop. Volume 1
=

0.0043
Crest
Width
(ft)
Crest
Height
(ft)
113
No. of
Weirs

0.0130
5Width
Weir Outlets

78.13 Max HydroMod Volume =
BMP % of Site =
45 Width
Length

0.50 FT

1.50 FT
No. of Orifices
Orifice Outlets
Resize with Hydromod Depth +1' Freeboard
Top Stage
"Tank Shaped"
"Basin Shaped"
0 0.1

0.2 0.3

0.4 0.5

0.6 0 0.0005 0.001 0.0015 0.002 0.0025 0.003
Stage (ft.)
Storage (ac-ft.)
Stage-Storage Curve
0 0.1

0.2 0.3

0.4 0.5

0.6 0.00 0.20 0.40 0.60 0.80 1.00
Stage (ft.)
Outlet Discharge (cfs)
Stage-Discharge Curve
Development Project Number(s): Rain Gauge
Latitude (decimal format): BMP Type (per WQMP):

Longitude (decimal format): BMP Number (Sequential):

0.13 Ac. Weighted Average RI Numbers = 80.0 91.0
Per Dr. Luis Parra, the AMC condition is based on the rainfall record. Applying NEH-4 (1964) for the non-freezing conditions in Riverside County the AMC conditions are:

AMC-I for less than 0.5" of rain the previous 5 days; AMC-II for between 0.5" to 1.1" of rain the previous 5 days; or AMC-III for more than 1.1" for the previous 5 days.

Ex. 10-year Flowrate1 = 0.391 cfs Flowrate1 = cfs
Ex. 10-year Flowrate (Attach Study) = cfs Ex. 2-year Flowrate (Attach Study) = cfs 1The equations used to determine the 10-year and 10% of the 2-yr are limited to 10-acres and 1,000'. Flowrates from a separate study can be used to over-ride the calculated values so that larger areas (up to 20 acres) and longer watercourse lengths can be used. All values still need to be filled out, even when there is a user-defined discharge value entered.

DRAINAGE AREA (ACRES)

LONGEST WATERCOURSE (FT)
DIFFERENCE IN ELEV (FT) - along watercourse
PROPOSED IMPERVIOUS PERCENTAGE (%)

0.13 Ac. Weighted Average RI Numbers = 50.0 69.0
Per Dr. Luis Parra, the AMC condition is based on the rainfall record. Applying NEH-4 (1964) for the non-freezing conditions in Riverside County the AMC conditions are:

Post-Project
84 APN 910-490-015

33.550751
-117.192625

0.022
0 Cover Type # Subarea Acreage Cover Type
1 0.13 Ac.

0.55 No

0.13 65
1103.31
1099.43
0 0.1Q2No
100 97
Soil D %
Cover-
Cover Type
Barren
Subarea Acreage
RI Index
AMC I
RI Index

0.88 Bio-Retention with Partial Infilatration
BIO-3

97.0 Pre-Development - Soils Information
Yes, this is acceptable
Proposed
0 0

7.20 hours
---
Requirement
---
---
---
0 0

84.0 Issue @ Stage =
Issue @ Stage =
0 See below for the Height
in the Basin (Stage) that is
causing a non-compliant result

Print both this "HydroMod" Sheet and the "BMP Design" sheet for your submittal.

No
No
Post-Project
85 2.3
99 0.13
100 50 69
Soil B % Soil C %
RI Index

AMC III
Results
---
---
---
---
---Exhibit B.7 - HydroMod Spreadsheet (Temecula) v.11 - 3 BMP Design Fill in blue shaded areas
feet, Stage Intervals Larger Stage Intervals may incr. the Q at the bottom stg.

STEP1: Size the BMP, so that the Total Volume > Max HydroMod Vol. (Deeper is ok, it will be refined in the Design Geometry) Is the BMP a Tank shape? 2 1 for yes; 2 for no. 0 0 0 0 Is the BMP Arched shape? 1 1 for yes; 2 for no. 0.25 0.003 113 0.00 If circular, is the tank vertical? 2 1 for yes; 2 for no. 0.50 0.005 225 0.00 Is this Harvest & Reuse? 1 1 for yes; 2 for no. 0.50 0.005 225 0.00 How many cells together? 1 0.50 0.005 225 0.00 Diameter (Hortz. for arch) = 100 IN 0.50 0.005 225 0.00 Length (or Ht. for Vertical) = 40 FT 0.50 0.005 225 0.00

0.50 0.005 225 0.00
Bottom Stage H= 0.5' SS= :1 0.50 0.005 225 0.00

0.50 0.005 225 0.00
Width 10 FT 0.50 0.005 225 0.00
Length 45 FT 0.50 0.005 225 0.00
area = area = 450 0.50 0.005 225 0.00

0.50 0.005 225 0.00
Top Stage H= SS= :1 0.50 0.005 225 0.00
Top Area 0.50 0.005 225 0.00
Width FT 0.50 0.005 225 0.00
Length FT 0.50 0.005 225 0.00
area = area = 0 0.50 0.005 225 0.00

0.50 0.005 225 0.00
FT3 0.50 0.005 225 0.00
FT3 0.50 0.005 225 0.00
FT3 0.50 0.005 225 0.00
FT3 0.50 0.005 225 0.00
FT2 0.50 0.005 225 0.00

0.50 0.005 225 0.00
FT 0.50 0.005 225 0.00
1Does not include forebay, or low flow trench 0.50 0.005 225 0.00 2Does not account for freeboard or access roads 0.50 0.005 225 0.00 3Does not consider Increased Runoff 0.50 0.005 225 0.00

0.50 0.005 225 0.00

0.50 0.005 225 0.00
STEP2: Delete outlets, then propose the largest lowest orifice that does not, exceed the ex. Q or Duration. If the Q is 0.50 0.005 225 0.00 acceptable, but the duration is exceeded, try decreasing orifice, then adding a weir slightly below the stage that has an issue. 0.50 0.005 225 0.00 OUTLETS (for Stage-Discharge) Hydromod Depth = 0.50 0.005 225 0.00 + 1' Freeboard = 0.50 0.005 225 0.00

0.50 0.005 225 0.00

0.50 0.005 225 0.00
Top Surface Area 0.50 0.005 225 0.00
0 Based on HydroMod Depth +1' of Freeboard 0.50 0.005 225 0.00

0.5 12.00 0.50 0.005 225
FT
FT

1.00 FT
FT
STEP3: Complete an increased runoff analysis, if the project can impact downstream properties. Incorporate these designs into the WQMP site plan.

Yes Consider Infiltration, Bioretention, or Biofiltration (Yes or No)? FT3/sec, Unfactored Infiltration (over entire bottom)

BMP Geometry & Detention Calculations
Circular
Tank BMP

0.0009
Add Infiltration
1 Diameter
(inches)
Invert Height
(ft)
45 Storage
(AC-FT)
Q
(CFS)
Basin Shaped BMP (Bottom Stage 1st)
Length
Prop. Top Stg. Vol. =
450

PROPOSED BMP DIMENSIONS
-
225

7.95%
199
Bottom Area
Width
Length
0 0
0 450
Enter information from actual infiltration tests or design BSM rate Prop Bottom Stg Vol =
Max HydroMod Depth3 =

MINIMUM DESIGN GEOMETRY

0.50 Length

0.25 Storage
(FT3)
Stage-Storage-Discharge*
Stage
(FT)
Total Surface Area 2 =
Top Area
10 It is expressly agreed and understood by the USER of this Excel Spreadsheet file (file) released hereby (whether released in digital or hard copy form) that Riverside County (County) makes no representation as to its accuracy. Further, it is the intent of the parties hereto that the USER shall review and verify calculations, analyze results, and/or independently determine the accuracy thereof prior to placing any reliance whatsoever on the information. Further, the USER shall hold the County, together with the officers, agents and employees of each, free and harmless from any liability whatsoever, including wrongful death, based or asserted upon any act or omission of the District or County, their officers, agents, employees or subcontractors, relating to or in any way connected with the unauthorized use of these files or information; and USER agrees to protect and defend, including all attorney fees and other expenses, each of the foregoing bodies and persons in any legal action based or asserted upon any such acts or omissions. USER also agrees not to sell, reproduce or release these files to others for any purpose whatsoever, except those incidental uses for which the files were acquired, verified and combined with USER’S own work product. Reasonable effort was made to fully comply with the San Diego MS4 Permit requirements using the methods found in the Riverside County Hydrology Manual. If the user finds an error in any way, please contact the County so that the error can be corrected. Any direct tampering of the equations in this spreadsheet would be considered extremely inappropriate, and potentially fraudulent.

Bottom Area
Width
Bottom Stage
Total Prop. Volume 1
=

0.0087
Crest
Width
(ft)
Crest
Height
(ft)
225
No. of
Weirs

0.0260
10Width
Weir Outlets
156.25
Max HydroMod Volume =
BMP % of Site =
45 Width
Length

0.50 FT

1.50 FT
No. of Orifices
Orifice Outlets
Resize with Hydromod Depth +1' Freeboard
Top Stage
"Tank Shaped"
"Basin Shaped"
0 0.1

0.2 0.3

0.4 0.5

0.6 0 0.001 0.002 0.003 0.004 0.005 0.006
Stage (ft.)
Storage (ac-ft.)
Stage-Storage Curve
0 0.1

0.2 0.3

0.4 0.5

0.6 0.00 0.20 0.40 0.60 0.80 1.00
Stage (ft.)
Outlet Discharge (cfs)
Stage-Discharge Curve
Development Project Number(s): Rain Gauge
Latitude (decimal format): BMP Type (per WQMP):

Longitude (decimal format): BMP Number (Sequential):

0.08 Ac. Weighted Average RI Numbers = 80.0 91.0
Per Dr. Luis Parra, the AMC condition is based on the rainfall record. Applying NEH-4 (1964) for the non-freezing conditions in Riverside County the AMC conditions are:

AMC-I for less than 0.5" of rain the previous 5 days; AMC-II for between 0.5" to 1.1" of rain the previous 5 days; or AMC-III for more than 1.1" for the previous 5 days.

Ex. 10-year Flowrate1 = 0.224 cfs Flowrate1 = cfs
Ex. 10-year Flowrate (Attach Study) = cfs Ex. 2-year Flowrate (Attach Study) = cfs 1The equations used to determine the 10-year and 10% of the 2-yr are limited to 10-acres and 1,000'. Flowrates from a separate study can be used to over-ride the calculated values so that larger areas (up to 20 acres) and longer watercourse lengths can be used. All values still need to be filled out, even when there is a user-defined discharge value entered.

DRAINAGE AREA (ACRES)

LONGEST WATERCOURSE (FT)
DIFFERENCE IN ELEV (FT) - along watercourse
PROPOSED IMPERVIOUS PERCENTAGE (%)

0.08 Ac. Weighted Average RI Numbers = 50.0 69.0
Per Dr. Luis Parra, the AMC condition is based on the rainfall record. Applying NEH-4 (1964) for the non-freezing conditions in Riverside County the AMC conditions are:

Signature: Spreadsheet Developed by: Benjie Cho, P.E.

Go to "BMP Design" tab to design your BMP, then check results below.

Print both this "HydroMod" Sheet and the "BMP Design" sheet for your submittal.

No
No
Post-Project
75 2.3
89 0.077
100 50 69
Soil B % Soil C %
RI Index

7.20 hours
---
Requirement
---
---
---
0 0

0.88 Bio-Retention with Partial Infilatration
BIO-4

97.0 Pre-Development - Soils Information
RI Index
AMC I
RI Index

0.55 No

0.077
65 1103.2
1100.35
0 0.1Q2No
100 97
Soil D %
Cover-
Cover Type
Barren
Subarea Acreage
Post-Project
84 APN 910-490-015

33.550751
-117.192625

0.013
0 Cover Type # Subarea Acreage Cover Type
---
---
Yes, this is acceptable
Yes, this is acceptable
---
Hydromod Ponded depth
Hydromod Drain Time (unclogged)
Is the HydroMod BMP properly sized?
(Co-Permitte Approval is required) User-Defined Discharge Values with accompanying Hydrology Study 1 Mitigated Q < 110% of Pre-Dev. Q?
Mitigated Duration < 110% of Pre-Dev?*
Vegetative Cover Soil A %
22 0.077 Ac.

Exhibit B.7 - HydroMod Spreadsheet (Temecula) v.11 - 4 BMP Design Fill in blue shaded areas
feet, Stage Intervals Larger Stage Intervals may incr. the Q at the bottom stg.

STEP1: Size the BMP, so that the Total Volume > Max HydroMod Vol. (Deeper is ok, it will be refined in the Design Geometry) Is the BMP a Tank shape? 2 1 for yes; 2 for no. 0 0 0 0 Is the BMP Arched shape? 1 1 for yes; 2 for no. 0.25 0.001 60 0.00 If circular, is the tank vertical? 2 1 for yes; 2 for no. 0.50 0.003 120 0.00 Is this Harvest & Reuse? 1 1 for yes; 2 for no. 0.50 0.003 120 0.00 How many cells together? 1 0.50 0.003 120 0.00 Diameter (Hortz. for arch) = 100 IN 0.50 0.003 120 0.00 Length (or Ht. for Vertical) = 40 FT 0.50 0.003 120 0.00

0.50 0.003 120 0.00
Bottom Stage H= 0.5' SS= :1 0.50 0.003 120 0.00

0.50 0.003 120 0.00
Width 3 FT 0.50 0.003 120 0.00
Length 80 FT 0.50 0.003 120 0.00
area = area = 240 0.50 0.003 120 0.00

0.50 0.003 120 0.00
Top Stage H= SS= :1 0.50 0.003 120 0.00
Top Area 0.50 0.003 120 0.00
Width FT 0.50 0.003 120 0.00
Length FT 0.50 0.003 120 0.00
area = area = 0 0.50 0.003 120 0.00

0.50 0.003 120 0.00
FT3 0.50 0.003 120 0.00
FT3 0.50 0.003 120 0.00
FT3 0.50 0.003 120 0.00
FT3 0.50 0.003 120 0.00
FT2 0.50 0.003 120 0.00

0.50 0.003 120 0.00
FT 0.50 0.003 120 0.00
1Does not include forebay, or low flow trench 0.50 0.003 120 0.00 2Does not account for freeboard or access roads 0.50 0.003 120 0.00 3Does not consider Increased Runoff 0.50 0.003 120 0.00

0.50 0.003 120 0.00

0.50 0.003 120 0.00
STEP2: Delete outlets, then propose the largest lowest orifice that does not, exceed the ex. Q or Duration. If the Q is 0.50 0.003 120 0.00 acceptable, but the duration is exceeded, try decreasing orifice, then adding a weir slightly below the stage that has an issue. 0.50 0.003 120 0.00 OUTLETS (for Stage-Discharge) Hydromod Depth = 0.50 0.003 120 0.00 + 1' Freeboard = 0.50 0.003 120 0.00

0.50 0.003 120 0.00

0.50 0.003 120 0.00
Top Surface Area 0.50 0.003 120 0.00
0 Based on HydroMod Depth +1' of Freeboard 0.50 0.003 120 0.00

0.5 12.00 0.50 0.003 120
FT
FT

1.00 FT
FT
STEP3: Complete an increased runoff analysis, if the project can impact downstream properties. Incorporate these designs into the WQMP site plan.

Yes Consider Infiltration, Bioretention, or Biofiltration (Yes or No)? FT3/sec, Unfactored Infiltration (over entire bottom)

83.33 Max HydroMod Volume =
BMP % of Site =
80 Width
Length

0.50 FT

1.50 FT
No. of Orifices
Orifice Outlets
Resize with Hydromod Depth +1' Freeboard
Top Stage
Total Surface Area 2 =
Top Area
3 It is expressly agreed and understood by the USER of this Excel Spreadsheet file (file) released hereby (whether released in digital or hard copy form) that Riverside County (County) makes no representation as to its accuracy. Further, it is the intent of the parties hereto that the USER shall review and verify calculations, analyze results, and/or independently determine the accuracy thereof prior to placing any reliance whatsoever on the information. Further, the USER shall hold the County, together with the officers, agents and employees of each, free and harmless from any liability whatsoever, including wrongful death, based or asserted upon any act or omission of the District or County, their officers, agents, employees or subcontractors, relating to or in any way connected with the unauthorized use of these files or information; and USER agrees to protect and defend, including all attorney fees and other expenses, each of the foregoing bodies and persons in any legal action based or asserted upon any such acts or omissions. USER also agrees not to sell, reproduce or release these files to others for any purpose whatsoever, except those incidental uses for which the files were acquired, verified and combined with USER’S own work product. Reasonable effort was made to fully comply with the San Diego MS4 Permit requirements using the methods found in the Riverside County Hydrology Manual. If the user finds an error in any way, please contact the County so that the error can be corrected. Any direct tampering of the equations in this spreadsheet would be considered extremely inappropriate, and potentially fraudulent.

Bottom Area
Width
Bottom Stage
Total Prop. Volume 1
=

0.0046
Crest
Width
(ft)
Crest
Height
(ft)
120
No. of
Weirs

0.0139
3Width
Weir Outlets

0.25 Storage
(FT3)
Stage-Storage-Discharge*
Stage
(FT)
Length
Enter information from actual infiltration tests or design BSM rate Prop Bottom Stg Vol =
Max HydroMod Depth3 =

MINIMUM DESIGN GEOMETRY

0.50 120

7.16%
115
Bottom Area
Width
Length
0 0
0 240
Q
(CFS)
Basin Shaped BMP (Bottom Stage 1st)
Length
Prop. Top Stg. Vol. =
240

PROPOSED BMP DIMENSIONS
-
BMP Geometry & Detention Calculations
Circular
Tank BMP

0.0009
Add Infiltration
1 Diameter
(inches)
Invert Height
(ft)
80 Storage
(AC-FT)
"Tank Shaped"
"Basin Shaped"
0 0.1

0.2 0.3

0.4 0.5

0.6 0 0.0005 0.001 0.0015 0.002 0.0025 0.003
Stage (ft.)
Storage (ac-ft.)
Stage-Storage Curve
0 0.1

0.2 0.3

0.4 0.5

0.6 0.00 0.20 0.40 0.60 0.80 1.00
Stage (ft.)
Outlet Discharge (cfs)
Stage-Discharge Curve

Appendix C

12 in. PVC

KU 1.486
SL 0.01 ft/ft
n 0.013

d d/D θ A T PW V Froud Q
ft ft/ft º ft² ft ft ft²/s No. ft³/s

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.05 0.05 51.68 0.01 0.44 0.45 1.17 1.12 0.02

0.10 0.10 73.74 0.04 0.60 0.64 1.82 1.23 0.07

0.15 0.15 91.15 0.07 0.71 0.80 2.34 1.28 0.17

0.20 0.20 106.26 0.11 0.80 0.93 2.79 1.32 0.31

0.25 0.25 120.00 0.15 0.87 1.05 3.18 1.33 0.49

0.30 0.30 132.84 0.20 0.92 1.16 3.52 1.33 0.70

0.35 0.35 145.08 0.24 0.95 1.27 3.82 1.33 0.94

0.40 0.40 156.93 0.29 0.98 1.37 4.09 1.32 1.20

0.45 0.45 168.52 0.34 0.99 1.47 4.33 1.30 1.48

0.50 0.50 180.00 0.39 1.00 1.57 4.54 1.28 1.78

0.55 0.55 191.48 0.44 0.99 1.67 4.71 1.25 2.09

0.60 0.60 203.07 0.49 0.98 1.77 4.86 1.21 2.39

0.65 0.65 214.92 0.54 0.95 1.88 4.99 1.17 2.69

0.70 0.70 227.16 0.59 0.92 1.98 5.08 1.12 2.98

0.75 0.75 240.00 0.63 0.87 2.09 5.14 1.06 3.25

0.80 0.80 253.74 0.67 0.80 2.21 5.17 0.99 3.48

0.85 0.85 268.85 0.71 0.71 2.35 5.16 0.91 3.67

0.90 0.90 286.26 0.74 0.60 2.50 5.10 0.81 3.80

0.95 0.95 308.32 0.77 0.44 2.69 4.97 0.66 3.83

1.00 1.00 360.00 0.79 0.00 3.14 4.54 ∞ 3.56

0.80 ft

3.83 ft³/s

0.94 0.94 302.33 0.77 0.48 2.64 5.01 0.70 3.83
JHJ
JHJ
4/9/2024
1 of 1
Checked by:

Date:

Sheet:

HYDRAULIC PIPE COMPUTATIONS FOR 12" PVC
DIAMETER =

HYDRAULIC ELEMENTS FOR CIRCULAR CHANNEL
Critical Depth
Maximum Discharge
Completed by:
( )
2 / 1
3 / 2
L
W
U SP
AAn
KQ 




=
D
d
T

15 in. PVC

KU 1.486
SL 0.01 ft/ft
n 0.013

d d/D θ A T PW V Froud Q
ft ft/ft º ft² ft ft ft²/s No. ft³/s

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.06 0.05 51.68 0.02 0.54 0.56 1.35 1.16 0.03

0.13 0.10 73.74 0.06 0.75 0.80 2.11 1.28 0.13

0.19 0.15 91.15 0.12 0.89 0.99 2.72 1.33 0.31

0.25 0.20 106.26 0.17 1.00 1.16 3.24 1.36 0.57

0.31 0.25 120.00 0.24 1.08 1.31 3.69 1.38 0.88

0.38 0.30 132.84 0.31 1.15 1.45 4.09 1.38 1.27

0.44 0.35 145.08 0.38 1.19 1.58 4.44 1.38 1.70

0.50 0.40 156.93 0.46 1.22 1.71 4.75 1.37 2.18

0.56 0.45 168.52 0.54 1.24 1.84 5.02 1.35 2.69

0.63 0.50 180.00 0.61 1.25 1.96 5.26 1.32 3.23

0.69 0.55 191.48 0.69 1.24 2.09 5.47 1.29 3.78

0.75 0.60 203.07 0.77 1.22 2.22 5.65 1.26 4.34

0.81 0.65 214.92 0.84 1.19 2.34 5.79 1.21 4.89

0.88 0.70 227.16 0.92 1.15 2.48 5.89 1.16 5.41

0.94 0.75 240.00 0.99 1.08 2.62 5.97 1.10 5.89

1.00 0.80 253.74 1.05 1.00 2.77 6.00 1.03 6.31

1.06 0.85 268.85 1.11 0.89 2.93 5.99 0.95 6.66

1.13 0.90 286.26 1.16 0.75 3.12 5.92 0.84 6.88

1.19 0.95 308.32 1.20 0.54 3.36 5.76 0.68 6.94

1.25 1.00 360.00 1.23 0.00 3.93 5.27 ∞ 6.46

1.02 ft

6.95 ft³/s

1.17 0.94 302.33 1.20 0.60 3.30 5.81 0.73 6.95
JHJ
JHJ
4/9/2024
1 of 1
Checked by:

Date:

Sheet:

HYDRAULIC PIPE COMPUTATIONS FOR 15" PVC
DIAMETER =

HYDRAULIC ELEMENTS FOR CIRCULAR CHANNEL
Critical Depth
Maximum Discharge
Completed by:
( )
2 / 1
3 / 2
L
W
U SP
AAn
KQ 




=
D
d
T

Appendix D

Appendix E

Murrieta City CouncilMay 20, 2025

Murrieta City Council
May 20, 2025