7.11_J-Drainage Report.pdf — Moreno Valley City Council, June 3, 2025

CannonCorp.us
Drainage Report
Town Center at Moreno Valley Specific Plan
Tentative Tract Map 38421
Moreno Valley, California
Prepared for
Lewis Management Corp
1156 N. Mountain Ave.

Upland, CA 91786
Prepared by
Samuel J. Jacoby, PE, QSD
Cannon Corporation
16842 Von Karman Avenue
Suite 150
Irvine, CA 92606
June 13, 2022
Revised: August 15 2022
October 3, 2022
January 29 2025

REGISTERED PROFESSIONAL ENGINE
R

STATE OF CALIFORNIA
SAMUEL J. JACOBY
CIVIL
Tract 38421 Cannon Project 211203
6/13/22,8/15/22,10/3/22,1/29/25
Table of Contents

1. Introduction ..............................................................................................................................................2

2. Purpose.....................................................................................................................................................2

3. Location ....................................................................................................................................................2

4. Existing Condition....................................................................................................................................3 Hydromodification Applicability................................................................................................................3 Existing Facilities .......................................................................................................................................6

5. Proposed condition..................................................................................................................................8

6. Discussion................................................................................................................................................9

7. List of Attachments................................................................................................................................10 Attachment 1. Site Map
Attachment 2. Hydrology Exhibits
Attachment 3. Intensity-Duration Values
Attachment 4. AES Existing Rational Method Results
Attachment 5. AES Proposed Rational Method Results
Attachment 6. NRCS Hydrologic Soil Maps
Attachment 7. Reference Downstream System Maps
Tract 38421 Cannon Project 211203
6/13/22,8/15/22,10/3/22,1/29/25

1. Introduction
This hydrologic analysis has been prepared for Lewis Management to support the proposed Town Center at Moreno Valley (TCMV) Specific Plan and associated proposed Tentative Tract Map (TTM) 38421. The TCMV Specific Plan involves development of the currently undeveloped Project site with residential, commercial/civic, and park uses. Proposed TTM 38421 would subdivide the Project site into 6 residential-use lots, 1 commercial-use lot, 2 open space lots, and associated infrastructure. The proposed developed area is split between far eastern areas that drain to Nason Street (17.94 acres), and western areas that drain towards Bay Avenue (23.37 acres) and Alessandro Boulevard (24.75 acres). The proposed north-south street and the east-west extension of Bay Avenue would divide the project into four quadrants. Future development phases would provide lot-specific development plans and reports that conform to the TCMV Specific Plan and TTM documents.

Project area note: The Project site consists of two lots on the north and south side of the currentlydedicated Bay Avenue. As part of the project, Bay will be vacated, and existing road easements along Alessandro, Cottonwood, and Nason will be dedicated. The hydrologic analysis presented in this report includes 66.06 acres (8 lots + Bay Avenue +Street “A” +affected offsite areas). The Tract limits (approximately 69.6 gross acres) includes already improved areas of Nason and Cottonwood which are not included in this hydrologic analysis.

2. Purpose
The purpose of this report is to identify the change in hydrology and determine the 100-year storm flow rates for the project site, on a lot-by-lot basis.

This drainage report, and corresponding WQMP, is being prepared to support a non-developmentspecific tentative tract map. While the infrastructure for the development is proposed, such as roads water, sewer, and improvements to adjacent rights of way, the project proposes to subdivide the land from two parcels to eight proposed lots (inclusive of parks). The lot-specific development plans have not been prepared. Once said lot plans are developed, the developer would, consistent with City guidance, prepare lot-specific WQMP and drainage plans. Based on the findings contained herein, infiltration appears to be feasible, and latter plans/report are anticipated to be consistent within the overall findings and recommendations of the tentative map reports.

3. Location
The project is bound by Cottonwood Avenue on the north, Alessandro Boulevard on the south, Nason Street on the east and existing residential development and vacant land on the west. There is a ‘carve’ out in the northwest corner containing the existing Letterman Booster Station, and in the northeast corner (SWC of Nason and Cottonwood), which is currently undeveloped – both areas are not a part of the proposed Tract.

Tract 38421 Cannon Project 211203
6/13/22,8/15/22,10/3/22,1/29/25
Figure 3-1 Vicinity Map

4. Existing Condition
Hydromodification Applicability
Eastern areas of the site drain to Nason Street (17.94 acres). The 2012 Hydromodification Applicability Map (published by Riverside County Flood Control) identifies this area as draining towards a nonexempt, unlined channel, identified in other documents as “Line ‘F’”. This map is included in the attachments, and a portion thereof can be seen in Figure 4-1. The portion of “Line ‘F’” is located north of Iris, between Oliver St. to the East and a realigned Nason Street to the west. The unlined channel can be see in historical aerial photography such as Figure 4-2.

Tract 38421 Cannon Project 211203
6/13/22,8/15/22,10/3/22,1/29/25
Figure 4-1 Portion of the 2012 Hydromodification Applicability Map The 2015 Master Drainage Plan (Figure 4-3) update indicates the Unlined section of unlined channel has been improved, and thus should no longer be subject to hydromodification The post-construction condition of the channel can be seen in current aerial photography and Figure 4-4.

Tract 38421 Cannon Project 211203
6/13/22,8/15/22,10/3/22,1/29/25
Figure 4-2 2009 Aerial Showing Unlined Channel “F”
Figure 4-3 2015 MDP Map
Tract 38421 Cannon Project 211203
6/13/22,8/15/22,10/3/22,1/29/25
Figure 4-4 2022 Aerial Showing Lined Channel “F”
The western portion of the site drain towards Bay Avenue and Alessandro Boulevard. The hydrology exhibits define this divide consistent with existing hydrology as well as the 2012 Hydromodification maps. The 2012 map (see also Figure 4-1) clearly defines the western portion as exempt from hydromodification.

Existing Facilities
Draining East towards Nason Street:

There is an existing storm drain in Nason St, with several stubs to the property. These stubs have been located from existing drawings, and can be graphically seen, in summary, in the Existing Utility Plan, in the attachments. At the northwest corner of Alessandro and Nason is a field inlet and 36” drain which appears to drain the entirety of the Project site’s eastern are a that drains to Nason, and as-builts have identified this line as receiving 38.9 cfs. This line discharges into the 78” and 84” RCP within Nason. The allowable discharge was determined from review of the “City of Moreno Valley Street Improvement Plans for Nason Street” (Cactus to Fir), project 801 0001 70 77; and specifically the 2017 as built thereof.

The existing area draining towards Nason St. is 17.9 acres (from onsite) and 8.2 acres from the undeveloped portion of land northeast of the Project site and immediately southwest of the intersection of Nason and Cottonwood. The allowable flow/acre (100-year) is 1.56 cfs/ac. Please refer to the existing hydrology exhibit for a graphic depiction of these areas.

Tract 38421 Cannon Project 211203
6/13/22,8/15/22,10/3/22,1/29/25
Table 4-1 Table Nason - Allowable Release
Draining west towards Alessandro:

There is existing 36” storm drain in Alessandro Blvd., west of the site. This drain accepts flow from the western portion of the Project site and approximately 18.6 acres immediately west of the site. The drain accepts 94.6 cfs according to the “Moreno Master Drainage Plan” as built for Line J-6, dated 2011. The 36” drain stubbed to the roadside discharges into the 48” RCP storm drain within Alessandro and directed further west. Please refer to the existing hydrology exhibit for a graphic depiction of these areas.

The table below summarizes the allowable flow from the site and offsite areas draining towards the referenced Alessandro storm drain.

Table 4-2 Alessandro – Allowable Release
Draining west towards Bay:

The Bay Avenue drain accepts 62.5 cfs from the north portion from the Project according to the “Moreno Master Drainage Plan” as built for Line J-4, dated 2011.

The table below summarizes the allowable flow from the site and offsite areas draining towards the referenced Bay storm drain.

Tract 38421 Cannon Project 211203
6/13/22,8/15/22,10/3/22,1/29/25
Figure 4-5 Bay – Allowable Release

5. Proposed condition
The proposed development is expected to add approximately 40 acres (63%± of gross) of impervious surfaces and rooftops to the Project site across the development. When comparing the existing and proposed hydrology exhibit, please note that the drainage divide (flows directed to east vs west) is consistent. Please also note that the proposed DMA designations align with the proposed parcels: Lots 1,2,3,5,& 6 are residential lots containing approximately 70% land cover; Lots 4 and 8 are parks containing approximately 20% impervious land cover; and lot 7 is a lot designated for commercial land use with, and would contain approximately 85% impervious land cover. The Right of Way improvements are also included as “ROW” in the tables.

Methodology
AES software, utilizing Rational Methodology per the Riverside County Hydrology Manual) was utilized to determine expected full-build-out and peak flows and projected attenuation values. Rainfall intensity, provided by the Manual’s Plat D-4.1 (6 of 6) was utilized in the analysis.

Modeled Results
As noted in the attached model results, an initial analysis of the anticipated flow (full-build out) is expected to be 54 cfs towards Alessandro, which will require no attenuation.

Additionally, as noted in the attached Rational Method spreadsheet, an initial analysis of the anticipated flow (full-build out) is expected to be 53 cfs towards Bay, which will require no attenuation.

Finally, as noted in the attached Rational Method spreadsheet, an initial analysis of the anticipated flow (full-build out) is expected to be 39 cfs towards Nason, which will require 11± cfs of attenuation (simple addition of the peak flows of the sub areas).

The Best Management Practices, as required by the lot-specific Water Quality Management Plans, will be utilized to provide peak flow attenuation. Please note, that lot specific WQMPs may alter the size, shape, and even type of BMP, and specific sizing and placement are not within the scope of this analysis – as site plans may vary along with BMP selection, each lot is expected to provide confirming drainage and water quality reports upon submittal for site plan approval.

Tract 38421 Cannon Project 211203
6/13/22,8/15/22,10/3/22,1/29/25
Tables 5-1 and 5-2 summarize the allowable release rates and expected attenuation that the development of the Tract will be expected to conform to.

Table 5-1 Allowable Proposed Drainage to Alessandro
Table 5-2 Allowable Proposed Drainage to Nason
Table 5-3 Allowable Proposed Drainage to Bay

6. Discussion
As proposed, the immediate infrastructure work for Tentative Map 38421, Moreno Valley Town Center, is expected to have minimal effect on the existing hydrology of the area as the flow generated by public infrastructure will drain to community facilities not subject to hydromodification. While a lot-by lot analysis was performed to determine look-ahead planning for future lot build out, the ultimate build out of later phased construction (under separate report) will be required to submit separate conforming calculations based on final-BMP selection, and meet the flow tables identified herein.

Tract 38421 Cannon Project 211203
6/13/22,8/15/22,10/3/22,1/29/25

7. List of Attachments
Attachment 1. Site Map
Attachment 2. Hydrology Exhibits
Attachment 3. Intensity-Duration Values
Attachment 4. AES Existing Rational Method Results
Attachment 5. AES Proposed Rational Method Results
Attachment 6. NRCS Hydrologic Soil Maps
Attachment 7. Reference Downstream System Maps
Tract 38421 Cannon Project 211203
Attachment 1. Site Map
Tract 38421 Cannon Project 211203
Attachment 2. Hydrology Exhibits

C O T T O N W O O D A V E N U E A L E S S A N D R O B O U L E V A R D B A Y A V E N U E

TOWN CENTER AT MORENO VALLEY
TRACT 38421

EXISTING HYDROLOGY EXHIBIT
16842 Von Karman Avenue, Suite #150
Irvine, CA 92606
949.668.1683
NO. 42549 WILHELM JOHN MAULREGISTEREDPROFESSIONAL ENGINEER STATE OF CALIFORNIA EXP. CIVIL
03/31/2024

BAY AVENUE

A STREET A STREET C O T T O N W O O D A V E N U E A L E S S A N D R O B O U L E V A R D

TOWN CENTER AT MORENO VALLEY
TRACT 38421

PROPOSED HYDROLOGY EXHIBIT
16842 Von Karman Avenue, Suite #150
Irvine, CA 92606
949.668.1683
NO. 42549 WILHELM JOHN MAULREGISTEREDPROFESSIONAL ENGINEER STATE OF CALIFORNIA EXP. CIVIL
03/31/2024
Tract 38421 Cannon Project 211203
Attachment 3. Intensity-Duration Values
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0 RAINFALL INTENSITY-INCHES PER HOUR
SUNNYMEAO - MORENO 11OOOCREST

OURUION FREQUENCY OURUION FREQUENCY

MINUTES MINUTES
10 100 10 100
YEAR YEAR YE•R YE4R
5 2.84 4, 16 5 3.37 5,30
6 2.59 3.79 6 3.05 4,79
7 2.40 3,51 7 2,80 4.40
8 2.2s 3,29 8 2,60 4,09
9 2. 12 3.10 9 2,44 3,A3
10 2.01 2.94 I 0 2,30 3.62
11 l • 92 2.80 II 2 • 19 1.43
12 l • 83 2,68 12 2,08 3.27
13 1.76 2,58 13 I• 99 3.13
14 1.10 2,48 14 I. 91 3,01
15 I. 64 2.40 15 1.84 2.89
16 l • 59 2.32 It', 1.78 2.79
17 1.54 2.2s 17 I, 72 2,70
18 1,50 2.19 18 I, 67 2.62
19 1.46 2.13 19 1.62 2.54
20 1.42 2.08 20 1,57 2,47
22 1.35 1.98 22 I. 49 2.'34
24 1.30 1. 90 24 1.42 2.23
26 I. 25 1.82 21', I. 36 2,14
28 I• 20 1.76 28 I. 31 ;, • 05
30 1.16 1.10 30 I, 26 1,98
32 1.12 1,64 32 1,22 I. 9 I
34 1.09 1,59 '34 I. l '3 1,85
36 1,06 I .55 16 I. 14 I. 79
38 1.03 I. 5 I 38 I• 11 I, 74
40 1.00 1.47 40 1.07 I. 69
45 .95 1.39 45 I, 01 I.SA
50 • 90 I. 31 50 ,95 1,49
55 .86 1.2s 55 , 90 I. 42
60 .82 I• 20 60 ,86 I, 35
65 • 79 1.1s 65 • 82 I, 29
70 • 71', I , 11 70 .79 1,24
75 .73 1.01 75 • 76 I, 19
80 • 71 I, 04 80 ,73 I, 15
85 .69 I. 01 85 , 71 I ,II
SLOPE= .500 SLOPE= ,550
Tract 38421 Cannon Project 211203
Attachment 4. AES Existing Rational Method Results
____________________________________________________________________________ ****************************************************************************

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON

RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-2013 Advanced Engineering Software (aes) (Rational Tabling Version 20.0)
Release Date: 06/01/2013 License ID 1233
Analysis prepared by:

PENCO a Cannon Company
16842 Von Karman Ave
Ste. 150

************************** DESCRIPTION OF STUDY ************************** * *
* *
* *
************************************************************************** FILE NAME: MVTC-E.DAT
TIME/DATE OF STUDY: 17:52 08/05/2022
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.00 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.010
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.820
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.940
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.200
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5003939
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5001161
COMPUTED RAINFALL INTENSITY DATA:

STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.200 SLOPE OF INTENSITY DURATION CURVE = 0.5001
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL

AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
**************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21
---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================

ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 632.00
UPSTREAM ELEVATION(FEET) = 1643.00
DOWNSTREAM ELEVATION(FEET) = 1632.00
ELEVATION DIFFERENCE(FEET) = 11.00
TC = 0.709*[( 632.00**3)/( 11.00)]**.2 = 21.040
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.027
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5933
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 9.84
TOTAL AREA(ACRES) = 8.18 TOTAL RUNOFF(CFS) = 9.84
**************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 91
---------------------------------------------------------------------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM NODE ELEVATION(FEET) = 1632.00
DOWNSTREAM NODE ELEVATION(FEET) = 1592.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 1900.00
"V" GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) = 0.050 PAVEMENT LIP(FEET) = 0.010 MANNING'S N = .2000
PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.00200
MAXIMUM DEPTH(FEET) = 0.07
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.006
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5912
SOIL CLASSIFICATION IS "B"
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 19.77
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 71.91 AVERAGE FLOW DEPTH(FEET) = 0.07 FLOOD WIDTH(FEET) = 15.00 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 21.48 SUBAREA AREA(ACRES) = 16.76 SUBAREA RUNOFF(CFS) = 19.88 TOTAL AREA(ACRES) = 24.9 PEAK FLOW RATE(CFS) = 29.71
==>>ERROR:FLOW EXCEEDS CAPACITY OF CHANNEL WITH
NORMAL DEPTH EQUAL TO SPECIFIED MAXIMUM ALLOWABLE DEPTH.

AS AN APPROXIMATION, TRAVEL TIME CALCULATIONS ARE BASED ON FLOW DEPTH EQUAL TO THE SPECIFIED MAXIMUM ALLOWABLE DEPTH.

END OF SUBAREA "V" GUTTER HYDRAULICS:

DEPTH(FEET) = 0.07 FLOOD WIDTH(FEET) = 15.00
FLOW VELOCITY(FEET/SEC.) = 108.04 DEPTH*VELOCITY(FT*FT/SEC) = 7.56 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 2532.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================

ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 1352.00
UPSTREAM ELEVATION(FEET) = 1643.00
DOWNSTREAM ELEVATION(FEET) = 1611.00
ELEVATION DIFFERENCE(FEET) = 32.00
TC = 0.709*[( 1352.00**3)/( 32.00)]**.2 = 26.819
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.795
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5683
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 23.60
TOTAL AREA(ACRES) = 23.13 TOTAL RUNOFF(CFS) = 23.60
**************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 91 ---------------------------------------------------------------------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM NODE ELEVATION(FEET) = 1611.00
DOWNSTREAM NODE ELEVATION(FEET) = 1592.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 1208.00
"V" GUTTER WIDTH(FEET) = 1.00 GUTTER HIKE(FEET) = 0.050 PAVEMENT LIP(FEET) = 0.010 MANNING'S N = .2000
PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.00200
MAXIMUM DEPTH(FEET) = 0.07
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.793
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5681
SOIL CLASSIFICATION IS "B"
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 35.49
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 373.58 AVERAGE FLOW DEPTH(FEET) = 0.07 FLOOD WIDTH(FEET) = 11.00 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 26.87 SUBAREA AREA(ACRES) = 23.35 SUBAREA RUNOFF(CFS) = 23.79 TOTAL AREA(ACRES) = 46.5 PEAK FLOW RATE(CFS) = 47.38
==>>ERROR:FLOW EXCEEDS CAPACITY OF CHANNEL WITH
NORMAL DEPTH EQUAL TO SPECIFIED MAXIMUM ALLOWABLE DEPTH.

AS AN APPROXIMATION, TRAVEL TIME CALCULATIONS ARE BASED ON FLOW DEPTH EQUAL TO THE SPECIFIED MAXIMUM ALLOWABLE DEPTH.

END OF SUBAREA "V" GUTTER HYDRAULICS:

DEPTH(FEET) = 0.07 FLOOD WIDTH(FEET) = 11.00
FLOW VELOCITY(FEET/SEC.) = 498.78 DEPTH*VELOCITY(FT*FT/SEC) = 34.91 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 2560.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 26.87
RAINFALL INTENSITY(INCH/HR) = 1.79
TOTAL STREAM AREA(ACRES) = 46.48
PEAK FLOW RATE(CFS) AT CONFLUENCE = 47.38
**************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 12.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================

ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 1230.00
UPSTREAM ELEVATION(FEET) = 1611.00
DOWNSTREAM ELEVATION(FEET) = 1592.00
ELEVATION DIFFERENCE(FEET) = 19.00
TC = 0.709*[( 1230.00**3)/( 19.00)]**.2 = 28.124
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.753
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5633
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 18.40
TOTAL AREA(ACRES) = 18.63 TOTAL RUNOFF(CFS) = 18.40
**************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 28.12
RAINFALL INTENSITY(INCH/HR) = 1.75
TOTAL STREAM AREA(ACRES) = 18.63
PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.40
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 47.38 26.87 1.793 46.48
2 18.40 28.12 1.753 18.63
*********************************WARNING**********************************

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 64.96 26.87 1.793
2 64.71 28.12 1.753
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 64.96 Tc(MIN.) = 26.87
TOTAL AREA(ACRES) = 65.1
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 2560.00 FEET. ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 65.1 TC(MIN.) = 26.87
PEAK FLOW RATE(CFS) = 64.96
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS
Tract 38421 Cannon Project 211203
Attachment 5. AES Proposed Rational Method Results
____________________________________________________________________________ ****************************************************************************

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON

PENCO a Cannon Company
16842 Von Karman Ave
Ste. 150

************************** DESCRIPTION OF STUDY ************************** * MORENO VALLEY TOWN CENTER *
* PROPOSED 100-YEAR *
* CANNONCORP.US | JN 211203 *
************************************************************************** FILE NAME: MVTC-P6.DAT
TIME/DATE OF STUDY: 11:52 09/21/2022
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.00 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.010
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.820
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.940
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.200
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5003939
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5001161
COMPUTED RAINFALL INTENSITY DATA:

WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 33.0 22.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 3 67.0 55.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 4 55.0 43.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

1. Relative Flow-Depth = 0.50 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint = 0.1 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
**************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21
---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================

ASSUMED INITIAL SUBAREA UNIFORM

DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 639.00
UPSTREAM ELEVATION(FEET) = 1645.00
DOWNSTREAM ELEVATION(FEET) = 1631.00
ELEVATION DIFFERENCE(FEET) = 14.00
TC = 0.359*[( 639.00**3)/( 14.00)]**.2 = 10.219
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.908
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8166
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 16.41
TOTAL AREA(ACRES) = 6.91 TOTAL RUNOFF(CFS) = 16.41
**************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 62
---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1631.00 DOWNSTREAM ELEVATION(FEET) = 1609.00 STREET LENGTH(FEET) = 756.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 33.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 22.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 25.49 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.44
HALFSTREET FLOOD WIDTH(FEET) = 15.68
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.94
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.18
STREET FLOW TRAVEL TIME(MIN.) = 2.55 Tc(MIN.) = 12.77
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.602
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8096
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 8.61 SUBAREA RUNOFF(CFS) = 18.14
TOTAL AREA(ACRES) = 15.5 PEAK FLOW RATE(CFS) = 34.55
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.66 FLOW VELOCITY(FEET/SEC.) = 5.34 DEPTH*VELOCITY(FT*FT/SEC.) = 2.56 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 1395.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 12.77
RAINFALL INTENSITY(INCH/HR) = 2.60
TOTAL STREAM AREA(ACRES) = 15.52
PEAK FLOW RATE(CFS) AT CONFLUENCE = 34.55
**************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 21
---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================

ASSUMED INITIAL SUBAREA UNIFORM

DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 382.00
UPSTREAM ELEVATION(FEET) = 1632.00
DOWNSTREAM ELEVATION(FEET) = 1623.00
ELEVATION DIFFERENCE(FEET) = 9.00
TC = 0.359*[( 382.00**3)/( 9.00)]**.2 = 8.198
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.247
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8232
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 6.31
TOTAL AREA(ACRES) = 2.36 TOTAL RUNOFF(CFS) = 6.31
**************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 62
---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1623.00 DOWNSTREAM ELEVATION(FEET) = 1616.00 STREET LENGTH(FEET) = 243.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 33.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 22.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.08 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.32
HALFSTREET FLOOD WIDTH(FEET) = 9.78
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.76
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.21
STREET FLOW TRAVEL TIME(MIN.) = 1.08 Tc(MIN.) = 9.27
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.053
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6701
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.73 SUBAREA RUNOFF(CFS) = 3.54
TOTAL AREA(ACRES) = 4.1 PEAK FLOW RATE(CFS) = 9.85
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.67 FLOW VELOCITY(FEET/SEC.) = 3.92 DEPTH*VELOCITY(FT*FT/SEC.) = 1.33 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 7.00 = 625.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 3.00 IS CODE = 62
---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1616.00 DOWNSTREAM ELEVATION(FEET) = 1609.00 STREET LENGTH(FEET) = 730.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 33.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 22.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14.06 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.43
HALFSTREET FLOOD WIDTH(FEET) = 15.43
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.81
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.22
STREET FLOW TRAVEL TIME(MIN.) = 4.32 Tc(MIN.) = 13.60
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.521
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8865
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 3.76 SUBAREA RUNOFF(CFS) = 8.40
TOTAL AREA(ACRES) = 7.9 PEAK FLOW RATE(CFS) = 18.25
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.06 FLOW VELOCITY(FEET/SEC.) = 3.01 DEPTH*VELOCITY(FT*FT/SEC.) = 1.41 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 3.00 = 1355.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1
---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 13.60
RAINFALL INTENSITY(INCH/HR) = 2.52
TOTAL STREAM AREA(ACRES) = 7.85
PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.25
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 34.55 12.77 2.602 15.52
2 18.25 13.60 2.521 7.85
*********************************WARNING**********************************

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 51.68 12.77 2.602
2 51.72 13.60 2.521
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 51.68 Tc(MIN.) = 12.77
TOTAL AREA(ACRES) = 23.4
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 1395.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================

ASSUMED INITIAL SUBAREA UNIFORM

DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 393.00
UPSTREAM ELEVATION(FEET) = 1632.00
DOWNSTREAM ELEVATION(FEET) = 1624.00
ELEVATION DIFFERENCE(FEET) = 8.00
TC = 0.359*[( 393.00**3)/( 8.00)]**.2 = 8.538
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.182
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8220
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 8.84
TOTAL AREA(ACRES) = 3.38 TOTAL RUNOFF(CFS) = 8.84
**************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1624.00 DOWNSTREAM ELEVATION(FEET) = 1621.00 STREET LENGTH(FEET) = 237.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 33.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 22.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.58 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.39
HALFSTREET FLOOD WIDTH(FEET) = 13.02
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.92
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.13
STREET FLOW TRAVEL TIME(MIN.) = 1.35 Tc(MIN.) = 9.89
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.956
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6645
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.77 SUBAREA RUNOFF(CFS) = 3.48
TOTAL AREA(ACRES) = 5.2 PEAK FLOW RATE(CFS) = 12.32
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.79 FLOW VELOCITY(FEET/SEC.) = 3.05 DEPTH*VELOCITY(FT*FT/SEC.) = 1.23 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 630.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 14.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 4 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1621.00 DOWNSTREAM ELEVATION(FEET) = 1592.00 STREET LENGTH(FEET) = 1450.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 55.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 43.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14.05 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.48
HALFSTREET FLOOD WIDTH(FEET) = 17.50
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.42
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.10
STREET FLOW TRAVEL TIME(MIN.) = 5.47 Tc(MIN.) = 15.36
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.372
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8858
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 1.65 SUBAREA RUNOFF(CFS) = 3.47
TOTAL AREA(ACRES) = 6.8 PEAK FLOW RATE(CFS) = 15.78
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.34 FLOW VELOCITY(FEET/SEC.) = 4.53 DEPTH*VELOCITY(FT*FT/SEC.) = 2.24 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 2080.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.372
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8724
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 11.14 SUBAREA RUNOFF(CFS) = 23.05 TOTAL AREA(ACRES) = 17.9 TOTAL RUNOFF(CFS) = 38.83
TC(MIN.) = 15.36
**************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================

ASSUMED INITIAL SUBAREA UNIFORM

DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 1244.00
UPSTREAM ELEVATION(FEET) = 1619.00
DOWNSTREAM ELEVATION(FEET) = 1594.00
ELEVATION DIFFERENCE(FEET) = 25.00
TC = 0.303*[( 1244.00**3)/( 25.00)]**.2 = 11.452
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.747
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8752
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 11.47
TOTAL AREA(ACRES) = 4.77 TOTAL RUNOFF(CFS) = 11.47
**************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 24.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.747
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6515
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.37 SUBAREA RUNOFF(CFS) = 2.45
TOTAL AREA(ACRES) = 6.1 TOTAL RUNOFF(CFS) = 13.92
TC(MIN.) = 11.45
**************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 22.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 3 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1594.00 DOWNSTREAM ELEVATION(FEET) = 1590.00 STREET LENGTH(FEET) = 699.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 67.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 55.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 17.38 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.61
HALFSTREET FLOOD WIDTH(FEET) = 29.43
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.81
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.70
STREET FLOW TRAVEL TIME(MIN.) = 4.15 Tc(MIN.) = 15.60
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.353
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8857
SOIL CLASSIFICATION IS "D"
SUBAREA AREA(ACRES) = 3.32 SUBAREA RUNOFF(CFS) = 6.92
TOTAL AREA(ACRES) = 9.5 PEAK FLOW RATE(CFS) = 20.84
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.64 HALFSTREET FLOOD WIDTH(FEET) = 32.65 FLOW VELOCITY(FEET/SEC.) = 2.90 DEPTH*VELOCITY(FT*FT/SEC.) = 1.85 LONGEST FLOWPATH FROM NODE 23.00 TO NODE 22.00 = 1943.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 22.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================

ASSUMED INITIAL SUBAREA UNIFORM

DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 610.00
UPSTREAM ELEVATION(FEET) = 1612.00
DOWNSTREAM ELEVATION(FEET) = 1604.00
ELEVATION DIFFERENCE(FEET) = 8.00
TC = 0.359*[( 610.00**3)/( 8.00)]**.2 = 11.115
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.789
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8140
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 16.91
TOTAL AREA(ACRES) = 7.45 TOTAL RUNOFF(CFS) = 16.91
**************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1604.00 DOWNSTREAM ELEVATION(FEET) = 1590.00 STREET LENGTH(FEET) = 621.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 33.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 22.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 24.95 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.45
HALFSTREET FLOOD WIDTH(FEET) = 16.29
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.50
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.04
STREET FLOW TRAVEL TIME(MIN.) = 2.30 Tc(MIN.) = 13.41
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.538
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8080
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 7.84 SUBAREA RUNOFF(CFS) = 16.08
TOTAL AREA(ACRES) = 15.3 PEAK FLOW RATE(CFS) = 32.99
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.18 FLOW VELOCITY(FEET/SEC.) = 4.82 DEPTH*VELOCITY(FT*FT/SEC.) = 2.36 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 1231.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 32.99 13.41 2.538 15.29
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 1231.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 20.84 15.60 2.353 9.46
LONGEST FLOWPATH FROM NODE 23.00 TO NODE 22.00 = 1943.00 FEET. *********************************WARNING**********************************

IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 50.90 13.41 2.538
2 51.43 15.60 2.353
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 50.90 Tc(MIN.) = 13.41
TOTAL AREA(ACRES) = 24.8
============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 24.8 TC(MIN.) = 13.41
PEAK FLOW RATE(CFS) = 50.90
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

Tract 38421 Cannon Project 211203
Attachment 6. NRCS Hydrologic Soil Maps
Hydrologic Soil Group—Western Riverside Area, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
5/24/2022

Page 1 of 4 ends

3752900 3753000 3753100 3753200 3753300 3753400 3753500 3753600 3753700 3753800 3753900 3752900 3753000 3753100 3753200 3753300 3753400 3753500 3753600 3753700 3753800 3753900 481700 481800 481900 482000 482100 482200 482300 482400 482500 481700 481800 481900 482000 482100 482200 482300 482400 482500 33° 55' 33'' N
117° 11' 54'' W
33° 55' 33'' N
117° 11' 19'' W
33° 54' 55'' N
117° 11' 54'' W
33° 54' 55'' N
117° 11' 19'' W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 250 500 1000 1500
Feet
0 50 100 200 300
Meters
Map Scale: 1:5,730 if printed on A portrait (8.5" x 11") sheet.

Soil Map may not be valid at this scale.

MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:15,800.

Warning: Soil Map may not be valid at this scale.

Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale.

Please rely on the bar scale on each map sheet for map
measurements.

Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:

Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required.

This product is generated from the USDA-NRCS certified data as of the version date(s) listed below.

Soil Survey Area: Western Riverside Area, California
Survey Area Data: Version 14, Sep 13, 2021
Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.

Date(s) aerial images were photographed: Nov 15, 2020—Nov 19, 2020
The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident.

Hydrologic Soil Group—Western Riverside Area, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
5/24/2022

Page 2 of 4 ends

Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI GyA Greenfield sandy loam,
0 to 2 percent slopes
A 1.8 1.3%
GyC2 Greenfield sandy loam,
2 to 8 percent slopes,
eroded
A 52.3 38.0%
HcC Hanford coarse sandy
loam, 2 to 8 percent
slopes
A 75.5 54.8%
RaB2 Ramona sandy loam, 2
to 5 percent slopes,
eroded
C 7.9 5.8%
RaB3 Ramona sandy loam, 0
to 5 percent slopes,
severely eroded
C 0.3 0.2%
Totals for Area of Interest 137.9 100.0%
Hydrologic Soil Group—Western Riverside Area, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
5/24/2022

Page 3 of 4 ends

Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms.

The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows:

Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission.

Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture.

These soils have a moderate rate of water transmission.

Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission.

Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission.

If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes.

Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Hydrologic Soil Group—Western Riverside Area, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
5/24/2022

Page 4 of 4 ends

Tract 38421 Cannon Project 211203
Attachment 7. Reference Downstream System Maps
SITE
Unlined
Channel,
Since Lined
0 2,257
© EMWD
Notes
GIS data shown is for informational purposes only, is subject to change without notice and may not be suitable for legal, engineering, construction, or surveying purposes. Information should be reviewed against reliable sources to ascertain its usability. Eastern Municipal Water District assumes no liability for any incorrect results, any lost profits and direct, special, indirect or consequential damages to any party, arising out of or in connection with the use or the inability to use the data hereon or the services.

Legend
EMWD HydroMapper :

By
0 Miles
SCALE 1: 1,876
0 Map Produced 05/12/2021 EMWD Staff
Wtr Interagency Tie
Wtr Main
As Built
CIP
Wtr Main Abandoned
Swr Interagency Tie
Swr Main
As Built, Collection
As Built, Distribution
As Built, Effluent Force
As Built, Influent Force
As Built, Transmission
CIP, Collection
CIP, Effluent Force
CIP, Influent Force
CIP, Transmission
Swr Main Abandoned
Swr Main Murrieta
Streets
Wtr Pump Station
Wtr Pump Station Polygon
Wtr Service Sampling Station
Wtr Tank
Wtr Well
Wtr Treatment Plant
Wtr Treatment Plant Polygon
MWD Connections
MWD Canals
Swr Lift Station
Swr Lift Station Polygon
Swr Treatment Plant
EMWD District Boundary
EMWD Main Office
EMWD Sites
Highway
EMWD Parcel Lines
Lot
ROW
EMWD Parcel Polygons
Ex 36" rcp
1574.00 inv

94.6 cfs
Ex 48" rcp
1571.95 inv

94.6 cfs
Ex 24" rcp
1600.25 inv

62.5 cfs
Ex 48" rcp
1595.31 inv

62.5 cfs
Ex 84"
rcp
Ex 36" rcp
1584.74 inv
Ex 78"
rcp
Ex 24" rcp
1615.70 inv
Ex 78"
rcp
Ex 10" sewer
1598.12 inv
Ex 8" sewer
1620.87 inv
Ex 10"
sewer
stub
Ex 24" rcp
1639.00 inv
Ex 24" rcp
1641.00 inv
Ex 8" pvc ss
1580.20 inv
Ex 8"pvc
wtr
Ex 8" pvc ss
1588.94 inv
Ex 8"pvc
wtr
Ex 8" pvc
ss
1603.81 inv Ex 8"pvc
wtr
Ex 8"pvc
wtr
Ex 8" pvc
ss
1621.12 inv
Ex 8" pvc
ss
1592.31 inv Ex 10" sewer
1568.90 inv
Ex 10" sewer
1568.90 inv
Ex 10" sewer
1597.89 inv

RIVERSIDE COUNTY FLOOD CONTROL AND WATER CONSERVATION
--_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_----=~ °'-::;:;::i--1 rr-----------1 /
FIR AVE.

CITY
EUCALYPTUS AVE.

VALLEY VIEW

HIGH SCHOOL
DRACAEA AVE.
.....
i----:

V)
z
0 ~ z
---------------- _______________ ---i.~
OF
MORENO
END

PROJECT
VALLEY
11 10 ::t:::=VINEWOOD PL.
9 COTTONWOOD AVE.
======================j~I:=!=============================================~ ._____ __ 8 ~ ....ICTT7
SHERWIN CT.7
6 4 LARKMEAD CT.
3 ALESSANDRO BLVD. 2
~~
LENZEN ST.
1-11-;;;t:::::=
BEGIN

PROJECT

INDEX MAP
800'
~
0 800'
.
a:::
0 I
~ w
m
0 ~ ct:
0 :.':?
\
/
SAN BERNARDINO COUNTY ---------------------------- !.:r---;.;.=:.:.:.::== '-/-,::;:~ _____ 7 ____ -~ _ _ _ _ ~ __ J RIVERSIDE COUNTY '. RNER$!,
• ' 0 ,,, •;, '-:i
,-'
•
LPJ(£
C
,MATHEWS "'-..✓,;>

PROJECT
AREA
E:XPl/l',
SAN

JACINTO
s
,,....______., 19
-------'1-+--t---~
7ll,
r-··=t LAKE
bw~-SKINNER

VICINITY MAP
NTS

GENERAL NOTES
HEMET~

RESEF(IIO/R
-------
N
., ______ 1.--·Al.:L STATIONING REFERS TO CENTERLINE OF CONSTRUCTION.

2. ALL CHANNEL/STORM DRAIN REFERENCES AND CROSS SECTIONS ARE TAKEN LOOKING DOWNSTREAM.

J. TOPOGRAPHY BY DIGIT AL PHOTOGRAMMETRIC METHODS. AERIAL

PHOTOGRAPHS TAKEN AT AN ALTITUDE NOT TO EXCEED A FL YING HEIGHT TO CONTOUR INTERVAL RATIO OF 1800. PHOTOGRAPHY
DATED 1-18-95. THE EXISITING TOPOGRAPHY MAY BE DIFFERENT THAN AS SHOWN ON THE DRAWINGS.

4. THE VERTICAL DATUM IS DERIVED FROM NAVD 88.

THE HORIZONTAL DATUM IS DERIVED FROM NAD 83.

5. STANDARD DRAWINGS CALLED FOR ON THE PLAN 8c PROFILE SHALL CONFORM TO R.C.F.C. 8c W.C.D. STD. DRAWINGS, OR CAL TRANS/CITY/ COUNTY STANDARD PLANS.

6. ELEVATIONS AND LOCATIONS OF UTILITIES WERE OBTAINED FROM AVAILABLE INFORMATION AND ARE SHOWN APPROXlMAT,EL Y ON THESE PLANS. 48 HOURS BEFORE EXCAVATION CALL UNDERGROUND SERVICE ALERT AT 1-800-227-2600. ALL UTILITIES SHALL BE PROTECTED IN PLACE EXCEPT AS NOTED ON PLANS AND SPECIFICATIONS ..

7. THE CONTRACTOR IS REQUIRED TO CONT ACT ALL UTILITY AGENCIES

REGARDING TEMPORARY SUPPORT AND SHORING REQUIREMENTS FOR THE VARIOUS UTILITY LINES SHOWN ON THESE PLANS. :

8. ALL OPENINGS RESULTING FROM CUTTING OR PARTIAL REMOVAL OF EXIST. CULVERTS, PIPES, OR SIMILAR STRUCTURES TO BE ABANDONED, SHALL BE SEALED AT BOTH ENDS WITH 6" MIN. CLASS 118 11 CONCRETE.

9. STREET RECONSTRUCTION SHALL BE 0.40' TYPE 'B1 ASPHALT CONCRETE OVER COMPACTED NATIVE MATERIAL.

10. ALL RECONSTRUCTION, RESURFACING AND PAVEMENT DELINEATION, CURBS, SIDEWALKS AND OTHER IMPROVEMENTS ARE TO BE RECONSTRUCTED IN KIND AT THE SAME LOCATIONS AND ELEVATIONS AS THE EXISTING IMPROVEMENTS, UNLESS OTHERWISE NOTED.

11. S INDICATES APPROX. SOIL BORING LOCATION PER SOILS REPORT DATED 03/10/97.

12. FOR COMPLETE RIGHT-OF-WAY AND TEMPORARY EASEMENT REFER TO DRAWING No. 4-736T.

DISTRICT
INDEX
SHEET NO.:

TITLE SHEET
PLAN 8c PROFILE

CONNECTOR PIPE AND MISCELLANEOUS DETAILS
TRAFFIC CONTROL PLAN·
R.C.F .C. 8c W .C.D. STANDARD DRAWINGS
CB 107 INLET TYPE IX
JS229 JUNCTION STRUCTURE NO. 4
MH252 MANHOLE NO. 2
MH255 MANHOLE FRAME Ile COVER NON-ROCKING
MH257 MANHOLE SHAFT FOR CAST PIPE
MH259 STANDARD DROP STEP
M803 CONCRETE COLLAR
M814 ABBREVIATIONS AND SYMBOLS
M815 BEDDING AND PAY LINES
M816 CONCRETE BULKHEAD
1 2-11
12 13
14 15
16 17
18 19
20 21
22 23

CITY OF MORENO VALLEY STANDARD DRAWINGS
NO.420 TRAFFIC INDUCTION LOOPS 24

EMWD STANDARD DRAWINGS
SB-157 PIPE ZONE BEDDING FOR SEWER 25
SB-158 TRENCH BACKFILL FOR SEWER PIPE 26
SB-159 CLASSIFICATION OF PIPE ZONE BEDDING FOR SEWER PIPE 27 /AS BUILT

13. TEMPORARY ASPHALT CONCRETE, 3 INCHES THICK, SHALL BE PLACED AND MAINTAINED WHENEVER EXCAVATION IS MADE THROUGH PAVEMENT.

No.35332
xp. 9-30-9 No.22035
xp. 9-30-0 APPROVEOB~--
DATE ;./2#-z

CITY OF MORENO VALLEY

CITY ENGINEER
Don't Dig ... Until You Call U.S.A. Toll Free BENCH MARK 1·800·227-2600 RIV. CO. B.M. M-4O-4 (RESET 1976>

REVISIONS
for tho locotion
of buried
utility lines.

BRASS DISK IN CONCRETE POST DESIGNED BY: E. RUSSELL
STAMPED M-4O-4 AT THE

RIVERSIDE COUNTY FLOOD CONTROL
AND

WATER CONSERVATION DISTRICT
RECOMMENDED FOR APPROVAL BY:

Don't disrupt
vital s~rvlces. SOUTHEAST CORNER OF NASON ST . .-----t------------.--t----a..o_R"-_W_N_B_Y,_...:.:.M:.:... . ..:.-U:_PT.:....O::..:N..:__--1 --;c;:::::((#..~~~~~~= AND ALLESSANDRO BLVD. t---+-------------+--t---1DATE DRAWN• AUGUST 1998 DES E.Na.35332 ~-~~;;;;;;;;;;;;;~~ DATE: ~U~lfQ
TWO WORKING DAYS BEFOllE YOU DlG ELEV.-1590.938 REF. DESCRIPTION APPR. DATE CHECKED BY•

MORENO MDP LINE I
"'\.

STAGE 2

TITLE SHEET
PROJECT NO.
4-0-0762
DRAWING NO.
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NOTES
-
SECTION AT ST A 70+00
10' 0 10'
~ g'--__ _,j
CONSTRUCT MANHOLE N0.2 PER STD.MH252.

REMOVE EXISTING TRANSITION STRUCTURE, 108" CMP,
CONCRETE INLET AND CHANNEL.

FILL DITCH AND GRADE AS DIRECTED BY THE ENGINEER.

REMOVE EXISTING GUARD RAIL
PROTECT POWER POLE IN PLACE.

REMOVE AND REPLACE EXISTING 1.5" CONDUIT AND DLC FOR
TRAFFIC SIGNAL. OK -ro LE.AV€ ovr f.'€~ ~IT'( nent>
INST ALL 36" RCP AND TYPE IX INLET PER DETAIL SHEET 12

GRADE TO DRAIN
AS SUilT
APPROVED BY:~-
DATE ..c../4~/4 1 7
-·· 1
PROJECT NO_
L..

RIVERSIDE COUNTY FLOOD CONTROL
AND
WATER CONSERVATION DISTRICT MORENO MDP LINE I 4-0-0762
1 20'
Zl
0 20'
I
RECOMMENDED FOR APPROVAL BY: APPR~~;;?.~-~-~=
l---+------------+-~1---1 DATE DRAWN: AUGUST 1998 DESIGN ENGINEER R.E. No. 35332 CHIEF ENGINEER R.1'NO. 22035 k-,,-,-+-------------l-__j~-1,==:-=;:---------7 DATE: OATE, f!J/ I I. IC', REr, DESCRIPTION APPR, DATE CHECKED BY:

DESIGNED BY: E. RUSSELL
DRAWN BY: M. UPTON STAGE 2
ST A. 68+ 71 TO ST A. 71+00
DRAWING NO.
4-738
SHEET NO.
2 OF 27
72+00 73+00 74+00
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BENCH MARK REVISIONS RIVERSIDE COUNTY FLOOD CONTROL

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.I
I
l
l
I
.. ,1. o..o
l----t----l----l---!---1---1 I
I
Cl[
... 1.616.5
1 --/J;G" -AP-R"Q·~--+-----af----+-----a.J..-1
I
• ------,
I
I
160 , 9-5 .f----1---+---1----1---l---l--l
. .. ... .. ---1---·1----1---l----1-----1----i+--I
I
I
I
r
I
I
---1
· · ..... ·---t--t---1--+---+---+----+---+---+---l---l---l---l---l---i---l---l---+---+---+----l----l----l----l---~---l--'--I- ·l:EV "R"
I
• I I- . ----- (/)-·11----+----+----+----+------1-----1-----1-----1--_,_ _ _,_-'--<---+---1 . I 1--1 ···-··- - ···- ... _, __ ... _ .. _ .... ... -- I- • -1
E-P-
• T -- ·--+---+---+---+-----1-----1----1~--t----t----1---1---1--Gi - "

STATION PLAN LATERAL EAST OR MAINLINE

SHEET PIPE LENGTH WEST FLOW LINE
5'
-----
0 5'
81+50 2 52' EAST 1603. 0
87+45 7 541 EAST 1616.79
93+70 8 8' WEST 1628.24
94+70 8 8' WEST 1633.85
94+70 8 54' EAST 1633.85
105+95 11 B' WEST 1658.78
105+95 11 54' EAST 1658.78

CITY OF MORENO VALLEY EASTERN MUNICIPAL WATER DISTRICT BENCH MARK REVISIONS V~ .J _ B~-k etz1/'W
VICTOR J. BARRETO R.E. NO. 41759 DATE
APPROVED BY:
c~,-
DATE= 9/9/98

INITIAL DATE
APPROVALSl-=P=~~i~1~ic~\~16~~~G=-+-~---1'----1
SWR.

WTR. OPERATIONS

OPERATIONS -
ELEV. 11S11 ELEV.11R11 LATERAL
1606.95 1615.70 0.16
1620.04 1626.00 0.11
1631.49 1639.00 0.93
1637.10 1641.00 0.48
1637.10 1641.00 0.07
1662.03 1666.50 0.55
1662.03 1664.50 0,04
DESIGNED BY< E. RUSSELL
DRAWN BY: M.

E¼I
- •••••• 11 \I 'l: f( A l . s EL .· V.:: ... - I :L1l ~I'~ !- :1--t---+---+---+---+-----l-----l----t----+---l---l---i---l---l---l--l ~
No. 35332
Exp. 9-30-9

RIVERSIDE COUNTY FLOOD CONTROL
AND

WATER CONSERVATION DISTRICT
'
GO~S+ .-_n-ia. _ _,,,..,'1-'-1r1 ~~
AS BUiLT
APPROVEDBV:~~~~==---
DATE._.."r-'~.------
PROJECT NO.

MORENO MDP LINE I 4-0-0762
DRAWING NO.

STAGE 2 4-738
SHEET NO.

CONNECTOR PIPE AND MISC. DETAILS 12 OF 27
00 ....
(.)
' ,t -r
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0 -r I
0 0
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<O
t')
(.)
-r
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IO
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0 • 0
0 l"l• C'-1 (,) i..
1•1· C13
0 ~ lrJ
- - . ' - • ~ .
~ ~ w
> <( C9A C36
0 L
0 0
C13 s:
-r z
0 II0
0 I ~ I")
(,)
' t
i..
<(
O>
0 I
i.. 00
....
u
I
NTS
LEGEND
~ CONSTRUCTION SIGNS
- '
' . • I C18 ., . w
~ -r w > i..
<( ~ C13
~C13
I
C1B i.. -r I C13
.
w
>
<( ~C18
I
~ FLAGGER
+-+ TYPE Ill BARRICADE
'
• CONE OR DEUNEATOR
-+ DIRECTION OF TRAVEL
+- NASON ST. +- ~ CONSTRUCTION AREA
- - - - - - - - - - - - - - -
I -+ -+ I
EEB <CMS> CHANGEABLE MESSAGE SIGN
0 C18~ Cl c::: . . Cl . I- w 0
z I- 0 ~ 0
<( en s:
(/) I z Cl z <(
~ (/) w w C13 0 w N i.. ~ i.. _a. I-
...J CD -r i.. I- <( z
w C18 ~ C18 C18
c::: 0 C18
...J <( 0
. <(
C13~ ...J w lL <(
Cl 0
<( 0 C::: I 0 0 s: C13
w ~ i..
z -r C18
>
C9A FLAGGER (SYMBOL)
C13 END CONSTRUCTION
C18 ROAD CONSTRUCTION AHEAD
C30 LANE CLOSED
C36 PREPARE TO STOP
...J
C17 25MPH SPEED LIMIT

TYPICAL ADVANCE SIGNING
C36 C9A
~ ~
200' 5001 500' 500' u,
"-"'-"'-"'-"'-"'-"'-"'-"'-"'-"'-''<'" """-; - C 17 , 1 • • I ~ 1.

GENERAL NOTES
NASON ST. _ '--'--'--" '--~""" '--'--"" '--'-- -=- - - - - -=- - - =-1-C:5§-=--r ~C9A ~ C18 t±I -----------------..----+,"":,,,,·"~"~-~"·":,,,,"~-"~-~"-""'·".:s."~-~ • """·"+=h-~·c"":;-;:o,.---..:-----+---..:__------'-------'--- THESE ARE MINIMUM TRAFFIC CONTROL REQUIREMENTS. ADDITIONAL

MEASURES SHALL BE TAKEN TO ENSURE PUBLIC SAFETY AND TRAFFIC FLOW IF DEEMED NECESSARY BY THE ENGINEER.
0 0
LO
0 0
ll')
0 0
LO
- - •
--N-A_s_o~ _s_r_.__ • • • • • • .- • • • ~ fll!I • • • • -••t--■•---- - ---- --- +- •
.,. • - • • • • . -• - 2 . ALL SIGNING, STRIPING, PAVEMENT MARKINGS, BARRICADES AND

OTHER TRAFFIC CONTROL MEASURES USED ON THE CONSTRUCTION SITE SHALL BE IN COMPLIANCE WITH CAL-TRANS 11MANUAL ON
TRAFFIC CONTROLS, 1990", "UNIFORM SIGN CHART, 1990" AND WITH ALL OTHER APPLICABLE FEDERAL, ST ATE, AND LOCAL LAWS.
...

C18~ C9A~
500' 500'

TYPICAL LANE CLOSURE
AT COTTONWOOD AVE.

CITY OF MORENO VALLEY Don't Dig ... Until You Call U.S.A. Toll Free BENCH MARK 1-800-227-2600

CITY ENGINEER
DATE: 'i/9/98
~
Bllil~ for tho location
OIIB\•~ of burled
=~· utility linos,
- / ) Don•t dl•rupt
_J vital servlc.~s.
-----~'!';-.-~
TY/0 YIORKING D~YS B~FORE YOU DIG
C17 L.

C36 I"
500'
' ... ... ...
200' j

TYPICAL LANE CLOSURE

3. 4.

5. 6.

ALL SIGNS, ROADSIDE MARKERS, ELECTROLIERS, ETC., SHALL BE

PROTECTED AND/OR REPLACED IN KIND ACCORDING TO THE CURRENT STATE STANDARD PLANS AND THE CURRENT TRAFFIC MANUAL.

ALL ADVANCE WARNING SIGNS USED DURING THE HOURS OF DARKNESS SHALL BE ILLUMINATED OR REFLECTORIZED.

ALL WORK SHALL BE PERFORMED BETWEEN THE HOURS STATED IN THE ENCROACHMENT PERMIT. ALL TRENCHES SHALL BE BACKFILLED AT

THE END OF EACH WORK DAY AND THE STREET OPENED TO TRAFFIC FOR BOTH DIRECTIONS DURING HOURS OF DARKNESS.

THROUGHOUT EACH WORK PERIOD, CONTRACTOR SHALL INSPECT
TRAFFIC CONTROL (SIGNS, BARRICADES, AND DELINEATORS> AND MAINTAIN SAME IN ACCORDANCE WITH TRAFFIC CONTROL PLANS.

7. ALL FLAGGERS SHALL BE TRAINED AND THEIR SOLE DUTY SHALL BE TRAFFIC CONTROL. ALL FLAGGERS SHALL COMMUNICATE WITH EACH OTHER BY RADIO. ALL FLAGGERS SHALL WEAR REFLECTIVE GEAR.

8. CONTRACTOR SHALL MAINTAIN A 12' MINIMUM LANE WIDTH AT ALL TIMES.

9. ACCESS TO PRIVATE PROPERTY SHALL BE MAINTAINED AT ALL TIMES.

10. THERE SHALL BE A MINIMUM DISTANCE OF 5' BETWEEN ANY OPEN TRENCH AND THE NEAREST TRAFFIC LANE.

REVISIONS RIVERSIDE COUNTY FLOOD CONTROL

AND MORENO MDP LINE I
STAGE 2
PROJECT NO.

WATER 4-0-0762 CONSERVATION DISTRICT

TRAFFIC CONTROL PLAN
1--+.---------,-----1--+---loESIGNED BY: E. RUSSELL RECOMMENDED FOR AP~VAL BY:
1--1------------+--1--t-D-RA_w_w_e_v•--M-. ".'"'.u=-pr=-o-=--N-:------1 ~ ,/_ 'l/ / / ·· l---+-------------+-+-----1 DATE DRAWN• ,A., 11 • [ 4''f a DE:,r1GN ENGINEER R.E. No. 35332 l--,,.+-----==-------J.--l-----f.:;;::;;:~~-~t"7:;;-'-i.=...7 DATE: f/4e REF. DESCRIPTION APPR. DATE CHECKED BY: ~ f<o11o .,_ APPRO\~Y:
. ~,. .. •
CHIEF ENGINEER ( ~~O. 22035
DATE: ~ /14 Af}
DRAWING NO.
4-738
SHEET NO.
13 OF 27
0 -
1 DRACAEA A \IENUE
PARK
RIVERSIDE COUNTY FLOOD CONTROL AND WATER CONSERVATION IDISTRICT R.C.F.C. & W.C.D. STANDARD DRAVVINGS JS 227
MH 251
JUNCTION STRUCTURE No. 2
MANHOLE No. 1
H.T.8.

SCHOOL

COTTONWOOD A VENUE
t:;
I!
Vl
8L\lll
MDI' 010 = 65 CFS
PROP. Q100 = 54 CFS

GENERAL NOTES

1. THE CONTRACTOR SHALL CONSTRUCT THE FLOOD CON1ROL IMPROVEMENTS SHOWN ON THE DRAWINGS IN CONFORMANCE WITH THE , REQUIREMENTS OF THE RIVERSIDE COUNTY FLOOD CONTROL AND WATER CONSERVATION DISTRICT'S M.O.U. STANDARD SPECIFICATIONS ~A TED SEPTEMBER, 1984 AND DESIGN MANUAL STANDARD DRAWINGS DATED APRIL, 2004.

2. AN ENCROACHMENT PERMIT MAY BE REQUIRED FROM RIVERSIDE COUNTY FLOOD CONTROL CONTACT ED LOTZ AT (951) 955-1266. AFTER THE PERMIT IS ISSUED, THE DISTRICT MUST BE NOTIFIED ONE WEEK PRIOR TO CONSTRUCTION. '
• MH 254
TS 303
M 803
M 804
M 821
MANHOLE No. 4
TRANSITION STRUCTURE No. 3

CONCRETE COLLAR

TIMBER BULKHEAD

REINFORCED CONCRETE PIPE ANCHOR

STORM DRAIN CONSTRUCTION NOTES AND QUANTITIES ESTIMATES (D CONSTRUCT 78" RCP OR 84" CIPP ALTERNATE*----------- 60 @ CONSTRUCT 72" RCP OR 78" CIPP AL TERNA TE * _________ _ 560 LF
LF
• _,,,,,.- ~'}.co,., ,:,,i>i.i,'" ·:::Y,?"•' ~,;•. ,,,,-,-,".·,,;,-· ,,,=·,,,:<.- Jc, 3. CONSTRUCTION INSPECTION WILL BE PERFORMED BY RIVERSIDE COUNTY FLOOD CONTROL. CONTACT DALE ANDERSON AT (951) 955-1*88 . @ CONSTRUCT 72" RCP OR 78" RCP AL TERNA TE IF 78" CIPP IS USED UPSTREAM * _ @ CONSTRUCT 66" RCP OR 72" CIPP ALTERNATE*---~-~-----
@ CONSTRUCT 66" RCP OR 72" RCP AL TERNA TE IF 72" CIPP lS ustD UPSTREAM * _ @ CONSTRUCT 60" RCP *
755 LF

VICINITY MAP
N.T.S.
130 131 132 "m- -~_:_ 1;;,__ 138
THE DISTRICT MUST BE NOTIFIED 20 DAYS PRIOR TO CONSTRUCTION. 730 LF I I
' <!.'2 41 40

LINE J-
""
1-"'
w w ,,
oi
I
LINE J-3
MOP 010 = 40 CFS
PROP. 0100 = ffll CFS
LINE J
LINE J-5
MllP 010 = 65 CFS
l'Rfll'. 0100 = 49 CFS
~-· ..'.>·~ .,• .• ,.,_
. ,c •
. " ..

INDEX MAP

UNDERGROLJND SERVICE ALERT
CALL. TOLL FREE: (800) 422-4133
0 lWO WORKING
~ DAYS 6EFORE YOU OJG
N.T.S.

BENCHMARK: ELEV. 606.913
RIVERSIDE COUNTY, M .. t.
34-1-64, BRASS DISK IN 101'
OF CONC. POST AT ffiE S.E.

CORNER OF INT. OF ORANGE
ST. AND SUMNER AVE. 2.5' W.

OF P.P. 1375282 MARKED M.L
34-1, DATE 5-71.

INDEX SHEET No.

TITLE SHEET ---~---------1
LINE J PLAN AND PROFILIE 2 - 6
LINE J-5 PLAN AND PROFILE 7
UN[ J-6 PLAN AND PROFILE 8
LINE J-3 PLAN AND PROFILE 9 - 10
LINE J-4 PLAN AND PROFl'...E 11 - 12
LINE J-2 AND PROFILE 13 - 14
LINE J-4A & J-4E PLAN AND PROA!£ 15

LATERALS
J-48, J-4C, J-4D, J-4F, J-1:, 4~J;), J-C,
J-4E-2, J-4E-1, J-3A, J-3B, J2 5D,
J-3E, J-3F, J-31, J-3H, J-4A-,:2;;"\J--4A-1 ___ 16

LATERALS
J-F, J-2A, J-2F, J-28, J-2D, J-4G,
J-5B, J-6B, J-6A1, J-6A2 ________ 17
LATERAL J-8 18 -19
LATERAL J-8, J-B1, & J-B2 19
LATERAL J-B-3, J-B-4, & J-B-4A 20
LATERAL J-B-5, J-B-5A, J-B-6, & J-8-7 21
LATERAL J-C, & J-C-1 22
LATERAL J-3G, & J-3C 23
LATERAL J-3C-1, & J-3C-2 24

REVISIONS
MARK DA 1E IN111Al 0£SCRIP110N
,..,_
ofESSJ
~
NO. 43886. i
P. 6-30-05 :'

4. ALL STATIONING REFERS TO CENTERLINE OF CONSTRUCTION 16NLESS OTHERWISE NOTED.

5. STATIONING FOR LATERALS AND CONNECTOR PIPE REFER TO THE CENTERLINE INTERSECTION STATIONS.

6. FORTY~EIGHT HOURS BEFORE EXCAVATION, CALL UNDERGROUND SERVICE ALERT AT 1-800-422-4133. 7 .• ALL ELEVATIONS SHOWN ARE IN FEET AND DECIMALS lHEREOF BASED ON U.S.C. & G.S. DATUM.

8. ALL CROSS SECTIONS ARE TAKEN LOOKING DOWNSTREAM.

9. ELEVATIONS OF UTILITIES ARE APPROXIMATE UNLESS OTHERWISE NOTED. ' 10. OPENINGS RESULTING FROM THE CUTTING OR PARTIAL REMOVAL OF EXISTING CULVERTS, PIPES OR SIMILAR STRUCTURES TO BE ABANQONED SHALL BE SEALED WITH 6" OF CLASS "B" CONCRETE.

11. PIPE CONNECTED TO THE MAINLINE PIPE SHALL CONFORM TO JUNCTION STRUCTURE NO. 4 (JS 229) UNLESS OTHERWISE NOTED.

12. PIPE BEDDING SHALL CONFORM TO RCFC&WCD STD. DWG. NO. M815, EXCEPT FOR COVER<2 FEET.

FOR COVER <2 FEET, CONCRETE SLURRY (2000 PSl-2 SACK) SHALL BE USED.

THE ENTIRE TRENCH SHALL BE SLURRY EXTENDING 4 INCHES MINIMUM AND 12 INCHES MA.XIMUM ABOVE THE TOP OF THE PIPE.

13. BH-1 INDICATES SOIL BORING LOCATIONS BASED ON THE SOILS REPORT DATED 8/4/2003. LOCATIONS SHOWN ARE APPROXIMATE.

14. "V" IS THE DEPTH OF CATCH BASINS MEASURED FROM THE TOP OF CURB TO INVERT OF CONNECTOR PIPE.

15. CATCH BASINS SHALL BE LOCATED SO THAT LOCAL DEPRESSION SHALL BEGIN AT EXISTING CURB RETURN JOINT, UNLESS OTHERWISE SPECIFIED.

16. ALL CURBS, GUTTERS, SIDEWALKS, DRIVEWAYS AND OTHER EXISTING IMPROVEMENTS TO BE RECONSTRUCTED IN KIND AND AT THE SA~£ ELEVATION AND LOCATION AS THE EXISTING IMPROVEMENTS UNLESS OTHERWISE NOTED. . I

17. STANDl\,RD DRAWINGS CALLED FOR ON THE PLAN AND PROFILE SHALL CONFORM TO DISTRICT STANDARD DRAWINGS UNLESS NOTED OTr!ERWISE. '

18. THE CONTRACTOR IS REQUIRED TO CALL All UTILITY AGENCIES REGARDING TEMPORARY SHORING AND SUPPORT REQUIRMENTS FOR TH1E VARIOUS UTILITY LINES SHOWN ON THESE PLANS.

19. DURING ROUGH GRADING OPERATIONS AND PRIOR TO CONSTRUCTION OF PERMANENT DRAINAGE STRUCTURES, TEMPORARY DRAINAGE CONTROL SHOULD BE PROVIDED TO PREVENT PONDING WATER AND DAMAGE TO ADJACENT PROPERTIES.

20. APPROVAL OF THESE PLANS BY THE RIVERSIDE COUNTY FLOOD CONTROL AND WATER CONSERVATION DISTRICT DOES NOT RELIEVE THE DEVELOPER'S ENGINEER OF RESPONSIBILITY FOR THE ENGINEERING DESIGN. IF FIELD CHANGES ARE REQUIRED, IT WILL BE THE ' RESPONSIBILITY OF THE DESIGN ENGINEER TO MAKE THE NECESSARY CORRECTIONS. ' 21. THE CONTRACTOR OR DEVELOPER SHALL SECURE ALL REQUIRED ENCROACHMENT AND/OR STATE AND FEDERAL REGULATORY PERMITS /PRIOR ,._ TO THE COMMENCEMENT OF ANY WORK. ,

PRIVATE ENGINEER'S NOTICE
THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITIES OR STRUCTURES SHOWN ON THESE PLANS ARE OBTAINED BY SEARCH OF! AVAILABLE RECORDS. TO THE BEST OF OUR KNOWLEDGE, THERE ARE NO EXISTING UTILITIES EXCEPT THOSE SHOWN ON THESE PLANS. T~E

CONTRACTOR IS REQUIRED TO TAKE ALL PRECAUTIONARY MEASURES TO PROTECT THE UTILITIES SHOWN, AND ANY OTHER LINE OR STRUCWRES NOT SHOWN ON THESE PLANS, AND IS RESPONSIBLE FOR lHE PROTECTION OF, AND ANY DAMAGE TO THESE LINES OR STRUCTURES.

CONTRACTOR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF :

CONSTRUCTION OF THIS PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS; AND THAT THE CONTRACTOR SHALL DEFEND, INDEMNIFY AND HOLD THE OWNER ANb THE ENGINEER HARMLESS FROM ANY OF A1_L LIABILITY, REAL OR ALLEGED, IN CONNECTI.ON WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING FOR LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF THE OWNER OR THE ENGINEER.

CAUTION: THE ENGINEER PREPARING THESE PLANS WILL NOT BE RESPONSIBLE FOR, OR LIABLE FOR, UNAUTHORIZED CHANGES TO OR USE:S OF THESE PLANS. ALL CHANGES TO THE PLANS MUST BE IN WRITING AND MUST BE APPROVED BY THE PREPARER OF THESE PLANS.

TOWNSHIP 2 SOUTH, RANGE 7 WEST, SECTION 23
@ CONSTRUCT 60" RCP. OR 60" CIPP ALTERNATE* __________ _ @ CONSTRUCT 48" RCP OR 54" CIPP AL TERNA TE *----------- @ CONSTRUCT 48" RCP *
@ CONSTRUCT 36" RCP OR CIPP AL TERNA TE * --------'----- Q) CONSTRUCT MANHOLE No. 1 PER R.C.F.C.D. STD. MH 251. _______ _ @ CONSTRUCT MANHOLE No. 4 PER R.C.F.C.D. SID. MH 254 _______ _ @ CONSTRUCT JUNCTION STRUCTURE No. 2 PER R.C.F.C.D. STD. JS 227 ___ _ @) CONSTRUCT TRANSITION STRUCTURE NO. 3 PER R.C.F.C.D. STD. TS 303. __ _ @ INSTALL 6' CHAIN LINK FENCE & DOUBLE DRIVE GATE _______ _ PER R.C.F.C.D. STD. M 801.
@ CONSTRUCT CONC. COLLAR PER R.C.F.C.D. STD. M 803.
@ CONSTRUCT CONCRETE BULKHEAD PER R.C.F.C.D. STD. M 816 ______ _ @ CONSTRUCT 24" RCP *------------------
@ CONSTRUCT CALTRANS HEADWALL PER STD. PLAN D-90 WITH 6" ----~ CONCRETE APRON WITH N0.4 BARS @ 12" O.C. AND 4' CUTOFF
WALL WITH N0.4 BARS @ 18" O.C. MAX. (ALSO SEE SHEET 2). @ CONSTUCT 1/4-TON GROUTED RIP-RAP. ___________ _
@ GRADE EARTHEN CHANNEL TO DAYLIGHT. _____________ _
@) CONSTRUCT JUNCTION STRUCTURE No. 4 PER R.C.F.C.D. STD. JS 229 ___ _ @ CONSTRUCT CURB INLET CATCH BASIN PER R.C.F.C.D STD. CB 100 AND LOCAL DEPRESSION NO. 2 PER R.C.F.C.D STD. LD 201 (CASE C UNLIESS SHOWN ON PLAN), SEE PLAN FOR V & W.
@) INSTALL CHAIN LINK. FENCE PER R.C.F.C.D. STD. M801 ________ _ @ INSTALL BARRICADE PER R.C.F.C.D. STD. M809 ____ .c.__ _____ _ @ CONSTRUCT CONCRETE DROP INLET PER R.C.F.C.D. STD. 110 ______ _ @) INSTALL TRASH RACK PER AMERICAN PUBLIC WORKS ASSOCIATION ____ _ (APWA) - SOUTHERN CALIFORNIA CHAPTER STANDARD PLAN 361-0. @ CONSTRUCT 30" RCP * ------------------ @ CONSTRUCT MANHOLE No. 2 PER R.C.F.C.O. STO. MH 252. ______ _ @ CONSTRUCT 18" RCP CL IV
@) CONSTRUCT GRATING CATCH BASJN PER APWA STAKOARD PLAN 304-1 AND LOCAL DEPRESSJON NO. 2 PER R.C.F.C.0 STD. LD 201
@) CONSTRUCT CONCRETE DROP INLET PER R.C.F.c.o. SID. ca 110 _____ _ * D-LOAD PER PROFILE

CAST-IN-PLACE PIPE REQUIREMENTS
560
835
400
2,445
540
2,367
0 18
8 12
200
1 3
2,133
2 40
550
3 43
100
1 2
2 1,235
2 40
1 1

1. FOR QUALITY CONTROL DIJRING PLACEMENT. EMPLOY AN EXPERIENCED R.C.E. OR TECHNICIAN HAVING SUITABLE C.1.P.P. EXPERIENCE. •
LF
LF
LF
LF
LF
LF
EA
EA
EA
EA
LF
EA
EA
LF
EA
TON
LF
EA
EA
LF
EA
EA
EA
LF
EA
lF
EA
EA

2. CONTROL CONCRETE BY MEANS OF 6" X 12" TEST CYUNDERS - MlNIMUM OR 1 SET OF FOUR (4) CYLINDERS/100 C.Y. AND NOT LESS THAN TWO (2) SETS OF CYLINDERS PER EACH DA Y'S POUR.

3. SUPPL YING BATCH PLANT SHALL BE INSPECTED AT THE START OF

AND NOT LESS THAN ONCE EACH WEEK THEREAFTER TO OBSERVE PLANT OPERATIONS, BATCH WEJGHTS AND OTHER CONCRETE CONTROL MEASURES:

4. CONCRETE MIXES SHALL NOT HAVE LESS THAN SIX (6) SACKS OF CEMENT /CU. YD. MINIMUM COMPRESS! VE STREGTH OF CONCRETE SHALL BE Fc=4,000 psi AT 28 DAY'S

5. CONCRETE MIX DESIGNS SHALL BE SUBMITTED BY CONTRACTOR FOR PRIOR TO START OF CONSTRUCTION.

6. IF AND WHEN FLOW VELOCITY EXCEEDS 10 F.P.S. BUT. NOT MORE THAN 20 F.P.S.

A 140' SEGMENT OF THE C.1.P.P. INVERT SHALL BE. THICKENED 2 INCHES IN WALL THICKNESS AS "SACRIFICIAL CONCRETE" TO RESlST ABRASION.

7. MAXIMUM PERMISSIBLE CONCRETE SLUMP SHALL BE 2-1 /2", 1-1 /2" MIN. TO 2-1 /2 MAX.

8. CONTRACTOR SHALL ALLOW INSPECTOR INTO PIPE WHILE UNDER CONSTRUCTION & "ROD" FOR WALL THICKNESS AT A MIN. OF 25 C.Y. OF THE POUR. f ,,.,

9. AT THE END OF ALL POURS AND .AT THE EI\ID · OF EACH WORKING DAY THE ¥;Ji CONTRACTOR SHALL INSTALL #4 DOWELS 24" LONG 12" INTO THE LAST POUR AT 1211 '; ,1 CENTERS AROUND THE CfRCUMFERENCE OF CAST-IN-PLACE PIPE:

10. JUNCTION STRUCTURES SHOWN ON THE PLANS ARE FOR REINFOR~il, ~~·. • ":r<.' PIPE. THE FOLLOWiNG SUBSTITUTIONS SHALL BE MA .. DE FOR JUNCTION·· <;,--1'1,= =·~ .·· •~· . FOR USE WI TH CAST-IN-PLACE PIPE: . a . _:s:.:- ~ 5/ • A JUNCTION STRUCTURE NO. 2 (J.S. 227) SHALL BE REPLACED WITH, Aoy. / ::': -·z 5 - I I .... TRANSITIOt>I STRUCTURE NO. 3 (T.S.303). L ate:_.....,,~ • UWJ,)
· PHB & ASSOCIATES, INC. PREPARED UNDER CITY OF MORENO VALLEY Rl\'£RSIDE !COUNTY FlOOI) CONTROL

MORENO MASTER DRAINAGE PLAN
LINE J, STAGE 1; LINE J-2;
LINE J-3; LINE J-4; LlNE J-5;
& LINE J~6
PROJECT No.

CML ENGINEERING ·SURVEYING· LAND PLANNING
l I: >
1620 SOUTH GRAND AVENUE
GLENDORA CALIFORNIA 91740
(626) 914-6256/FAX (626) 914-5756
THE SUPERVISION OF:

I ~2-_
DAlE 5-2(,, ·0:5
Al'PRO\IEO BY: &..,._ ~llM"',a.
tC.E· 6"..ti+,S
~- ,._!'' \ o'
TRENT D. GIN£ER
R.C.E. No. 20517 (EXP. OS/30/2005)
DATE .ti' II •Y
ANO
WATER eoNSERVATION
~~------

DISTRICT
..... :vJL Rro:JMMENOED FOR • APPROVAL B'f:

PLANNING ENGINEER
DATE ,5-/"/'-(?J
A5 ID 4113
4-0-0776-01
DRAWING No.
4-858
SHEET No.
1 OF 27
I
I
I
I
I
I
I
I
I
I
i
I
i
I
. '

UNDERGROUND SERVICE ALERT
CALL TOLL FREE: (800) 422-4133
TWO WORl<ING DAYS BEFORE YOU DIG
BENCHMARK: ELEV. 606.913
RIVERSIDE COUNTY, M.L.
34-l-64, BRASS otSK tN TOP
OF CONC. POST AT THE S.E. •
CORNER OF INT. OF ORANGE
ST. AND SUMNER AVE. 2. 5' W. OF P .P. f/375282 MARKED M.L. 34-1, DATE 5-71.

REVISIONS
MARK DATE INll!AL DESCRIPTION
36+00
I ' ' ~,•,~,~r•o~ , N+•• •+•••+•••+•••4•• O +••• +••+cc•,C••••, ' ' '""''·'~ {•·"'~' , .. '
; ' ' I
' " '''.; -, . ';'"' ""' '"}"""'' ''~'"
'•" 3"'•1"•,'!f-'••F••'•L•-i• •+••••;••~•u1-• ' ~tmoc s· F••/• ••• + ' ' ,, ,,j,,,, ,/, (,,,..(,,,, ' ' ' l
~ ~ 1 1
STA. 35+35.46 LINE J-4,;i "· 1 '·, _ I: ', ~ I 8 STA. 09+84.90 LAT. J"4E .

C/L MH 1J4
A=45', 8=36•, C=1, D=48"
- ~ -- I : I w
z;::
-...J 1-
I w
Ow
f-- ::r:
<C Cf)
~
N
n N
n
< I
_,,,..,"'.., . ' I
u----+--' I _ l ·-~
. ,,,
STA. 36+01.17 LINE J-4=
STA. oo+oo.oo LAT. J-4F 1
C/L J.S. #4
A=45•, 8=24", C=6', D=48"
SHEET 16
STA. 36-i-t'h17 ·· ..

C/L CB (127-6 19
W=14', V=7.65'
38+00
;, ;·'
-~ ,"(
-. -' , ..
39+00
@STA. 0+56.56 LAT. J-4G

END PIPE
SEE SHEET 17
"'? / ' . ' , , ,_,
······· ··•''
STA. 39+40.00 LINE J- •
8 STA. Oo+00.00 LAT. J-4G
STA. 0+22.63 LAT. J-4F

END PIPE PLAN
C M.H. /14
A=45', B=24", C=7', D=48"
• <C
f--
(f)
_C':'r--::S'=T A.-"--=3.::.5+..;:7c:c2'c-. 7=--1 -=-BA"'Y=A""V="E=--. ~,..., SEE SHEET 16 C STA. 10+00.00 SAPPHIRE WAY
NO. 43886 "'
EXP, 6-J0-05 :

APP'D
PHB & ASSOCIATES, INC.
40'

PREPARED UNDER
THE SUPERVISION OF:

NOTE TO CONTRACTOR

WHEN USING CIPP AS AN ALTERNATE TO RCP,
THE CONTRACTOR SHALL CONSTRUCT TS NO. 3
IN PLACE OF JS N0.2 WHERE APPLICABLE.

CITY OF MORENO VALLEY
"TEMPORARY INLET
STA. 39+60.97 UNEl J"4
END PIPE , .

RIVERSIDE COUNTY FLOOD CONTROL
. AND
R/W

INFORMATIONAL NOTE
ALL X-SEC1'10NS TAKEN

LOOKING DOWN STREAM
~ BAY AVENUE
TYPICAL FROM STA 35+00 TO STA 39+60.97
PROFILE SCALE:

HORIZ: 1''=40'
VERT: 1" =4'

CONSTRUCTION NOTES
@ CONSTRUCT 48" RCP OR 54" CIPP ALTERNATE *
10'
@ CONSTRUCT MANHOLE No. 4 PER R.C.F.C.D. STD. MH 254
@ CONSTRUCT CONCRETE BULKHEAD PER R.C.F.C.D. STD. M 816 @ CONSTRUCT 24" RCP *
@ CONSTRUCT JUNCTION STRUClURE No. 4 PER R.C.F.C.D. STD. JS 229 @ CONSTRUCT CURB INLET CATCH BASIN PER R.C.F.C.D STD. CB 100 AND LOCAL DEPRESSION NO .. 2 PER R.C.F.C,D STD. lD 201 {CASE C UNLESS SHOWN ON PLAN), SEE PLAN FOR V &: W.
@ CONSTRUCT CONCRETE DROP INLET PER R.C.F,C.D. STD. 110 * D-LOAD PER PROFILE

NOTE TO CONTRACTOR
WHEN USING ClPP AS AN ALTERNATE TO RCP,
THE CONTRACTOR SHALL CONSTRUCT rs NO, 3
IN PLACE Of JS N0.2 WHERE APPLICABLE.

DJMENSIM Of L)'NQ::J GIP CONCf!m PIPE
NOMlNAL OUlER 'fflOTH OF t-l()MtNAt SIDEWALL
DIAMETER DIAMETER PIPE/lRENCH THICKNESS THICKNESS
(INTERIOR) (OEPn-1) (NOMINAL) (MINlt.tUM) (MtNlt.tUM)
TYPICAL I., 'INCH PIP£ CROSS SECTION
24" THRU 95•
D
36"
42"
48"
D'
43•
50"
58"
B
44''
51"
59"
54" 65" 66"
60" 72" 73" .
66" 79• 80"
12· 86" 87'?
t t'

3.5" 3.5"
4• 4•
5" 5•

5.5° 5.5°
6" s·

6.5" 6.5"
7c• ' 7•
84" 100" 101• 8" 8"
28-'DA Y COMPRESSIVE SlRENGTH = 5,000psi
b
PROJECT No.
4-0-0776-01 CIVIL ENGINEERING ·SURVEYING· LAND PLANNING 1----1-----+----+------t------ll I I ~ > I WATER cbNSERVATION DISTRICT ~AP::::P:::Ro=vrn~e::'!y,~:------------11--::!Rf.l_~_COM~ME~NOE::-:.~D ':'!FO:::'R~A::-:PP~RO~VAL~B~Y, ..... --r~ ~~~~---------1

MORENO MASTER DRAINAGE PLAN
LINE J-4
DRAWING No.
1620 SOUTH GRAND AVENUE
GLENDORA CALIFORNIA 91740
(626) 914-6256/FAX (626) 914-5756

J HN DIERKSEN
E 43886
DATE 5-'?~ -os·
TRENT . PULLIAM, CITY E ER
R.C.E. No. 20517 (EXP. 09/30/2005)
DA TE -,:' S' ,;'('
STA.35+00.00 TO STA.39+60.97 4-858
SHEET No.
12 OF 27
r
I
I
I
I:

I
i
~
I
i
~
i
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*
I
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262+00 263+00 264+00
-· .,, ._,_ f\ ,,,,""'"' .,.,,.,..,/
STA. 262+21.13 ALESSANDRO BL T.

StA:-83+50.36 MOR ISOM_:-:filRE
N 2317'20" E
\ 0 ---- -- ·-- ·-··\, ---- ···----H-+'t-t- --
\ \ ~ I
\ \ i
:::::.:·:c ,a,co,~>~ ' ..... ... + ·!- -- +·
U) . ' '
,.... if)
(0
STA. 261+91.57 IJNE J-6=
@ STA. 82+69.97 LINE J=
STA. 10+00.00 LINE J-5
C/L M.H. f4
AF45", 8F36',CF10',D,=72"
AF45", B,=48",c""10·,o.,. 1a·

UNDERGROUND SERVICE ALERT
CALL TOLL FREE: (800) 422-4133
TWO WOR!<ING llloYS l!Ef'ORE YOU DIG
' ·1· ·<,~ .. J>;!fii,.,r;;l' J:t -~- -, '~ " 1/!~ • :,·: .. ---- ~ -~..1..f- ~ ,' - ~ ' ! f\ ' ----~:-r:r· 1 ' •
' ' . - "'7~71-"-'", , I
i--..,_:-1c • I
,;.

I /. _33_· •--1---3_3_' --1 L .. . _4_4_· - --1-- - 4_4• __ 1 BENCHMARK: ELEV. 606.913
RIVERSIDE COUNTY, M.L MARK INITIAL
STA •. ,262+86.18 LINE J-6=
sl'A. oo+oo.oo LAT. J-6 9 C1/L J.S. • *2 •
A=60'", 8=24", C=6'.D=48"
40'

REVISIONS
DESCRIPTIOlil
~-' ' . ' _ ( 9.5..Fl"S. ; ( '. . ; . .. :·
r· . "" ..... .... .. .,. - • '. '~ • ~.::

Ct_ CURVE DAT ,A/
@ 6=45"001596
R=90.00'
L . 70. 71'
T=37.29'
BC=262+15.73
EC=262+86.44

PROP, MEDIAN
NO. 43886
EXP. 6-J0-05
PHB & ASSOCIATES, INC.

CIVIL ENGINEERING· SURVEYING· LAND PLANNING
PLAN

PREPARED UNDER
THE SUPERVISION OF:
34-i-64, "BRASS OlS¾ ll-1 10?
OF CONC. POST AT THE S.E.

CORNER OF INT. OF ORANGE
ST. AND SIJl,lt,IER A VE. 2.5" W . .

OF P.P. #375282 MARKED M.L.
:=~=:==:============::==: .__I _____ 1,....~ -->
1620 SOUTH GRAND AVENUE
GLENDORA CALIFORNIA 91740
(626) 914-6256/FAX (626) 914-5756
I \ \"-:>
'• _.,.c"' ..
• 34-1, DATE 5-71. • N DIERKSEN
CE 43886
DATE 2-21..c-05
267+00
"' _}_
'
• .,,,. ••.• ,.,~1•-+·--··r·"'l·""+"··1 I .. .. / ...
·• 7·;t "·+"':"f.C:-'f"':-i"':-i-':-':-'P F·· / • J •• "i' :cc} :c,,+·::+ccc··4··· ccc· · ·4':, .. ,> ·~•'F
. "" , ... ,. .. .. . . . ...... ' ·~ ~· .. --
, , ., ... STA. 268+24.49 LINE J-6=
®'STA.. oo+.oo;oo LAT.··· J"':sA 1
C/L M.H. /14 ',.

A=45", B=36",C=7',D=48"

CITY OF MORENO VALLEY
i
PROFILE SCALE:
i HORIZ: 1 "=40'
VERT: 1" =4'
. i
: • 01.82 LAT,J,,,6A1 eE. ....•••
EET 17. : · ' i
.. POR~Y .. ~NlE:jrlT. ~ -~DIN~
·-
---- --- ·- -- --1-------· - - - - - - .
i :·
' :
. .... ) .....
/ ~
\,,'-: ~~~~.,_8,,.1'-'-. 4.:,:,8"-· .,,U"-'N..,,,E..:J,,_-...,6«! \ 1

RIVERSIDE COUNTY FLOOD CONTROL
i ANO
R/W
57'
(f_ ALESSANORO BLVD
67'
55' 55' f---------·------1-------- ............ ·--- 1
(f_ STORM DRAIN
1 • 14•
R/\11
I
---.ts.,,-· _WB_o __ 48"_R_D_ i-l .... ,-....---,, _______ "" __ SECTION AT STA 266+00
TYPICAL FROM STA 264+50 TO STA 268+80
1~
CONSTRUCT!® NOTES . @ COOlRUCT 48" RCP OR 54" OIPP Al TERNA TE * @ CONSlRUCT 36" RCP *
@ CONSlRUCT MANHOLE No. 4 PER R.C.F.C,D. STD. MH 254
@ CONSTRUCT JUNCTION STRUCTURE No. 2 PER R.C.F.C.D. STO. JS 227 @ CONSTRUCT CONC. COLLAR PER R.C.F.C.O. sm. M 803.
@ CONSlRUCT CONCRETE BULKHEAD PER R.C.F.C.D. STD. M 816 @ CONSTRUCT 24" RCP *
@ CONSTRUCT CURB INLET CATCH BASIN PER R.C.F.C.D STD. CB 100 AND LDCAL DEPRESSION NO. 2 PER R.C.F.C.D SID. LD 201 (CASE C UNLESS SHOWN ON PLAN), SEE PLAN FOR V & W.
@ CONSTRUCT CoNCRETE DROP INLET PER R.C.F.C.D. STD, 110 * D-LOAD PER PROFILE
NOTf TO CONJRACTOR " ::!::t~r \l \ '·, , , ':·,,
WHEN USING CIPP AS AN ALTER.NA TE TO RCP-, ,,.f!I';:t,flN~,4~' THE CONTRACTOR SHALL CONSTRUCT TS NO. 3 "'-~·.

IN PLACE OF JS N0.2 WHERE APPLICABLJ!"'AS-~4_!~:r
By:. A - '
L Date: ) - 2 S" ~ 1 1
DjMENSIONS Of LYNCl:I Cjf CONCRETE PIPE TYPICAL L 'INCH PIPE CROSS SECTION 24' THRU 96" NOMINAL OUTER WIDTH OF NOMINAL SIDEWALL
OIAME~ DIAMElER PIPE/1RENCH THICKNESS THICKNESS
(lNTERIOR) (OEPTH) {NOMINAL) (MINIMUM) (MINIMUM)
0 o· 8 t t'
. 36" 43• 3.5" 3.5"
42" 50" 4• 4•
411• 58" 5• 5•
54• 65" 5.5" 5,5•
60" 72"
. . . PROJECT No.

MORENO MASTER DRAINAGE PLAN 4-0-0776-01 WA ~R CONSERVA 110N DISTRICT RECOMMENDED FOR APPROVAL BY: • ~~!:'"'---------t LINE J-6 • · DRAWING No. STA.262+15.26 TO STA.268+81.48 4-858
lREN . PUU.IAM, Cl'l'I' EN
R;C.E. No. 2 17 /EXP. 09/30/2005)
DATE !t' S• l o!/" DATE y,(to/o5
SHEET No.
8 OF 27
I
I
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I
l
I
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1 a I
l
' I
fl
I
i
·:

UNDERGROUND SERVICE ALERT
CALL TOLL FREE: (800) 422-4133
TWO WORKING DAYS BErOAE YOU 01()
BENCHMARK; ELEV. 606.913
RIVERSIDE COUNTY, M.L
34-1-64, 81\ASS D\SK IN TOP
OF CONC. POST AT THE S.E.

CORNER Of INT. Of ORANGE
ST. ANO SUMNER A VE. 2.5' W.

OF P.P. /1375282 MARKED M.L.
34-1, DATE 5- 71 .
,j

MARK DATE

REVISIONS
DESCRtPnOH APP"o
PHB & ASSOCIATES, INC.

CML ENGINEERING ·SURVEYING· LAND PLANNING
.__I _I~
1620 SOUTH GRAND AVENUE
GLENDORA CALIFORNIA 91740
(626) 914- 6256/FAX (626) 914-5756
I
P!U:PAREO UNDER
THE SUPERVISION OF: Cl TY OF MORENO
TREN PULLIAM, CITY [NGIN& R
E 43886 R.C.E. No. 20517 (EXP. 09/30/2005)
DATE 5-Z.').-o5' DATE If SP iJ$
VALLEY RIVERSIDE i COUNTY FLOOD CONTROL I ANO

WATER ONSERVA TION DISTRICT
H)'.J)B&,/tllC. DATA
' 0,,/;,; 2il.5 l)fS
•.• \i~• 1'6.9'FfS
'p!iop t1; · ..:
.. ;.·' ' ~•-•'~' ··
' •
' ·~·- ' . ~
I , l ; -i' ~··1·~ ~· •• ~:
t '
2-2,-l\ Date:---~"""'-----......

PROJECT No.
1 MORENO MASTER DRAINAGE PLAN
LATERALS 4-0-0776-01
STAGE 1

CONNECTOR PIPE PROFILES
DRAWING No.
4-858
SHEET No.
17 OF 27
I
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CACTUS
AVENUE
' k•" -.. I
I i I
I I I
I I
- ...... - ,.

I
I 11 _y !
I
-
LATERAL "1-13"
SEE SHEET 46
l
- - - - -
•
- -

BRODIAEA
AVENU
..

I I
I I
I I
I I
I I\\ I
- - - - •
I i I
L ' ! I
'
- -
LATERAL "1-16"
SEE SHEET 46
LATERAL "1-18"
SEE SHEET 46
- - - - -

ALESSANDRO

BOULEVARD
..
,1
I l
' I i
1 I
I
!
'
LATERALS "1-11" & "1-12"
SEE SHEET 42
LATERALS "l-9A" & "1-98"
SEE SHEET 45
LATERAL "1-15"
---SEE SHEET 46 ......,__. 1-, r-----, j I
i I I I '
LATERAL "I-7"
SEE SHEET 44

COTTONWOOD
AVENUE

I I I I I
!_ -~-- - !_~ !_ ·-·

LARKMEAD
COURT
LATERAL "1-1 O"
SEE SHEET 42
. ' . I
; ~ -I
'
BAY
AVENUE
I I L
____ J
LATERALS "1-8" & "1-14"
SEE SHEET 45

INDEX MAP
N.T.S.
'
LATERALS "1-4" & "1-6"
SEE SHEET 44
ill .. I ---&/ I ' I /
I I '
I if
~

I I I I , I
I l I '-- ti_.,

VINEWOOD
PLACE
LATERAL "1-5"
SEE SHEET 44

DRACAEA
AVENUE
m j ' i
I ~ ~ I
I I
R.C.F.C. & W.C.D. STANDARD DRAWINGS CITY OF MORENO \/ALLEY STANDARD DRAWINGS CB 108 GRATE INLET TYPE X 117 RESIDENTIAL DRIVEWAY APPROACH JS 229 JUNCTION STRUCTURE No. 4 302A CATCH BASIN
JS 231 JUNCTION STRUCTURE No. 6
MH 252 MANHOLE NO. 2 CAL TRANS STANDARD DRAWINGS
TS 303 TRANSITION STRUCTURE NO. 3
M 801 CHAIN LINK FENCE
D86B PIPE CUL VERT WARPED WINGWALL.

M 803 CONCRETE COLLAR
M 816 CONCRETE BULKHEAD

EUCALYPTUS
AVENUE
r 1 1 i i
I

I I II I
! I I ! I --- . I I~ L
LATERAL "1-17"
SEE SHEET 43
FIR
AVENUE
itl iii ...

LATERALS "1-2" & "1-3"
SEE SHEET 41
LATERAL "I-1''
SEE SHEET 41
(
I
A~-BUILT
B~~~OAI t:.:J-1-a.,,, f -. ~ C
i PE:R ORIGINAL PL.AN ,
,----------..-----------.----.-------------------.-...----.-------------------------------------------.------,----,,----------------------------------1~ ENGINEER or RECORD'S SEAL DI~RT
Ml

BASIS OF BEARING
Tl£ 8£ARINGS SHOWN HBIEON ARE BASED ON
1lE GRID 8£ARING N 5J'20'18" W BE1WE£II
CON111UOUSlY OPERATING REFEmlCE
STATll)NS (COMS) "PPl!f" (Pll AJ19l1) NI>
"MU'P" (Pll AJ1887l Ml PER RE_ COHOS PU1!US11ED BY lHE IIATIOIW. GEOOETIC SURVEY.
s Clll lll Ill'. i i: ~~2~:~ -~ ,:~ ii=~
SEE SH£i'f NO. 1 RlR llATUII- STAlEIIENT

BENCH MARK
RIVERSIDE OOUNIY DESIGNATION: 11-ffl-4
RESET 11 /30/76. •
AT 1HE Sil CORNER or NASON ST. NI>
Al£SSANllRO BLVD; 56' £AST or Cl or
NASON ST: 48' SOlllH or Cl Of
AlESSANllRO BlllD; J' WEST Of 1P
IGT-70J06, 1' NORIH or A 4"X4" MARKER
POST: BRASS DISI< SET IN TOP Of A
CONCRETE POST, STAIIPED ll-40-4 RESET
1976.

W.VAllON (FEEO: 1590.938 (- 881
Ml SHOWN ON AcFc&WcD PLAN ''IICJRtNo
lllP UN£ 1', DRAWING NO. 4-738.
07/1~
DATE
CITY OF MORENO VALLEY ! ACCT. NO.
2000-70-77-80001
t---------------------------+---------1-

NASON STREET

MORENO MDP
UNEI

STORM DRAIN IMPROVEMENTS

SHEET INDEX
SHEET 4Q OF 49
PROJECT NO.
801 0001 70 77
~HT. 4i OF 12.5
t
;§?
..J
.Q "'-
I
-
1+50 1+00 - ft----+---+---+-- e----+--+---+-------,----+---+----0-____ , ___ ...,__ -+--- t------+---,~~---===:t===--~-+: __ --+------i----+-----'-----+, -_-_-_+-__ -_-_-. ___ -',-___ -___ ------~-=~~~-=--- -"---+---+--+----+ ----+, ---+,---+-----l-- -------- ------+--- ------------1-· ··--·- ·--'J __ - --~------ ---j----------- ----- ·-· -+--- ----------+ --- ' -+---~'--+·r-,.; -- : __ --_--_----'---t----,------+--------' --------- l ~- = ! + ~=' . +- - - -·- - - +---- 1+50 1+00 - i.. + - ------1---+-- -i--- --- - ...... --------· ·'·· .• 1+00 1+50
'
I
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-1 ·-----1 ---·-l---- ·----t---t----- :-------· -f-... +--__ -_-+-_ ... -.. --1------------: : --+---+----::---- :-----+-- " ------ --t---~- ----,- : ' - ---- -, ---------,i---~-t---+---+, ---+----+----- t------+---+---+--- -+---!----. --- ___ ,___--+---+--+---+---+--+-----i----+--------;-----/--------- ---------7 ---------;-- ------+--+-- ---i----+----t--~--t---e---r---t----'"-'-- +------+---+-----+---+------;---+---t-------+---+-----t---+---- - ------,---------------~----- --- } -- ;----•-------1--·-·-- --+----+---+-----,t-----+---+---+-----: --- -+---+--+----+- , .. ___________ l _____ +----+---+----- ----+---+--+---+---ii----~ --<,--➔·------- -+- i ' : :O ....- ~-+-i ------, -- --- ---------~- ----+----+---+ t-----+-,- --+----+-------i,---------➔ ___ ,.,_.,._.....,...-----i~· ,....--+-----'------- ---+---+----+--- t----+---+--~, ---+,----+----!----~i!: • ' : -,-
---,---+----- : ________ ·-.---t-: -_ --; ---+--~: -- -V,-~ : --+--+-_-_-__ -__ -_,-+_ ----- :----·----- - -----t----+---<-----+-------1
-!-------+-----+-----+--
---- -~--------,---+------t--
1705 ' , - --~--t~ l;;~-------_---~-i-------,t---_ 1 - -1 7()§-----1-680- - 1700
1685
------- i ________ f----__ _
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(M B'f . • , -- - • ~L • '
-------+i---+--+-t----+---,Of'. -MOOENQ VAflQ't- -,-- -+-- ' -----+-----,t----+---+----+--:' --- ---+
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' '1670 l----+-----+-----,--+--+-----+----+---"-----+----1--------l---+---+--- -- 1-- -- - ------{----+----+---+-----+-----+ .. ,-... ,.._,,, ·+ -- _,! _____ ----,-- -- 1, .... , .......... , __ ,,, ...... ---.-------- -~ -----·--- ..
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--+----t-'---+----t---+,:~-A·., ,. ,.-:-
' ~ ::_ -:_:CQNs:t:::32::Z:1"1 E .;.. - ' .--f=--+ ,.-,- u ! ;
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- ---=:Oroo:=_ cf--CFS+'-----+---+-----+------+-----+-"-;-_--+---+~----+----+--:_ -:JJI.°' -,.- v :--· ~~rm,-s:s======-+;_-_-_-_---:_,--1---+------+---t--~--+---, --+---+-:---...,4•~· -• ' ! ,_ ' I
--+- .. 8--W -t+Y,
- -! ' - -- ----i
-c---+--+----+----+------i'!---~ --~-----i---1 ---+---+----+--+--- l---+--!----+----+----+----1----+---+--~---+----+---+--------j'----------: ------+----l ------,---+---+::=-=-=-~+::__,-::__-_--=__;----+,_--_-_-~--+,--_-_-_-_-+-----=_-_--++--~----_-l_t-_-_-~-+-_t---_-_-_---c~:_--_--_--_--_-: --_--_ _,_!_ -- ---l • ""' -·-- : ---·------,:---,i::====:::====t:====::: '===============+1===----,=========:::t==========::::====:::====t'====t====::::=========:::=====1::::====:::====::::====t====:::====::t=-===.r~==--__:t---___ -__ -__ -____ ;:-_ ===-='t:-===-=1 W•III 1-800-227-2600
2 Wclliing Days lleke Yllu Dig
,_~-_--_-_f, __ --,---~--~+. _-_-,_-::__-::__-+;_ ____ -=-!-------J------ __ J-----;---+-- --t---+---+'--------+-------- ·---- - --+,------ --- : ---- : - ---------;---- ---- ----··- • ·--+-----·-··----; -- -:~~~~·_:_~- -~~----~- --, _______ ----·. ------+---- - -- ---t----------+-----1-------s,,.---+---+-,! --+-, I --+---+----+,---+--- ' ---------t-----· -- :-· • --;----··--+---+-----+---e----,---+-------t----+----+---+---t----+---+-------t---+----t---; 7 )

BASIS OF BEARING
Tl£ BEARINGS SHOWN HEREON ARE BASED (Jj
Tl£ GRID BEARING N 53'20'18" W BElWEEN
CONIINUOUSlY Ol'ERATING -REfEREIICE
STATIONS (CORS) "PPBF" (PR) AJ1911) JMO
"MlfP" (fl!) AJ1887l AS PER RECORDS
PUllJSH£D BY Tl£ MATIDIW. G£OOE1lC
SURVEY.

PPBF
NOR1!11 2248986.85
£AST: 6278618'84
MlfP
NORIH: 2279468.00
£AST: 6237668.24
LATERAL "I - 1 11
20 o 20 40 60
SCALE:
-
--
-
1 "=20'
-
-
-

PROFILE
. NO. 2
. ST'A:--1.W,f f-58
W=7; V=10.8:( I
~1
' J ! l
I I
I I
I
I I
I
I
I
I
I
I I_
Ll,T
I ,
T I !
I
(./}
!
78" RC
.l'i lq c; N0.3 61
tf-f--1",f../ ST. TA 1:/2+48.75--'---~-
I w : v, 6.69
I
1680
1675
1670
1665
1660
1655
1650
1645
Na
8 8A
9 ~ FINAL. el-E-VA.'TION OF
~D IS NOT E,')(AC.T.

POTHOIE 0A "4 TABLE
STAllON OFFSET UllUTY SIZE/MATERIAL DEPTH TO 1lJP
131+68.46 36.08 LT. CA/JlE IV .t !iKNAI. 2"STL 2.10'
131+68.46 36.08 LT. ElEC. (SCE} 12" D/JCT BANK 6.30'
131+98.01 48.63 RT. ElEC. (MW} 26" ENC. Sll. 4.20'

LINE TABLE
( ) BEARING LENGTH
Lt N89".3.J'34"W 16.68'
L2 N3/Y26'26"E 42.34'
L3 N89"33'34"W 36.90'
L4 N89"33'34"W 17.95'

CURVE DATA
{ } DELTA RADIUS LENGTH
Ct 6fYOO'OO" 22.50' 23.56'

DEPTH TO BOTTOII

2.27'

6.96'

6.32'
. -BUII"T
BY_~DATE•
CONSTRUCTION NOTES:
@-CONSTRUCT 24" RCP (D-LOAD PER PROFILE).
@- CONSTRUCT CATCH BASIN PER CITY OF MORENO VALLfY sm. J02A.

G,L CONSTRUCT JUNCTTON STRUCTURE NO. 4 PER RCFC&WCD DWG. NO. JS229 (CASE ~ PER PLAN).

SHT. 4q OF 125
1565
1560
CIIL 1IIL 111£
1-800-227-2600
2 Working Doys Before You 0~
1+00 1+50
-
--1·--- - - - -- - --
- . -->---'"''-------1---•- ------- -- _,_,.,_____ ( __ ---·······)----,--- --'---- - ;--· -- - --- .:c --... ~ ·:·::..--+.-..--....---- ·-· ·---·
t --- ----- 1----
------! IA
\I
~- _- .. :1 -- --- ..
-;
,,, --1-~ - ( -O'l " - _, __ } , __ .JJ'.)_ -··.

I it ;·~
2+00 1+50
' ,_ --1-------·-····-.. ,-•• +----- ---!-- '"~------ ___ I ______ -i___ _ _ __ ____ ___ _____ r _______ t__:_ ____ , _________ , ____________ ;, ______ -__ - __ -________ ,: _ _t -______ i_ --- --~ - _______ ,, -;_ __ ,_ ______ j, __ ,___ __ - ,__'--+' ---,,_-_______ _,_ -----1 ___ _:_: ___ f_:_~_: ____ -----j-----j- - __ -___ -- - -~-------~1--~; "' - - !------ --, --- -- ----, ____ -- -- - -,.-,----- 1• - 1 -- """ ___ ,_,,_!______ ·- -r r·
\
\

EXISTING R/W
3~S -\ 5C,i1Blt:OESUS'LE;zr)IIVAT,R'1iD~,,----i----- SCE LATERAL "I - 1 O"
20 0 20 40 60
SCALE: 1 "=20'
1+00 1+50 2+00
t -- I --t •
--l-------:--- --!--- ·-· ____ j __________ ---+-----+--1- -- ----- -;--·---- -- l t
-------+-- ----1--------+------ - ;., •• :=·· ~.=. -~:::<~--:.: !---- +--------:~ - ----·-- _________ \.____ --- ------- +------ ····-···--- ----- -·····---·-+-. c.. .... --~----- --·-···:_:__ ... ·t :· ----~----·:·--=---\---- ____ ,._ -~t-l----
1 I
I I I
I I
ST,
- I
1 STA.

I STA.

STA.

I
LATERAL "I-11" & LATERAL "I-12"
-
1560
-
1555
1550
1545
1540
(----------·-
(
LATERAL "I-12"
NO.
1 2
POTHOLE D47il 7il8L£
STATION OFFSET UTILITY SIZE/MATERIAL OEPTH TO 70P OEPTH TO BOTTOM 78+74,32 48.86 LT. TELEPHONE 15" Pvt:' 1.80' 3.10'
92+73.71 47.29 RT. FIBER OPTIC 6" PVC 3.50' 4,00'
CONSTRUCTION NOTES:
@--coNSTRUCT 24" RCP (D-LOAD PER PROFILE).
@-- CONSTRUCT CATCH BASIN PER CITY OF MORENO VALLEY STD. 302A. f,ri\__ CONSTRUCT JUNCTION STRUCTURE NO. 4 PER RCFC&WCD DWG. ND. JS229 (CASE ~ PER PLAN). 1?$\l!~; .. ~ 11....--
41811
CITY OF MORENO VALLEY ACCT. NO.
2000-70-77-80001
SHT. 50 oF ll-5
1700
1695
1685
1680
1675
1665
20 0
SCALE: 1 "= 20'
DI
C/11. 1llL l1II
1-800-227-2600
2 ~ Days Befu'e You Dig
·---·--·-- - --- __ ., ___ -
f--------- ., • ------' , ••
····- ,,._, '·-- ---
I_
-- :--- -
------ ,--- --
'. ·-1
- _,-___ ---__ --_ =~-::t·~==~------,,----_-__ ----- -_ _,,- 1----:---- --,, ------ :- -- _______ ; __ ,--- -- --,------- ----,------------:
- --- - ----- , .. - -
24+00 24+50 25+00 25+50 26+00 26+50
:-- ----, - - -- -- ··1 ,---- ..... ., .... -------- ~-, - . -- -- " L.
- -
i ··- ----------- _______ _,_; ________ (---- -----:--------------------- --------+-------- :---------:------ -l .. -~---;--. ._, _______ ,, ......... . ,-----,- ----- -- i - -: -- -r - - -:- ----- --r·---- -------c . .f-.. -- - -- --
- :--- --
1 ----,------- :-- ---- ,--
20 40 60
--- , ____ - . ---
---- - .
. ----- ----- --------
- ·--. ---:-- ------- --
--- --- --- _______ , ___ -
----
-- -- --- -- r------- - -----

PROPOSED

DRAINAGE

EASEMENT
487-230-003
.\ I/VE!/ L/J\JCOLJ\J PROP, J-:IOLD/J\JGE! \
"")

EXISTING CHAIN

LINK FENCE TO
REMAIN.
10'
25+44.27

BEGIN PIPE
(1689.63) /NV.
25+34.27
(1689.53) /NV.

EXIST. 90 • RCP
30'
/ ,,..--//
~~~---.,..C"_:::. __ _ .... --,-~--t-· • • --------
EXISTING R/W ~ ,, %, '~ it"''=~ T! __________ srJ- ___ _;:;: j i ,-,/ (- __ __,. :

I
--- . --- . ------ ------- \!,' ... ..
---..,-1;-,, EXIST. 90" RCP PER RCFC &
WCD DWG. NO.
- - _j___
SCE ':f!!!:fe RA,;~e ~I NASON j;,~~ ~ ~~ STREE1' ~~~o~~- E71sT ;s ~~g~;L[x,sT 15 f PROPOSED ~ 746+00 • 48 - 747+00 i 0 LATERAL "I -17 "
.. - ', .. ------ ___ ,______ ; __ ---- --:•---
--+--------+ --------,--~-- -------- -----
(
\
\
\
\ ___ _
1700
1695
1690
1685
1680
1675
POTHOLE DA TA TAB££
NO. STATION OFFSET UTILITY SIZE/MATERIAL OEPlH TO TOP OEP 1H TO BOTTOM 11 146+50.15 31.53 LT. go• RCP go• RCP 4.10' 11.60'
CONSTRUCTION NOTES:
(])-- PROTECT IN PLACE (AS SHOWN).
,.;;:-. ____ REMOVE EXISTING lf,JLET / OUTLET STRUCTURE / HEADWALL / BULKHEAD / CATCH BASIN, V.:::., CONCRETE APRON (TYPE PER PLAN). ~ CONSTRUCT RESl,DENTIN, }JRIVEWAY PER CITY OF MORE,NO VALLEY STD. 117 A ~ MODIFIED, W=30, X=5 (DRl'(EWAY Tl;IICKNESS 8" PCC). @--INSTALL 6' CHAIN LINK FENCE PER RCFC & WCD DWG. NO. M801. @-INSTALL 14' DOUBLE DRIVE GATE PER RCFC & WCD DWG. NO. M801. @-coNSTRUCT 3• A.C. DRIVEWAY OVER 12" OF COMPACTED SUBGRAD£ ®- CONSTRUCT 48" RCP (D-LOAD PER PROFILE).
@- CONSTRUCT TRANSITION STRUCTURE NO. 3 PER RCFC & WCD DWG. NO. TS303. r;-,,__ CONSTRUCT PIPE CULVERT WARPED WING WALL PER CALTRANS STD. D86B. (SOFT ry- BOTTOM) r::?._ __ RELOCA'rE EXISTING½. TON RIP-RAP TO LOCATION AS SHOWN ON PLAN, ~ DISPOSE REMAINING UNUSED RIP-RAP. ;;
E
0 z
~
C
·~
0 SHT. 51 OF I 25
project in SWC
DI
00 lOlllI
1-800-227-2600
2 w.ldng lloys Befure You Dig
2+00
PP8F
NORTH: 2248986.85
EAST: 6278618.8-1
MLFP
NORTH: 22794118.00
EAST: 6237668.24
.....
ti-J
~ Cl)
1+00
I I
40' 0
2+00
,, " ix,snli, 78" RCP PER
RCFCj . & WCD DWG.
! 0. t- 738 (LINE I)
/l! . EX/Sf- 24" R.C.P. 1
'f•r.5•
'NEWOOD
PLACE
40' 80' 120'
SCALE:
---
--
1 "=40'
-
-
2+00
I
µ,<l"'4-JIW<..6.J'-'ll<LP~1i1 i
LAT" I-4 •
SEE PROFILE ABOVi
TR 30027
M.B. 333/80-86
!
( ~
~fi~~ ~-
U:· I ' '
61 C.8. NO. 4 ..

ST. STA. 11
W=14'. = - - ----c.-r
~~~-
1+00 2+00
EXIST. 24" R.C.P. 1
I
f LAT"I-6'
• SEE PROFILE ABOVE
(EXISTING 24" RCP)
2+00
J
i
I
I
I
-r
1+00 2+00
>-
CJ i
'
II
I I
f 1l'l", • .. •. I~ "-
I ll ~----
! i'' : '{J(fs'r.6 78" RCP PER
,;,l,ffi-,,i,' i-RCFC & WCD DWG. NO.
r'-.i+'ll-.,_4-73~ !_LINE I)
LAT'I-1"
~EE PROFILE ABOVf '
(EXISTING 24" RCP)
G24"RCP 16 J
C.B. NO. 7 61
Sfr,-<:T~ 111+2+69
w~'r,i.~ V=6.0' ~
",+...;::.S.::TA.::._1:..:+c...:J..::2.:..:.1..::B--(SS '- >--· ',, j-.. '\
-- .: 24 • R.C.P.

I
• ,Jlr,- CATGH &A.SIN l'eLoc.ATlf.D To
,......~r,uE. -ro ruATt!R UNe
NO.
5 6
6A
68 7
POTHOLE OAJil TA8L£
STATlON OFFSET UTILITY SIZE/MATERIAL DEPTH TO TOP OEPTH TO BOTTO/I 111+39.59 45.64 RT. G4S 4" STL 3.00' 3.33'
118+72.49 35.14 LT. FIBER OPTIC 23" ENC. STL. 2.50' 4.10' 118+64.31 41.50 LT. ELEC. (SC£) 28' ENC. STL 3.80' 5.73' 118+65.38 56.90 LT. FIBER OPTIC 18" ENC. STL. 3.20' 4.10' 125+53.64 59.06 RT. ELECTRICAL 18" ENC. CC. 1.64' 5.60' CONSTRUCTION NOTES:
0- PROTECT IN PLACE (AS SHOWN).
r.?t_ REMO\/[ EXISnNG IN.LIT /_ OUTLET $TRUCTURE / HEADWALL / BULKHEAD / CATCH BASIN, o,:,:;; CONCRETE APRON (TYPE PER PLAN).
®- REMO\/[ EXISTING DRAJNAGE PIPE. (SIZE AND LENGTH PER PIAN) ®- CQNS1RUCT CONCRETE COLLAR PER RCFC&WCD DWG. NO. M80J. ®- CONSTRUCT 24" RCP (D-LOAD PER PROFILE).
@-CONSTRUCT CATCH BASIN PER CITY OF MORENO VALLEY STD. JQ2A. r:;;i,._ CONSTRUCT JU NO. 4 PER RCFC&WCD DWG. NO. JS229 (GAS£ ~PER PLAN). "' ••
O ~ p\ftiS
31'3-~l
41&17 AS-BUILT
SY5\o,. !l. . DA
CITY OF MORENO VALLEY ACCT. NO.
2000-70-77-80001
w
E
0 z
E
~ 1----------------------------~-----------1------------1'" ...
~
,.::

SHT. 52 OF 125
street flow only? street flow only
upstream q=3.2

42.1-3.2

38.9 cfs q100
~
" " * vi
"-
_.§
i'5
2:'
s:
>!
.,1
C,
vi
,:)
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-.;;
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0, _£
• ti
~ e,
cl?
.,,
~
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&-
a DI '"
2+00
STA. 1+11.25
16 EXiST. 24" RCP
L=2
LAT"I-8'
:
: 1--- , ' ., '
- I
SEE PROFILE ABOVE( • ,
~-,/ 11
C.B. NO. 8
61 ST. STA. 105+49.27
W=14'. V=4.0'
' :1
I
i
--,
SlJRF'ACE --- RM RAiN - ; ___ _1. --
! .. --f---· j •
-----i~---.. >----··' := ... ___ ,
M DIW-f- N _;•--- t·-:·-~::;;:;; c..=:,..:: _: _j . "., ... , . -~-- ~----- 1 ,. .... ,_ 1+00
40' 0
2+00
EXIST. 78" RCP PER
.u.-~-RCFC & WCO OWG. NO.
4-738 (LINE I)
40' 80' 720'
SCALE:
-
--
-
1 "=40'
- -
-
2+00 1+00 2+00

SEE PROFILE ABOVE
~--·cc~--_- : .. ·:~-/;:·~r~;'·•-__ ~ ~- --·. -- t, .:,, -------. ..,._ • 1·:· _____ - __ :c:::::: .. :.:·.~_::: -c:___::;
- -- -- .
- -ALESSANDRO - -- ,-~' :'+:---~tj
J -I BLVD. I I
LATERAL "I - 9A"
i - L------i--
I
I
I -
______ ----~~-+-PROPQSED TOP Of - CVRB,- - -+-· .'.!
2+00
a
a
+
O;
STA_
-G1
-- -- .. ---; ..
1)--- // i ; I)
1+00
I I I • _,_
···· - ,- ..... ;-· -·. _, I
I
I
61 SEE SHEET
2+00
N0.-42---- - - - - c- -
-~~X'-- ,. -· )<')~{~,.
' ' . ,\ !-,.>._., , ~A ',,_)::._J, .. , • .. ,.,_ t\.:-..,./\"",';/'..-,,,_'"'/j .. , ,•,,' .lLATERAL "I - 98'' [j§~: :::::::==--

FG PER PLAN

CONTRACTOR TO OMIT CONCRETE

CONE, RINGS AND REDUCER, AND
12'x12'
,--- 6" THICK CONCRETE APRON
6" x 6" x ½" THICK GALV. STEEL
ANGLE WITH (2) ½" ¢ HOLES.

INSTALL INLET TYPE IX PER ~----
R.C.F.C.& W.C.D. GALV. STEEL NUT. STD. DRAWING
NO. CB108
MANHOLE NO. 2 PER
R.C.F.C.& W.C.D. STD.

DRAWING NO. MH252
I
I
/
/
I
I ½" ¢ x 4• GALV. STEEL

I ANCHOR BOLT CAST IN SLAB
: ( 4 EACH AT 90' APART).

I
I ----=
t~~------0-,, /f
I ' / \ /
I \ / I
,....C::U.l-----1-,-.µ.:-~-~ I I
- I I
,
' • I I
"'' .:_-" I
I
I
WELD ANGLE TO C.S.P.

RISER (4 LOCATIONS)
L'.\
<I' .6
' '
'
/
/
/
\
\
\
I
I
I
I
l
I
I
I
I
I
I
@-----"MOD/J=-==--A=ED=-NOT=~c....::c.J!.::;:_;:E'HOLE-=-=:.....:...NO.:..=c...=-=2'----__ +cc ,,, __ ---r-.--::±:=+''--1','Fc! PROFILE SCALES
CURVE OAT,4
NO. DELTA RADIUS
@ i!.=45'oo'oo· 22.50
POTHOLE Ll.fl)I TABLE
LENGTH

17.67'
HORIZ. 1" =40'
VERT. 1" =4'
NO. STATION OFFSET UTILITY S/Z£/MAT£RIAL 1)£PTH TO TOP 1)£PTH TO BOTTOM 3 105+13.42 2.42 LT. ELEC. (MVU} 6" PVC 4.70' 5.20'
4 105+09.35 47.05 RT. G4S ,t.• Sll 5.40' 5.73'
CONSTRUCTION NOTES:

CJ)- PROTECT IN PLACE (AS SHOWN).
~ REMOVE EXISTING_ ///_LET / OUTLET STRUCTURE / HEADWALL / BULKHEAD / CATCH BASIN, \/:ff-- CONCRETE APRON (TtPE PER PLAN).
@- REMOVE EXISTING DRAINAGE PIPE. (SIZE AND LENGTH PER PLAN) @-- CONSTRUCT CONCRETE COLLAR PER RCFC&WCD DWG. NO. M803. ®-- CONSTRUCT 24" RCP (D-LO D PER PRO /LE).
@- CONSTRUCT 36" RC (D-LOAD '160-0 ~ ' &
@-- CONSTRUCT CATCH BAS PER Cl1Y OF MORENO VALLEY STD. 302A. r,;;i,.__ cONSTRUC)T JUNCTION STRUCTURE NO, 4 PER RCFC&WCD DWG. NO. JS229 (CASE ~PER PLAN. @-- CONSTRUCT MANHOLE NO. 1 PER RCFC & WCD STD. MH251 (W PER PLAN). t,-;;,,_ CONSTRUCT MANHOLE NO. 2 PER RCFC & WCD STD. MH252 AND MODIFIED ~ PER DCTAJL ON SHEU 45. il5
I z
~ u:!
a,
C,
1 l
E
SHT. 53 OF llS
street flow only
• -f - -- -, . - _, __ ----➔ ----·
!-
,_
I ----+ . r - , -
-- ---,--
--, -- i-
- -· ,-- ;
-· -, --- . --•--
.
, .EXIST. G
· OVER It
""~----·.---,----·. --·>··-·
.... , -· '--
- f:"------.a-r--~--1---.cJ
'- ____ , ·-·-- I •
/ ; ,. . '
r ··rt-··::·-
I I ' ··._.-1.. .•••• , --,---,
---·
'
---, -- ,--
j -
- --- +----
' : ' )_ ~-·t~ -- _j • • _,_ -- -- ·: - j-- ----- . . ' ' •. -·· t·· --; - --· '.-- ' ---, -· i •• EXIST. GROUND OVER tf. $°ORM~DRAIN • -
. i
:[
-,-
~ ' - I
I - --·------" _J_ .-----, ' - --
'
) __ - ----; ---- --- --
- - '- - --- - _' --
-- -1----- J"! ... , --- . ~ -- ~ -~~J-+--■
I
-: ----,!-- ; • -- -~1· --~= ' . - - -: . - -t- '. -;----i-----"-+--·-··-'·-·-·--·..;...··:::..:;·--- ' ' • - ' . . ,
.,_
-- i -
DI
w 11J.111[
1-800-227-2600
2 W«king Days Before You Dig
2+00 1+00
.. N. i \ !. '.
- --- r
I -~----1- -, T
I -- •• ::_:-:J.
i
f i - : : - j- ! '. i
••. . 1 ' • '
: EXISTING CSP R!SERi 1
T {PRo'ftCTj IN Pl.7\CQ - :- - -
-~---;._j__-+---+-------
WCl;JT EXISTING 24" RCP. --• TOP_- HALF-: TO SPRING • IJNE • CONSTRu¢T F'R0f'05E-O :- • :_
• CATCH BASIN; AROOND ! , - BOTTOM HALF-OF EXISTING. - -- · - - I 24" is'Cf'c:· -I .. j .• :. -~. --..... - . - ... 1 -L
. --· __ ...,._ ···--, -- £ .'..'.. ·_;_'.._'. .... :..·:· .. : ... ~-. : __ ·_:·: ·--- ..,__ 'REMOVE INTERFERING
l'ORfi~· "fC01" :El<IS.fiN~----;..-'-" - 2A• -,,.n {:J.-31i ... I .. ' ~ -- .k ..... ~[T•---,+~ ·f . l-• J· • -L--~----:•_:..-
1 2+00
,,
ll
,,
l PROPOSED R/W
1"· - ----" ---- J . ··~·
-, - - ' - ' - '
- -i- - - ' - - --- - - ~ • --,.---.--· -
.l . • l.AiERAI. . !-QA;
- ~---: - : :EE''SHErr45 - - . --- ' -- ,- - -- ·-- -- - - r j - , , - • :
2+00 1+00
1 µ<=1-!!.''---'-~--K
I EXIST. I l \_,
L: _':.
1 ¥,\,...· -+t-+-+f"----,.~n-- J4;c%'·bwc. PJ§.
\\ 4-647 (LINE I)
LAT'I-9A •
SEE SHEET NO.
15 EXIST. 36" CMP RISER
\\ PROPOSED CHAIN LINK FENCE AND ABANDONED 24"
" 1 WITH RETAINING WALL. SEE
• SHEET NO. 5 FOR DITAJL.
'\ l
.\\ _,.;..:.;;.•;...:..;.N0.:..;.-'-'13'-----IB/
'-' :srA 66+01.95
i l
10'. V=10.72'
LATERAL "I - 13"
NO. SlAT!ON OFFSET
40' 0 40' 80' 120' 1 78+74.32 48.86 LT.

SCALE: 1 "=40'

RCP IN PLACE --
·f "'"®~-~ ···•~:~--,/1,)'(_A
----------~---•_..,, """"y ·==-===:E===== ~~ -~ ~.:&-.:i==--

ALESSANDRO
if.oo BOULEV4,_R_D_ l
n i
EXIST. 84 C.J.P.P. PfJR --+-.....1.v RCFC & WCD DWG. NO. - 4-647 (UN£ I) i LATERAL "I - 15"
POTHOLE Ll,4T,4 Ti4BLE

UTILITY SIZE/MATERIAL OEPTH TO TOP OEPTH TO BOTTOM
TELEPHONE 15' PVC 1.80' 3.10'
'L.I:_:..; -·15: "' • • • I • •
- - ' -.
' ".' ' •
f(O, 42
-'- • --I--+-
. ---•--·---··
2+00
l
. ____ UJ
!
2+00
\
CONSTRUCTION NOTES:

I
I
l
I
1+00
LATERAL "I - 16"
(J)- PROTECT IN PLACE (AS SHOWN).
r.?. .. REMOVE EXISnNG INLET / OUTLET STRUCTURE / HEADWALL / BULKHEAD / CATCH BASIN, I.!:!/""" CONCRETE APRON (TYPE PEf/ PLAN). @-INSTALL 6' CHAIN LINK FENCE PER RCFG & WCD DWG. NO. M80 I. @- CONSTRUCT CONCRETE COLLAR PER RCFC&WCD DWG, NO. MBOJ. l
I,
ii
. ,1
,i
IJ
l!
,,
,,
I
2+00
I! LATERAL • I- 12·
SEf SHEET NO. 42
2+00 1+00
-BUILT
BY_ -'Y"'--~OATE 'Z-)"l-1/1
P£.R. ORIG:TINA L- PL.AN
\PROP.OStLJ''l?(W/4 ,J ,__,.....,.t ~i
I!
i j l.

Ii I
'.'
,+1
I
I
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1 ' ' • I
, : / I ' . 'i /
NO.
@
i '. r
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-'fbi
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ii : i:
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~,
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ii I
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. '
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'
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+ l
p-1
I l.lJ
I~
r i;: J
Ot
tt 1i
''" ..

LATERAL "I - 18"
CURVE DAvl

DELTA RADIUS
Ll=45'00'19" 22.50'
I.v
''
;/
I
I
LENGTH

17.67'
® LJ=44·59 '22" 22.50' 17.67' @---coNSTRUCT 24" RCP (D-LOAD PER PROFILE). ~ ~. CONSTRUCT 36" CojP fl/Sf;/? Pff/ RCFC & WCD DWG. NO. CB108 WITH GRATE e' ~ ASSEMBLY AND 12 x 12 ,<'i PCC APRON. 0 & 61 CONSTRUCT CATCH BAS/; PER CITY OF MORENO VALLfY STD. 302A. ' . j r--::~:-:---::-:::---:::-=--::'."'.".'--::--,--------------,,--,-------------------------,---,r--...-----------------------------------------,r--------------------.-------------=,----,,---------'-----------------------------------------------1~ BASIS OF BEARING BENCH MARK CITY OF MORENO VALLEY APPROVALS ~7.~E ENGINEER OF RECORD'S SEAL ACCT. NO. 2000-70-77-80001
E
THE BEARINGS SHOWN HEREON AllE BA.5ED ON Rl'/ERSIOE COUNTY DESIGNATION: M-4D-4 ':i>rfESS/ ~ 0-----------------------------------------&------------■-

CITY OF MORENO VALLEY
THE GRIO BEARING N 53'20'18" W BETWEEN RESET 11/30/76. t-,--------------------t--t--(_ __ _:AP'_'..P_"_R0".:V'._".EO".__".BY_'._ __ ~DA".'.T.=_E_J__'.'..BY'.._JRECOMMENDED: ~ '<"'i::. CONTINUOUSLY OPERATING REFERENCE AT THE SW CORNER OF NASON ST. AND C # ,\'.~El If'. ( ) ( ) ALESSANDRO BLVO 56' £AST OF OF f 2-°' ( ENG I N,E_,\:}"!'~'~''"S'~'~'~"~';[,A NT S \V MORENO MDP "' STATIONS CORS "PPBF" PIO ,'.11911 AND ; CL -~ ":f l--
77 "MlfP' (PIO AJlS8J) AS PER RECORDS NASON sr; 46' scum oF CL oF CITY TRAFFIC ENGINEER "'" .,.,..-,,:.,,,.-,,-,-,.,,,,-,.,..C:.-'--'-'.'--'--'-'-'------I 1s75 cu,Ft>!HIJA .i.cH. c.-oRoNJ.. cA. 92sa1 ~ PUBLISHED BY THE flATIONAL GEODETIC ALESSANDRO BLVO; 3' WEST OF TP KUMAR ",. "". '"' LINE I ~ SURVEY. ~-70306, 1' NORTH OF A 4"X4" MARKER MAINTENANCE AND DEPUTY PW RECTOR ASSISfANT CTTY ENGINEER UNDER THE SUPERVISION OF: No. 44875 ,-.:

C~R~O~~KJ£p~~ 1°'.'.ii~lRESET t---t------------------1----"-+~-L-.QiOP~EB/RA\]]JIQ!ON~S.JMA~NA~GE~R_.J.',/El~.&.:...JAf'PROVED: TA &p. 313112014 STORM DRAIN PLANS SHEET46 OF 49 § PPBF NORTH: 2248986.85
fAST: 6278618.84
MLFP
NORTH: 2279468.00
£AST: 623766B.24
1976• SENIOR ENGINEER f Jf!-~LJ .A.-(L ,.~ I /i7 'lA 1----------11~ ~AJ!iO:N (~Wdi:r=b38P~~g~NO MARK REVISIONS APPR. DATE p //~;, it t M~NG ~ 1/'.DA~'T LATERAL "/-13", "l-15", "l-16" & "l-18" PROJECT NO. ~.· SEE SHEET NO. 1 FOR DATUM STATEMENT MOP LINE 1", ORAMNG NO. 4-738. DESIGNED BY MWN, CEB DRAWN BY CEB, PDB CHECKED BY MWN R.C.E. 51318 R.C.E. #44875 EXP. 3/31/2014 801 0001 70 77 ..__ ___ ....i.;;~~~~~....i.;;;..;;;;;;;.;.;..;;;;;;;.;.;;.;;;..;.;,;;~...a.:;=~~=-~~~=...:.:=~~iiiiitl-----..... ..i...--1.----..;._----...i.;.;;;;;.:;;;;;;,;;..;;.;.;~:;.;.;;;_--_,.J--...;;;--,...---------------...JL..-;;.;...;~.;.;..;.;....ao:

PRADO DAM

MYSTIC LAKE

PRADO DAM

REDLANDS

BEAUMONT

WILDOMAR

MURRIETA
CANYON
LAKE
CORONA
NORCO

CALIMESA

LAKE ELSINORE

BANNING

RIVERSIDE
PERRIS

JURUPA VALLEY
HEMET

EASTVALE

MENIFEE

SAN JACINTO
MORENO
VALLEY

DIAMOND VALLEY
LAKE
LAKE

SKINNER
LAKE

MATHEWS
CANYON
LAKE
LAKE

ELSINORE
LAKE
PERRIS
ZONE 1
ZONE 5
ZONE 3
ZONE 7
ZONE 4
ZONE 2
°
0 1 2 3 4
Miles
HCOC Applicability Map
Map Document: (M:\Mdata\10108202\RCFCWCD_Hydromodification_Large_5500.mxd.mxd - IRV) - 1/9/2012 Legend
Stream Type
Not Susceptible Stream Channels
Potentially Susceptible Stream Channels
Large River (Not Susceptible)
Santa Ana River
Adequate Sump
Watershed Areas
Not Applicable Area
Applicable Area
Applicable Area Watershed Boundaries
Flood Control and Water
Conservation District Boundary
Study Area
County Boundary
Hydromodification Susceptibility Documentation Report and Mapping Riverside County Flood Control and Water Conservation District Map 2
SITE

Moreno Valley City CouncilJune 3, 2025

Moreno Valley City Council
June 3, 2025