WASTEWATER MASTER PLAN - Rincon Del Diablo · 2018. 12. 18. · WASTEWATER MASTER PLAN Prepared for: Rincon Del Diablo Municipal Water District 1920 North Iris Lane Escondido, California

WASTEWATER MASTER PLAN

Prepared for:

Rincon Del Diablo Municipal Water District 1920 North Iris Lane

Escondido, California 92026

Contact: Greg Thomas, General Manager

Prepared by:

605 Third Street

Encinitas, California 92024

Contact: D. Michael Metts, PE

NOVEMBER 2016

Printed on 30% post-consumer recycled material.

INTENTIONALLY LEFT BLANK

WASTEWATER MASTER PLAN

Prepared for:

Rincon Del Diablo Municipal Water District 1920 North Iris Lane

Escondido, California 92026

Contact: Greg Thomas, General Manager

Prepared by:

605 Third Street

Encinitas, California 92024

Contact: D. Michael Metts, P.E.

November 2016

Printed on 30% post-consumer recycled material.

Sewer Master Plan and EIR Project

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TABLE OF CONTENTS

Section Page No.

ACRONYMS AND ABBREVIATIONS ......................................................................... IV

ACKNOWLEDGEMENTS ................................................................................................V

ES EXECUTIVE SUMMARY ....................................................................................... 1

ES.1 Background ............................................................................................................................. 1

ES.2 Onsite Wastewater Treatment Systems.......................................................................... 2

ES.3 Water Reclamation Facility ................................................................................................. 3

ES.4 Wastewater Collection System ......................................................................................... 4

ES.5 Project Cost Opinions ......................................................................................................... 4

INTRODUCTION .................................................................................................. 5 1

1.1 Background ............................................................................................................................. 5

1.2 Service Area Overview ........................................................................................................ 9

1.3 Land Use .................................................................................................................................. 9

1.4 Onsite Wastewater Treatment Systems....................................................................... 10

1.5 Sewer Master Plan Scope ................................................................................................. 10

EXISTING FACILITIES AND FLOW PROJECTIONS .................................... 13 2

2.1 HGV Wastewater Collection System ............................................................................ 13

2.2 HGV Water Reclamation Facility (HGVWRF) ............................................................ 16

WATER RECLAMATION EVALUATION ........................................................ 19 3

3.1 HGVWRF Design Criteria ............................................................................................... 19

3.2 HGVWRF Capacity ............................................................................................................ 21

3.2.1 Influent Screen ....................................................................................................... 22

3.2.2 Equalization Basins ................................................................................................ 22

3.2.3 Aero-Mod System (Biological Treatment System) ........................................ 23

3.2.4 Tertiary Filtration ................................................................................................. 24

3.2.5 Chlorine Contact Tanks ...................................................................................... 24

3.2.6 Effluent Pump Station ........................................................................................... 25

3.2.7 Off-Quality Storage Basins .................................................................................. 25

3.2.8 Sludge Dewatering Centrifuge Pumps .............................................................. 26

3.2.9 Wet Weather Storage ......................................................................................... 26

COLLECTION SYSTEM CAPACITY EVALUATION ..................................... 29 4

4.1 Design Criteria .................................................................................................................... 29

4.2 HGV Conveyance System ................................................................................................ 30

4.3 HGV Lift Station ................................................................................................................. 31


TABLE OF CONTENTS (CONTINUED)

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PRELIMINARY OPINION OF PROBABLE COST ........................................... 33 5

5.1 Cost Opinion Methodology and Assumptions ............................................................ 33

5.2 Wastewater Treatment Cost Opinion .......................................................................... 34

5.3 Collection System Cost Opinion .................................................................................... 34

5.4 Opinion of Probable Annual Costs ................................................................................ 34

5.5 Capital Cost Per Equivalent Dwelling Unit ................................................................... 35

CONCLUSIONS ................................................................................................... 37 6

APPENDIX

Appendix A ....................................................................................................HGV Master Sewer Summary

FIGURES

Table ES-1. Existing HGVWRF Process Flow Diagram .......................................................................... 3

Figure 1-1. Vicinity Map and District Water Service Boundary ............................................................. 6

Figure 1-2. Harmony Grove Service Area Communities ........................................................................ 8

Figure 2-1. HGV Wastewater Collection System ...................................................................................14

Figure 2-2. HGV Sewer Lift Station ............................................................................................................15

Figure 2-3. Existing HGVWRF Site Layout ...............................................................................................17

Table 3-4. Existing HGVWRF Process Flow Diagram ............................................................................21

TABLES

Table 2-1. HGV Sewer Design Criteria .....................................................................................................16

Table 2-2. HGV Projected Wastewater Volumes ...................................................................................16

Table 3-1. Influent Wastewater Flow Rate Design Criteria .................................................................19

Table 3-2. Influent Wastewater Quality ....................................................................................................20

Table 3-3. Projected WRF Effluent Limits .................................................................................................20

Table 3-5. Existing Influent Screen Capacity Analysis .............................................................................22

Table 3-6. Equalization Basins Capacity Analysis ....................................................................................22

Table 3-7. Existing Aeration Basins Capacity Analysis ...........................................................................23

Table 3-8. Existing Secondary Clarifier Capacity Analysis .....................................................................23

Table 3-9. Existing Aerobic Digester Capacity Analysis ........................................................................23

Table 3-10. Existing Tertiary Filtration Capacity Analysis .....................................................................24

Table 3-11. Existing Chlorine Contact Tank Capacity Analysis ...........................................................24

Table 3-12. Existing Effluent Pump Station Capacity Analysis ..............................................................25


TABLE OF CONTENTS (CONTINUED)

Page No.

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Table 3-13. Existing Off-Quality Storage Capacity Analysis ..................................................................25

Table 3-14. Existing Sludge Dewatering Centrifuge Capacity Analysis ...............................................26

Table 3-15. Existing Wet Weather Storage Capacity Analysis ............................................................26

Table 4-1. Sewer Design Criteria Comparison........................................................................................29

Table 4-2. Proposed District Design Criteria ..........................................................................................30

Table 5-1. Summary of Construction Cost Classes ..............................................................................33

Table 5-2. HGV Wastewater System Cost Summary ...........................................................................35


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ACRONYMS AND ABBREVIATIONS

af/yr acre-feet per year

BOD Biological Oxygen Demand

CEQA California Environmental Quality Act

County San Diego County

EDU equivalent dwelling unit

EIR Environmental Impact Report

EQ equalization

d/D Depth to Diameter ratio

District Rincon Del Diablo Municipal Water District

gpd gallons per day

HGV Harmony Grove Village

HGVS Harmony Grove Village South

HGVWRF Harmony Grove Village Water Reclamation Facility

Hp horsepower

LAFCO Local Agency Formation Commission

LF Lineal feet

MLSS Mixed liquor suspended solids

MPN maximum potential number

N/A not applicable

NTU nephelometric turbidity units

O&M operation and maintenance

OWTS Onsite wastewater treatment system

PDWF Peak Dry Weather Flow

PWWF Peak Wet Weather Flow

RW Recycled Water

RWQCB Regional Water Quality Control Board

SWRCB State Water Resources Control Board

TDH total dynamic head

TSS Total Suspended Solids

VFD variable frequency drives

WRF Water Reclamation Facility


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ACKNOWLEDGEMENTS

We appreciate the combined efforts of the entire project team in the development and

preparation of the sewer master plan. Our project team includes staff from the District and

Dudek. The efforts of the following individuals are gratefully acknowledged for their

contributions to the completion of the evaluations presented in this report:

Rincon del Diablo Municipal Water District

Greg Thomas, General Manager

Clint Baze, Director of Engineering and Operations

Julia Escamilla, Public Service and Information Officer

Dudek

Michael Metts, PE, Principal/Project Manager

Kate Palmer, PE, Senior Engineer

Michael Hill, PE, Senior Engineer

Sarah Lozano, Principal Environmental Manager

Curtis Battle, GIS Analyst

Andrew Talbert, Environmental Analyst

Spencer Hardy, Environmental Analyst


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ES EXECUTIVE SUMMARY

The primary purpose of the Rincon Del Diablo Municipal Water District (District) Sewer

Master Plan is to evaluate the feasibility of the District providing wastewater collection,

treatment and disposal service to residential customers located within the Harmony Grove

Village service area in northern San Diego County. Prior to provision of such wastewater

service, the District is required to petition the Local Agency Formation Commission (LAFCO)

for activation of its latent wastewater powers and definition of the District’s wastewater service

boundary. This master plan, and the accompanying Environmental Impact Report (EIR), provide

the information required by LAFCO to evaluate the District’s application and subsequently

establish the District’s wastewater service jurisdiction.

Wastewater service within the Harmony Grove Village (HGV) service areas currently includes

previously constructed collection and treatment facilities for the HGV community. Wastewater

generated within the community is conveyed to a local treatment facility, where it is treated to Title

22 recycled water standards. Recycled water is used for irrigation purposes within the community,

as well as in the greater District recycled water service area. As promulgated by the State of

California, recycled water provides for greater beneficial use in non-potable situations as it reduces

demand on potable water resources and costly imported water supplies. The District has been

providing recycled water within its service area for several years, acquiring recycled water from the

City of Escondido.

The District, with the intent of minimizing community effect and lowering overall cost, is

pursuing activation of its latent wastewater powers. The County of San Diego currently

provides wastewater service to the HGV service area. By taking over operation of the HGV

service area, the District would provide more local management and operation of wastewater

collection, treatment and disposal functions. As a part of its comprehensive approach to

effective wastewater management, LAFCO will also establish the wastewater planning area to

match the boundaries of the District’s current water service area. No wastewater service is

currently proposed or planned within the identified wastewater planning area, with the

exception of the existing HGV services. As such, the District wastewater service boundary will

be congruent with the existing HGV boundary.

ES.1 Background

The HGV development was previously approved by the County and is currently under

construction. The HGV community was approved to provide wastewater service through

construction of local wastewater conveyance and treatment facilities, to be owned and

operated by the County. The HGV Water Reclamation Facility (HGVWRF) is currently

constructed, and is proposed to begin processing tributary wastewater flows in approximately


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the spring of 2017. Wastewater generation within the HGV community is currently collected

and hauled to a regional treatment facility, until the HGVWRF has sufficient flow to sustain

continuous operation.

Under current discussions, the County will divest itself of the HGVWRF and its associated

collection and conveyance facilities. The District, through LAFCO action, will become the

wastewater service provider for the HGV service area. As such, the District will be obligated

to provide safe, cost-effective wastewater service within its service area in accordance with

State and local regulations. This document defines projected wastewater generation within the

HGV service area, as well as existing and/or proposed facilities required for HGV wastewater

service. The overall goal is to reduce the overall cost of service to local customers within the

HGV wastewater service area.

The HGV community is the only community with County-approved sewer facilities within the

District’s proposed wastewater service area. The County has sole discretion with regard to

land use planning and decision making for the planning area. The District is not a land use

authority, and as such, will rely on and monitor County approval of any new development

within the planning area. Should the County identify future development within the District

planning area, it will be the County’s responsibility to determine available service options

relative to any new development, including wastewater service. LAFCO defines a planning area

as an area that identifies future boundaries, thereby alleviating potential unrepresented land

areas that do not have a designated service provider and facilitating future planning of efficient

and effective services. Preparation of this planning document assures that the District is

fulfilling its regulatory mandate of providing cost-effective and reliable water, recycled water

and wastewater service to its constituents, as required by appropriate government codes.

ES.2 Onsite Wastewater Treatment Systems

In evaluation of the HGVWRF, this study incorporates the requirements of the OWTS Policy

with respect to providing future sewer service to the HGV community. These evaluations

quantify the potential wastewater generation that are hydraulically tributary to the existing

wastewater collection system for the purposes of assuring that treatment capacity is available,

as required by current regulations. The planning study does not establish wastewater collection

and treatment criteria for properties outside the HGV service area, within the District planning

area. The housing densities of the HGV development requires construction of local treatment

facilities, as OWTSs are not permissible under current regulations.


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ES.3 Water Reclamation Facility

As discussed, future development within the District planning area is not evaluated by this

study. Future County action is required for additional wastewater service, and the County will

evaluate any such options for collection, treatment and disposal.

The existing HGVWRF is designed to accommodate an average daily flow rate of 180,000

gallons per day (gpd). Based on evaluation of the HGVWRF, the following treatment processes

comprise the existing wastewater treatment train:

Influent Screen

Equalization Basin

Aero-Mod Treatment System (Aeration Basins, Secondary Clarifiers, Digesters)

Tertiary Filtration System

Chlorine Contact Tank

Off-Quality Storage Tank

Effluent Pumping

The existing process flow diagram for the HGVWRF facility is illustrated on Table ES-1.

Table ES-1. Existing HGVWRF Process Flow Diagram


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ES.4 Wastewater Collection System

Evaluations for this analysis were confined to the existing wastewater conveyance plans for the

HGV community. Collected wastewater is conveyed to an existing pump station along

Harmony Grove Road, where it is pumped to the HGVWRF. These wastewater collection and

conveyance facilities are defined in the HGV planning and environmental documentation.

ES.5 Project Cost Opinions

Cost opinions are developed for the HGV collection and treatment systems, as well as

annual operation and maintenance costs.


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INTRODUCTION 1

Discussions in this section provide an understanding of the previous planning within the HGV

service area, including activation of the District’s latent wastewater powers and formation of a

District wastewater service area.

1.1 Background

The District is located within northern San Diego County, within the greater Escondido Valley,

and formed in 1954. The District provides potable and recycled water service, structural fire

protection and advanced life support-level emergency medical service to its defined service area

(See Figure 1-1). The District currently serves water and recycled water to customers located

within the cities of Escondido, San Marcos, and San Diego, and within various unincorporated

areas of San Diego County. The District delivers potable and recycled water to a population of

approximately 30,000 through approximate 8,000 service connections, representing residential,

agricultural, landscape, and commercial/industrial water customers.

The District does not currently provide wastewater service within its water service boundary. It is

the District’s desire to petition LAFCO for activation of its latent wastewater powers, thereby

expanding its service offerings within its existing service boundary. Upon activation of these latent

powers, the District proposes to acquire the HGV community, currently located within

unincorporated portions of the County, areas to which the District currently provides potable and

recycled water service.

The HGV community is approved by the County, including wastewater conveyance and treatment

facilities. The HGVWRF construction is complete, and processing of tributary wastewater flows from

the HGV community will begin in approximately mid-2017. When placed into service, the County

Sanitation District will own and operate the HFVWRF. Wastewater generation within the HGV

community is currently collected and hauled to a regional treatment facility for disposal, until the

HGVWRF has sufficient flow to sustain continuous operation. Figure 1-2 illustrates the location of

HGV community and the HGVWRF, as well as the LAFCO-proposed wastewater-planning boundary.

The County and District are in negotiations for the District to take responsibility for operation

and maintenance of the HGVWRF. Ongoing County operation and maintenance of the HGV

wastewater system is projected to increase the cost of service, and result in complicated

contractual arrangements between the County and the District. The District is favorable to

acquiring the HGV collection and treatment facilities. As the new wastewater service provider,

the District is obligated to provide viable and cost-effective wastewater service within its

service area. As the HGVWRF is currently designed to accommodate the wastewater

generation of the HGV community, no additional treatment facilities are currently required.


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Figure 1-1. Vicinity Map and District Water Service Boundary


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Figure 1-2. Harmony Grove Service Area Communities


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There are existing residential properties included within the proposed wastewater-planning

area, which are currently serviced by on-site septic systems. Any future development or

wastewater service within the wastewater planning boundary will require land use action by the

County. As such, the County will be ultimately responsible for identification and evaluation of

any such future development, including wastewater services. Furthermore, any properties

interested in shifting from septic to municipal wastewater service, as a result of potential septic

system failures or other reasons, will be required to submit such requests in the future and

appropriate planning evaluation will be conducted at that time. No wastewater service outside

the HGV community boundary is planned at this time.

The District’s intention is to increase responsiveness, service reliability and lower cost to HGV

residents by acquiring the HGV wastewater collection and treatment facilities. Through local

management, the District may reduce overall cost, increase operation and maintenance

efficiency, improve local water quality and controls, and maintain compliance with the San

Diego Regional Water Quality Control Board’s (RWQCB) Basin Plan. Furthermore, the local

community benefits when one local agency provide multiple services, as all customers are

assure to receive simultaneous service, while the community benefits from more sustainable

and resilient services.

1.2 Service Area Overview

The proposed wastewater service area encompasses only the HGV community, within

unincorporated areas of northern San Diego County, located west of the City of Escondido,

and south of the City of San Marcos. The District’s wastewater service area would be

congruent with the existing HGV community boundary. The proposed wastewater service area

is located within the District’s current water and recycled water service area. Through LAFCO

activation of the District’s latent wastewater powers, the District will provide water, recycled

water and wastewater service within its existing service area boundary, excluding any areas

currently served by the City of Escondido.

1.3 Land Use

Land use within the proposed service area is primarily rural residential. The HGV community is

comprised of residential and commercial land uses. Other land uses include a former rock

quarry, commercial, school, and institutional land uses. The planning and environmental reports

of the HGV community were approved by the County in 2007 and document the

environmental impact of this community (Final Environmental Impact Report for Harmony Grove

Village, February 2007).

The HGV community is the only community currently approved for construction within the

proposed wastewater planning area. The County has sole discretion with regard to land use

planning and decision-making. The District is not a land use authority, and as such, will rely on


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County decisions related to any potential approval of new communities. Should any new

developments be identified, the County will define and evaluate future wastewater service

alternatives.

1.4 Onsite Wastewater Treatment Systems

The District is obligated to acknowledge the requirements of the current OWTS Policy with

respect to providing future sewer service. As required by current regulation, the District may

be required, in the future, to evaluate additional wastewater service. This study does not

quantify or evaluate potential future service requirements. As with the HGV community,

where housing densities exceed those allowed, local collection and treatment facilities may be

required. As discussed, these evaluations will be the responsibility of the County within the

identified wastewater planning area.

1.5 Sewer Master Plan Scope

The primary purpose of the District Sewer Master Plan is to provide the analyses required by

LAFCO in evaluating the District petition for wastewater powers activation. These

requirements include evaluating facilities needed for the District to provide wastewater

collection, treatment and disposal service to customers located within the HGV service area.

An Environmental Impact Report (EIR) is required to be prepared simultaneously with this

Sewer Master Plan, evaluating the potential impacts of the District’s Sewer Master Plan. The

District will be submitting its petition to LAFCO for activation of its latent wastewater powers

and establishment of its wastewater service area boundary (congruent with the HGV

community boundary).


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EXISTING FACILITIES AND FLOW PROJECTIONS 2

The HGV community’s wastewater collection and treatment facilities are identified and a

portion have been constructed. The following discussions identify the existing facilities within

the HGV community.

2.1 HGV Wastewater Collection System

Approximately 50 percent of the HGV wastewater collection system is installed. As illustrated

by Figure 2-1, the wastewater collection system shown north of the red line is not currently

installed. South of the red line, the collection system is installed and homes are being

constructed. The existing and proposed collection system is comprised of 8- to 12-inch

diameter PVC gravity sewer pipelines, installed within paved roadways. Wastewater generated

within the HGV community is conveyed by gravity to the HGV sewer lift station (Figure 2-2),

located near Harmony Grove Road and Harmony Village Drive. The lift station includes three

pumps (two duty and one standby), with required standby power and wastewater emergency

storage to meet County and RWQCB standards. From the lift station, wastewater is pumped

through one of two 6-inch diameter PVC force mains to the HGVWRF. The HGVWRF is

designed to treat wastewater to Title 22 recycled water standards, which is subsequently

conveyed to recycled water users within the HGV community and into the larger District

recycled water distribution system for disposal.

The HGV community covers an area of approximately 468 acres, and includes 745 single-family

residential homes, live/work homes including retail space on the first floor, two designated

commercial sites, two-acre fire station site, two-acre institutional site, park areas, village hall

and the HGVWRF. The HGV community also includes recreational and open space areas,

including equestrian facilities, public parks and a local trail system.

Wastewater generation from the HGV community is defined in the previously prepared “Sewer

Study for Harmony Grove Village”, dated July 2014. The sewer study adheres to design criteria

promulgated by the San Diego County Sanitation District. County design criteria is included in

Table 2-1.

Based on the County criteria, the projected wastewater flow (Table 2-2) for the HGV

community is approximately 180,000 gpd, with a peak wastewater flow of approximately

380,000 gpd. The HGV wastewater collection system is sized based on the identified County

design criteria, and use of an Excel-based hydraulic model.


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Figure 2-1. HGV Wastewater Collection System

1 – Figure from Sewer Study for Harmony Grove Village (VTM 5365), July 2014, Rick Engineering Company


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Figure 2-2. HGV Sewer Lift Station


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Table 2-1. HGV Sewer Design Criteria

Criteria

Single Family Home Wastewater Flow 240 Gallons/day/EDU

Minimum Sewer Diameter 8 Inches

Minimum Pipe Slope for 8-inch Diameter

Pipeline 0.4 Feet per 100 feet

Depth to Diameter ratio (d/D) for pipelines less

than or equal to 15-inch diameter 0.5 -

d/D for pipelines greater than 15-inch diameter 0.75 -

Manning Coefficient (n) 0.013 -

Commercial Flow rates 500 Gallons/day/acre

Institutional/Fire Station Flow Rates 1,500 Gallons/day/acre

Table 2-2. HGV Projected Wastewater Volumes

Site

Unit/Acres

Unit

(gpd/unit)

Average

Flow (gpd)

PDWF2

(gpd)

PWWF2

(gpd) HGV Development1

Single Family Residential 745 units 215 160,000 192,000 337,600

Commercial, Parks,

Institutional, Etc. N/A Various 20,000 24,000 42,200

Total 180,000 216,000 379,800

1 Data from Rick Engineering Sewer Study for Harmony Grove Village (July 2014) 2 PDWF = Peak Dry Weather Flow, PWWF = Peak Wet Weather Flow

2.2 HGV Water Reclamation Facility (HGVWRF)

The HGVWRF is located on an eight-acre site, located on the northeast corner of Harmony

Grove Road and Country Club Drive. Flows from the HGV collection system are conveyed to

the HGVWRF through the HGVWRF influent lift station. The HGVWRF has an average annual

capacity of 180,000 gpd, and treats wastewater to Title 22 disinfected tertiary recycled water

for distribution in the District’s recycled water distribution system.

Existing structures and processes at the HGVWRF include the operations building, headworks,

equalization basins, Aero-Mod biological treatment system, gravity sand filters, aerobic digesters,

process control/sludge dewatering building, chlorine contact tanks, effluent pump station, off-quality

storage, and wet weather storage. The wet weather storage basin is constructed within an existing

depression from a previous rock quarry. The HGVWRF site plan is illustrated on Figure 2-3.


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Figure 2-3. Existing HGVWRF Site Layout


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The effluent pump station discharges to the existing District recycled water system in Country

Club Drive, which includes a 16-inch recycled water distribution. The flow velocity (16-inch

pipeline) will be approximately 4.0 fps for ultimate maximum day conditions and approximately

4.7 fps under peak hour flow conditions. Therefore, the existing recycled water system has

sufficient capacity to convey the recycled water flows to the District’s R1 Reservoir.


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WATER RECLAMATION EVALUATION 3

Wastewater service within the HGV service area currently include the collection and treatment

facilities required for the HGV community. Wastewater generated within the community is

conveyed to the local treatment facility (HGVWRF), where it is treated to Title 22 recycled

water standards. Recycled water is then used for irrigation purposes within the community, as

well as in the greater District recycled water service area. As promulgated by the State of

California, recycled water is preferable for non-potable water uses as it reduces demand on

potable water resources and reduces the demand on costly imported water supplies. The

District has been providing recycled water within its service area for several years, acquiring

recycled water from the City of Escondido.

3.1 HGVWRF Design Criteria

The HGVWRF is designed to treat an average daily flow of 180,000 gpd. As discussed in

Section 2, annual average wastewater generation within the local HGV service area is identified

to be approximately 180,000 gpd.

Wastewater systems experience fluctuations in flow on both a daily and seasonal basis. In

addition, wastewater volumes fluctuate during storm events, as rainwater may enter the

collection system and be conveyed to the treatment facility. To accommodate these known

fluctuations in tributary wastewater volume, treatment facilities are designed using a variety of

peaking factors, each being attributable to the various components of the treatment plant

depending on the impact these flow have on the treatment facilities. The HGVWRF design

incorporates such peaking factors to maintain required treatment process integrity, as

presented in Table 3-1.

Table 3-1. Influent Wastewater Flow Rate Design Criteria

Flow Scenario

Peaking

Factor

Flow Rate

(mgd) Applicable Process Components

Annual Average Day Flow 1.00 0.387 Storage Tanks

Maximum Month (Dry Weather) Flow 1.20 0.464 Biological treatment, Chlorine contact

tanks

Maximum Day (Wet Weather) Flow 2.11 0.817 Pumps, clarifiers, and filters

Maximum Peak-Hour (Wet Weather)

Flow 4.00 1.548 Influent screen

Note: mgd = million gallons per day

Within most treatment facilities, return flows are generated from various processes and move

water from one process to another. These return flows increase the flow to specific process


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components, beyond those identified in Table 3-1, changing the required tankage and equipment

sizing. For the HGVWRF, return flows from on-site wet weather storage is returned to the

filtration and chlorination processes prior to distribution. These return flows, combined with

plant influent flow, are designed not to exceed the identified maximum day design capacity of the

affected facility. Similarly, backwash water from filters increases plant process flow, increasing the

required treatment capacity of downstream process components. Underflow from sludge

dewatering facilities similarly increase process flow for the treatment facilities. The HGVWRF

design accommodates necessary return flows for the defined treatment plant capacity, and these

flows are accounted for in analysis of the existing treatment capacity.

Equally important to the flow capacity of the HGVWRF is the quality of the tributary

wastewater. Higher strength wastewater, as measured by Biological Oxygen Demand (BOD),

Total Suspended Solids (TSS), and Total Ammonia as Nitrogen, increases the required size of

the treatment facilities. The HGVWRF accommodates existing influent wastewater strength

criteria as presented in Table 3-2

Table 3-2. Influent Wastewater Quality

Parameter Units Design

Biochemical Oxygen Demand (BOD), average mg/L 364

Total Suspended Solids (TSS), average mg/L 414

Ammonia as Nitrogen mg/L 53

Note: mg/L = milligrams per liter

As discussed, the HGV service area is an inland wastewater service area. As such, the

treatment plant does not have access to a land outfall to convey treated effluent to the Pacific

Ocean for ultimate disposal, as coastal treatment facilities may have. For this reason, the

HGVWRF recycles water for ultimate disposal by irrigation of local and regional non-potable

water demands. On a daily and annual basis, wastewater production is treated and distributed

to completely dispose of wastewater generated within the service area.

The HGVWRF, as an inland treatment facility, is required to treat tributary wastewater volumes to

Title 22 tertiary standards suitable for unrestricted reuse. Protection of groundwater resources is

promulgated in the Water Quality Control Plan for the San Diego Basin (Region 9, hereinafter

referred to as the Basin Plan). Based on the HGVWRF discharge permits and the local Basin Plan,

effluent requirements for the HGVWRF are presented in Table 3-3.

Table 3-3. Projected WRF Effluent Limits

Constituent Units Effluents Limits


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Daily Maximum Monthly Average 12-Month Average

BOD5 mg/L 45 30 -

Suspended Solids mg/L 45 30 -

Total Nitrogen (as

nitrogen)

mg/L - - 15

Total Dissolved Solids mg/L - - 1,000

pH - 6.5 – 8.5 at all times

Total Coliform MPN/100

ml

23 2.2 (7-day average) -

Turbidity NTU 2 (Max for up to 5% of time/24 hours)

5 (Max at any time)

Note: MPN = maximum potential number, NTU = nephelometric turbidity units

3.2 HGVWRF Capacity

Design criteria, discussed above, establish the capabilities of each process in the HGVWRF

treatment train. Accurately defining the existing capacity of individual HGVWRF treatment process

is critical. Table 3-4 illustrates the process flow diagram of the HGVWRF.

In the following discussions, the capacity of each process unit in the HGVWRF is analyzed to

identify the available treatment.

Table 3-4. Existing HGVWRF Process Flow Diagram


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3.2.1 Influent Screen

The influent lift station and force mains convey wastewater from the collection systems to the

HGVWRF for treatment. The influent force mains discharge into the headworks channels,

where the wastewater flows into a single rotating drum screen. A bypass channel is provided

with a manual bar rack, to accommodate maintenance of the rotating drum screen. The

computed capacity of these facilities is presented in Table 3-5.

Table 3-5. Existing Influent Screen Capacity Analysis

Parameter Units Design Criteria / Notes

Number of existing units - 1 With bypass manual bar rack

Design capacity per unit gpm 900 Manufacturer specification

Total existing capacity gpm 900 -

3.2.2 Equalization Basins

The screened wastewater flows by gravity to a splitter box, where influent is diverted to the

equalization (EQ) basins. The equalization basins limit flow rate fluctuations by pumping from

the basins at a constant flow rate, allowing water level in the basins to fluctuate throughout the

day. Two EQ basins are constructed, in a duty/standby configuration, to allow for inspection,

maintenance, and rehabilitation of each basin independently. These basins are aerated to keep

the influent wastewater mixed and to avoid odor production. The capacity of these facilities is

presented in Table 3-6.

Table 3-6. Equalization Basins Capacity Analysis


Number of existing units - 2 1 duty / 1 standby

Volume per unit gal 49,000 -

Design detention time hrs 6 Existing criteria

Existing capacity per unit gpd 196,000 -

Total existing capacity gpd 196,000 -


9552

23 November 2016

3.2.3 Aero-Mod System (Biological Treatment System)

Wastewater treatment is a biological process, by which microorganisms are used to eliminate

waste products in the water. For the HGVWRF, influent wastewater is pumped from the EQ

basins, at a constant rate, into the Aero-Mod system splitter box. Biological treatment is

provided within the Aero-Mod SEQUOX BNR, a proprietary aerobic extended aeration

process combined with contiguous anoxic denitrification, clarifiers, and aerobic digesters. These

unit processes are constructed within multiple common-wall concrete tanks. Based on

evaluation of HGVWRF capacity, the capacity analysis for the Aeration Basins, Secondary

Clarifiers, and Digesters is presented in Table 3-7, 3-8 and 3-9, respectively.

Table 3-7. Existing Aeration Basins Capacity Analysis


Number of trains - 4 4 duty / 0 standby

Volume per train gal 62,000 -

Total existing volume gal 248,000 -

Design organic loading BOD lb/103cf-

d

20 Existing manufacturer criteria

Total existing treatment

capacity

gpd 223,000 -

Table 3-8. Existing Secondary Clarifier Capacity Analysis


Number of units - 4 4 duty / 0 standby

Surface area per units sf 192 -

Design overflow rate gpd/sf 600 Existing manufacturer criteria

Design solids loading lb/d/sf 27.9 Existing manufacturer criteria

Design MLSS mg/L 3,500 Existing manufacturer criteria

Total existing capacity gpd 507,000 (Overflow rate governs)

Table 3-9. Existing Aerobic Digester Capacity Analysis




Total existing volume gal 96,000 -


9552

24 November 2016

Table 3-9. Existing Aerobic Digester Capacity Analysis


Required wasting rate gpd 7,893 Based on manufacturer

calculations

Sludge age Days 25 Existing criteria

3.2.4 Tertiary Filtration

Secondary clarifier effluent is conveyed by gravity to the tertiary filtration structure. The

packaged tertiary filtration systems include flash mixing basins, flocculation basins, gravity sand

filter cells, underdrains, mud well, clear well, backwash pumps, and air scour blowers. Similarly,

the capacity of these facilities, with the associated mixers, pumps, and blowers, is presented in

Table 3-10.

Table 3-10. Existing Tertiary Filtration Capacity Analysis


Number of existing cells - 5 3 duty / 1 in backwash / 1 standby

Surface area per unit sf 21 -

Filter rate gpm/sf 5 Title 22 Limit



3.2.5 Chlorine Contact Tanks

Effluent from the filtration system is conveyed by gravity to the chlorine rapid mix vault and

subsequently to the Chlorine Contact Tanks. Based on review of the HGVWRF design, the

capacity of these facilities is presented in Table 3-11.

Table 3-11. Existing Chlorine Contact Tank Capacity Analysis


Number of existing passes - 2 2 duty

Volume per pass gal 16,000 -

Detention time min 90 HGVWRF Waste Discharge

Requirements

Estimated Baffling Factor - 0.65 Based on geometry and

configuration


9552

25 November 2016



3.2.6 Effluent Pump Station

Disinfected tertiary effluent (recycled water) is conveyed from the Chlorine Contact Tank to

the Tertiary Effluent Clear Well / Pump Station Wet Well. The recycled water is then pumped

into the District’s recycled water system for delivery to end users. The capacity of these

facilities is presented in Table 3-12.

Table 3-12. Existing Effluent Pump Station Capacity Analysis



Capacity of each unit gpm 188 Manufacturer specification


The effluent pump station discharges to the District recycled water system in Country Club

Drive. The District recent constructed the 16-inch recycled water distribution main as a part

of its R1 Reservoir Conversion Project. The flow velocity in the 16-inch pipeline will be

approximately 4.0 fps for ultimate maximum day conditions. Under peak hour flow conditions,

the maximum flow velocity would be 4.7 fps. Therefore, the recycled water system has

sufficient capacity to convey recycled water flow to the R1 Reservoir.

3.2.7 Off-Quality Storage Basins

As protection during emergency situations, recycled water treatment facilities include storage

to which effluent not meeting the required discharge standards can be discharged. The “off-

quality” water is stored while the process anomaly is corrected, and then pumped back into the

treatment process. The off-quality tank is typically sized to provide 24 hours of storage, as

required by California Title 22 redundancy requirements. The capacity of these facilities is

shown in Table 3-13.

Table 3-13. Existing Off-Quality Storage Capacity Analysis


Number of existing units - 1 -


Design detention time hr 24 Title 22 redundancy requirements


9552

26 November 2016

Table 3-13. Existing Off-Quality Storage Capacity Analysis




3.2.8 Sludge Dewatering Centrifuge Pumps

Sludge, or biosolids, is the resulting materials following the wastewater treatment process.

These solids are aerated in digesters to make the materials suitable for landfill disposal. The

digested sludge is pumped from the aerobic digesters to the Sludge Dewatering Centrifuge.

The capacity of these facilities is presented in Table 3-14.

Table 3-14. Existing Sludge Dewatering Centrifuge Capacity Analysis


Number of existing units - 1 -

Capacity of each unit gpm 80 Manufacturer specification


3.2.9 Wet Weather Storage

During the wet weather events, recycled water facilities operate under normal conditions,

while recycled water irrigation demand decreases. The Regional Water Quality Control Board

requires that excess treated effluent be discharged either to storage facilities or to a fail-safe

land outfall connection to an ocean outfall. If neither exist, the Regional Board requires storage

facilities to maintain 84 days of wet weather storage, unless water balance calculations

demonstrate that less volume is adequate based on available year-round recycled water

demand. The Wet Weather Storage capacity is presented in Table 3-15.

Table 3-15. Existing Wet Weather Storage Capacity Analysis


Number of existing

basins

- 1 -

Days of storage days 84 Regional Board Requirement

Volume of basin gal 16,000,000 -


9552

27 November 2016

Based on review of the District’s recycled water system and associated demands, the HGVWRF

will be able to safely discharge treated recycled water into the District’s existing recycled water

distribution system on an annual basis. Recycled water will be conveyed to the 3,000,000-gallon

R-1A recycled water storage tank, which will be connected to the District’s ID-1 South

recycled water service area. The District’s current annual average recycled water demand is

approximately 3,030 acre-feet per year (af/yr) or 2.7 mgd. The District’s largest recycled water

demand is related to cooling water for the 550-megawatt Sempra Energy plant, having an

annual average demand of 2.4 mgd, which accounts for approximately 90 percent of the

District’s total annual recycled water production. Other recycled water demands are primarily

irrigation and account for an annual average demand of approximately 0.30 mgd. These demand

values do not include new irrigation demand for the HGV community.

Recycled water demand during the winter for customers other than the Energy Plant equates

to 0.09 mgd, assuming a minimum-month factor of 30 percent. The Energy Plant’s recycled

water demand is typically operational year-round, except for scheduled maintenance and shut

down for a two-week period each year, typically in the spring. A two week shut down in the

winter months requires approximately 4-million gallons of wet weather storage, which is

accommodated by the HGVWRF wet weather storage basin. As such, the existing wet weather

storage has sufficient capacity to accommodate the required off-quality storage volumes for the

entire plant.


9552

28 November 2016



9552

29 November 2016

COLLECTION SYSTEM CAPACITY EVALUATION 4

Assuming LAFCO grants the District’s petition for activation of its latent wastewater, the

District will be required to own and operate the HGV conveyance and treatment facilities. As

such, it is necessary to understand the existing conveyance system capabilities. To date,

approximately half of the HGV collection system is constructed, as identified in Section 3.

4.1 Design Criteria

As a water and recycled water agency, the District does not currently promulgate wastewater

standard specifications and details. For this reason, Dudek compared commonly implemented

wastewater design criteria from five similar public agencies to establish design criteria for this

evaluation. Criteria used by other local agencies is shown in Table 4-1.

Table 4-1. Sewer Design Criteria Comparison

Design

Criteria

San Diego

County

City of

Escondido

Leucadia

Wastewater

District

Vallecitos

Municipal

Water

District

Rainbow

Municipal

Water

District

Minimum Size 8-inches 8-inches 8-inches 8-inches 8-inches

Minimum Slope

(8”)

Designed to

provide

desired

velocities

0.50% 0.40% 0.40% 0.40%

Minimum Slope

(12” and larger)

Designed to

provide

desired

velocities

0.30% 0.25%2 0.22%2 0.24%

Mannings “n” 0.013 N/A 0.013 0.013 0.013

Minimum

Velocity (ft/s) 2 2 2 2 2

Maximum d/D

(


9552

30 November 2016

From the identified neighboring agency design criteria, the design criteria used for this

evaluation is shown in Table 4-2. These criteria are used throughout this report to evaluate

conveyance capacity for the collection system.

Table 4-2. Proposed District Design Criteria

Design Criteria

Rincon del Diablo

Municipal Water District

Minimum Size 8-inches

Minimum Slope (8”) 0.4%

Minimum Slope (12” and larger) 0.25%

Manning “n” 0.013

Minimum Velocity (ft/s) 2

Maximum d/D (


9552

31 November 2016

one-quarter full. Appendix A provides the master sewer summary for the HGV collection

system from the original analysis.

4.3 HGV Lift Station

The existing HGV lift station is designed to accommodate 180,000 gpd average flow and a

378,000-gpd maximum day flow, based on serving the HGV community. To accommodate

these flows, the existing HGV lift station has three vertical centrifugal sewer pumps rated at

250 gpm, with 20 horsepower (Hp) motors, at 86 feet total dynamic head (TDH). The HGV lift

station pumps are constant speed pumps. It may be reasonable to consider variable frequency

drives (VFDs) I the future when the existing pumps are replaced. The HGV lift station has two

6-inch diameter, 1,800 LF force mains connecting the lift station to the HGVWRF. Based on

HGV flow projections, the 6-inch force mains will flow at velocity of approximately 6.0 ft/s

through a single force main.


9552

32 November 2016



9552

33 November 2016

PRELIMINARY OPINION OF PROBABLE COST 5

The following opinion of probable cost (cost opinion) serves to establish an order of magnitude

cost for the HGV wastewater facilities. The cost opinion is based on the quantities and unit

price estimates developed from the planning level concepts, quotations from general

contractors, vendor quotes, and existing site conditions. The cost opinion is also based on

actual costs, where known, for the HGVWRF and associated facilities.

5.1 Cost Opinion Methodology and Assumptions

For the purposes of this analysis, the cost opinion is considered a Class 4 Construction Cost

Opinion, based on the feasibility level analysis completed. The cost opinion makes use of

quantity takeoffs, vendor/supplier/manufacturer quotations, actual HGV construction costs, and

recent contract bid award data in the development of projected costs. Table 5-1, below,

provides definition of the various Cost Opinion Classes.

Table 5-1. Summary of Construction Cost Classes

COST

OPINION

Class

Primary

Characteristic Secondary Characteristic

Level of Project

Definition Expressed as % of

Complete Definition

End Usage Typical Purpose of

Cost Opinion

Methodology Typical

estimating method

Expected

Accuracy Range Typical Variation In

Low And High

ranges (a)

Preparation

Effort Typical Degree of

effort relative To Least Cost Index of

1(b)

Class 5 0% to 2% Concept

Screening

Capacity

Factored.

Parametric

Models.

Judgment or

Analogy

L: -20% to -50%

H: +30% to +100%

1

Class 4 1% to 15% Study or

Feasibility

Equipment

Factored or

Parametric

Model

L: -15% to -30%

H: +20% to +50%

2 to 4

Class 3 10% to 40% Budget

Authorization, or

Control

Semi-Detailed

Unit Costs with

Assembly Level

Line Items

L: -10% to -20%

H: +10% to +30%

3 to 10


9552

34 November 2016

COST

OPINION

Class

Primary

Characteristic Secondary Characteristic

Level of Project

Definition Expressed as % of

Complete Definition

End Usage Typical Purpose of

Cost Opinion

Methodology Typical

estimating method

Expected

Accuracy Range Typical Variation In

Low And High

ranges (a)

Preparation

Effort Typical Degree of

effort relative To Least Cost Index of

1(b)

Class 2 30% to 70% Control or Bid/

Tender

Detailed Unit

Cost with

Forced

Detailed Take-

Off

L: -5% to -15%

H: +5% to +20%

4 to 20

Class 1 50% to 100% Check Estimate

or Bid/Tender

Detailed Unit

Cost with

Detailed

Take-Off

L: -3% to -10%

H: +3% to +15%

5 to 100

Notes: (a) The state of process technology and availability of applicable reference cost data affect the range markedly. The +/- value represents

typical percentage variation of actual costs from the cost estimate after application of contingency (typically at a 50% level of confidence) for given scope.

(b) If the range index value of "1" represents 0.005% of project costs, then an index value of 100 represents 0.5%. Estimate preparation effort is highly dependent upon the size of the Project and the quality of estimating data and tools.

5.2 Wastewater Treatment Cost Opinion

The costs presented in Table 5-2 represent an order of magnitude cost of the proposed

wastewater treatment facilities, as defined in Section 4. Unit costs are based on recent similar

project bid results, vendor quotes and bid results from the existing HGVWRF construction.

5.3 Collection System Cost Opinion

The costs presented in Table 5-2 represent the order of magnitude cost of the proposed

wastewater conveyance facilities as defined in Section 4. Unit costs for pipeline installation are

assumed conservatively at a cost of $15 per inch-diameter per lineal foot.

5.4 Opinion of Probable Annual Costs

The District is petitioning LAFCO for activation of its latent wastewater powers and

establishment of its wastewater planning area. Upon LAFCO approval, the District will acquire

the HGVWRF from the County and take over ongoing operation and maintenance of that

facility. No additional wastewater facilities are planned to be constructed and annual operation

and maintenance (O&M) costs are based on the existing plant and the HGV collection system.


9552

35 November 2016

As the HGVWRF has not currently begun full operations, it is not possible to definitively

identify the annual O&M costs for the facility. Based on analysis of the HGVWRF and County

Sanitation District data, the projected annual cost is $594,000.

Annual costs include energy and O&M costs for conveyance and pumping, as well as for annual

treatment costs. O&M costs are based on typical cost metrics from literature and previous

projects. Energy costs are estimated using a unit price of $0.15 per kWh. Labor costs are

based on a total compensation of $150,000 per year, including salary, benefits, and insurance.

5.5 Capital Cost Per Equivalent Dwelling Unit

The cost opinion provided in Table 5-2 addresses the financial impacts of constructing and

operating the identified facilities, based on the projected wastewater service and the

assumptions contained therein. Construction of the identified facilities was the responsibility of

the developer building the HGV community. Ongoing annual O&M costs are the responsibility

of the County, until LAFCO takes action to grant the District’s petition for activation of its

latent wastewater powers. At that time, the District will become responsible for annual O&M

of the facilities. The District will then evaluate current costs and acquire the initial O&M costs

established by the County rate structure, such that wastewater customers pay the cost of the

ongoing O&M cost. Table 5-2 provides a calculation of the wastewater service costs, including

the total capital and annual costs of each option.

Table 5-2. HGV Wastewater System Cost Summary

Description Cost

Community served HGV

Total EDUs 745

Water Reclamation Facility

Construction Costs $12,400,000

Soft Costs $3,100,000

Total Capital $15,500,000

O&M (Annual) Costs $451,000

Collection System





Total Combined Facilities



9552

36 November 2016

Description Cost




Present Worth & Equivalent Annual Cost

Present Worth of O&M Cost $15,011,000

Total Present Worth Cost $46,033,000

Equivalent Annual Cost $2,503,000

Cost Per Equivalent Dwelling Unit (EDU)

Total Present Worth per EDU $61,400

Equivalent Annual Cost per EDU $3,340

1. Identified costs represent the total invested cost of the HGVWRF facilities construction 2. Recycled water is assumed distributed through the District recycled water system

The HGV community has constructed a wastewater collection system and the HGVWRF for its

wastewater disposal requirements. Based on available records, the HGVWRF and associated

collection system construction cost was approximately $26,259,000, with annual costs of

approximately $594,000 per year. Based on an assumed 30-year return period and an interest

rate of 3.5 percent, the equivalent annual cost is approximately $2,500,000. As the HGV serves

a total constituency of approximately 750 equivalent dwelling units (EDUs), the equivalent

annual cost per EDU is approximately $3,340 per EDU. This value represents the equivalent

annual cost to each household over a 30-year period.


9552

37 November 2016

CONCLUSIONS 6

Based on the evaluation in this report, it is recommended that the District continue

forward with completion of its environmental documentation efforts, and petition to

LAFCO for activation of its latent wastewater powers and definition of its wastewater

service boundary. Following LAFCO action, the District should continue its discussion with

the County with regard to acquiring the HGVWRF and associated collection system.


9552

38 November 2016


APPENDIX A HGV Master Sewer Summary

JOB NO. J-17008

MASTER SEWER SUMMARYHARMONY GROVE VILLAGE

PREPARED BY RICK ENGINEERING COMPANY 7/20/2016

LINE FROM TO POPULATION CUM. EDU CUMULATIVE PEAK/AVG LINE DESIGN dn(FT) VELOCITYNO. M.H. M.H. PER D.U. UPSTREAM IN LINE CUMULATIVE POP RATIO SIZE SLOPE n= dn/D Rh (fps) Comments

MANHOLE D.U.'S DU's SERVED M.G.D. CFS (INCHES) (%) 0.013 (ft)100 Series

131A 131 3.0 0 5 5 15 4.00 0.005 0.007 8 1.00 0.03 0.05 0.02 0.9131 130 3.0 5 2 7 21 4.00 0.007 0.010 8 1.00 0.04 0.06 0.03 1.0133 132 3.0 0 6 6 18 4.00 0.006 0.009 8 2.00 0.03 0.05 0.02 1.3132 130 3.0 6 3 9 27 4.00 0.009 0.013 8 1.22 0.05 0.07 0.03 1.2130 127 3.0 16 1 17 51 4.00 0.016 0.025 8 5.38 0.04 0.06 0.03 2.3129 128 3.0 0 6 6 18 4.00 0.006 0.009 8 1.99 0.03 0.05 0.02 1.3128 127 3.0 6 8 14 42 4.00 0.013 0.021 8 1.89 0.05 0.07 0.03 1.5127 117 3.0 31 0 31 93 4.00 0.030 0.046 8 5.43 0.05 0.08 0.03 2.8120 119 3.0 0 5 5 15 4.00 0.005 0.007 8 4.57 0.02 0.03 0.01 1.4119 117 3.0 5 2 7 21 4.00 0.007 0.010 8 1.32 0.04 0.06 0.03 1.1126 124 3.0 0 1 1 3 4.00 0.001 0.001 8 6.31 0.01 0.01 0.00 0.8125 124 3.0 0 6 6 18 4.00 0.006 0.009 8 2.75 0.03 0.04 0.02 1.3124 122 3.0 7 0 7 21 4.00 0.007 0.010 8 3.61 0.03 0.04 0.02 1.5123 122 3.0 0 4 4 12 4.00 0.004 0.006 8 4.75 0.02 0.03 0.01 1.4122 121 3.0 11 7 18 54 4.00 0.017 0.027 8 3.07 0.05 0.07 0.03 1.9121 117 3.0 18 7 25 75 4.00 0.024 0.037 8 1.38 0.07 0.11 0.05 1.7117 115a 3.0 63 0 63 189 4.00 0.060 0.094 8 1.00 0.12 0.18 0.07 2.0115a 115 3.0 63 0 63 189 4.00 0.060 0.094 8 10.41 0.07 0.10 0.04 4.5116 115 3.0 0 3 3 9 4.00 0.003 0.004 8 3.36 0.02 0.03 0.01 1.2 Vertical Curve115 114 3.0 66 0 66 198 4.00 0.063 0.098 8 8.46 0.07 0.11 0.05 4.3114 113 3.0 66 0 66 198 4.00 0.063 0.098 8 8.08 0.07 0.11 0.05 4.2136 134 3.0 0 1 1 3 4.00 0.001 0.001 8 1.44 0.01 0.02 0.01 0.6135 134 3.0 0 8 8 24 4.00 0.008 0.012 8 2.00 0.03 0.05 0.02 1.3134 113 3.0 9 0 9 27 4.00 0.009 0.013 8 2.07 0.04 0.06 0.03 1.4113 112 3.0 75 0 75 225 3.92 0.071 0.109 8 3.64 0.09 0.14 0.06 3.3112 111 3.0 75 0 75 225 3.92 0.071 0.109 8 3.73 0.09 0.14 0.06 3.3111 110 3.0 75 0 75 225 3.92 0.071 0.109 8 5.01 0.09 0.13 0.05 3.7110 109 3.0 75 0 75 225 3.92 0.071 0.109 8 1.48 0.12 0.18 0.07 2.4109 108 3.0 75 1 76 228 3.91 0.071 0.110 8 3.07 0.10 0.15 0.06 3.1108 107 3.0 76 2 78 234 3.89 0.073 0.113 8 0.83 0.14 0.21 0.08 2.0

107 106 3.0 78 5 83 249 3.84 0.076 0.118 8 2.00 0.11 0.17 0.07 2.7 Connect to exist. plug, see Unit 6, Sheet 6

POPULATION SERVED PEAK DESIGN FLOW

1

JOB NO. J-17008




MANHOLE D.U.'S DU's SERVED M.G.D. CFS (INCHES) (%) 0.013 (ft)


145 140 3.0 0 2 2 6 4.00 0.002 0.003 8 1.00 0.02 0.03 0.01 0.6140 138 3.0 2 1 3 9 4.00 0.003 0.004 8 1.00 0.03 0.04 0.02 0.8139 138 3.0 0 8 8 24 4.00 0.008 0.012 8 7.00 0.03 0.04 0.02 2.0138 137 3.0 11 0 11 33 4.00 0.011 0.016 8 1.00 0.05 0.08 0.03 1.2137 147 3.0 11 1 12 36 4.00 0.012 0.018 8 8.18 0.03 0.05 0.02 2.5147 106 3.0 12 0 12 36 4.00 0.012 0.018 8 3.09 0.04 0.06 0.03 1.8106 105 3.0 95 3 98 294 3.69 0.087 0.134 8 4.09 0.10 0.15 0.06 3.6105 104 3.0 98 3 101 303 3.66 0.089 0.137 8 1.00 0.15 0.22 0.09 2.3104 103 3.0 101 0 101 303 3.66 0.089 0.137 8 1.00 0.15 0.22 0.09 2.3103 102 3.0 101 0 101 303 3.66 0.089 0.137 8 6.63 0.09 0.14 0.06 4.4144 143 3.0 0 8 8 24 4.00 0.008 0.012 8 2.00 0.03 0.05 0.02 1.3143 141 3.0 8 0 8 24 4.00 0.008 0.012 8 3.94 0.03 0.05 0.02 1.8142 141 3.0 0 8 8 24 4.00 0.008 0.012 8 2.00 0.03 0.05 0.02 1.3141 102 3.0 16 0 16 48 4.00 0.015 0.024 8 4.61 0.04 0.06 0.03 2.1102 101 3.0 117 0 117 351 3.50 0.098 0.152 8 8.96 0.09 0.13 0.05 4.9101 100 3.0 117 3 120 360 3.47 0.100 0.154 8 0.75 0.17 0.25 0.10 2.1100 99 3.0 120 1 121 363 3.46 0.100 0.155 8 0.75 0.17 0.26 0.10 2.199 9 3.0 121 3 124 372 3.43 0.102 0.158 8 0.88 0.17 0.25 0.10 2.3

2

JOB NO. J-17008






200 Series224 223 3.0 0 4 4 12.0 4.00 0.004 0.006 8 1.00 0.03 0.05 0.02 0.9223 222c 3.0 4 0 4 12.0 4.00 0.004 0.006 8 1.00 0.03 0.05 0.02 0.9222c 222b 3.0 4 0 4 12.0 4.00 0.004 0.006 8 1.00 0.03 0.05 0.02 0.9222b 222a 3.0 4 0 4 12.0 4.00 0.004 0.006 8 1.00 0.03 0.05 0.02 0.9222a 222 3.0 4 0 4 12.0 4.00 0.004 0.006 8 2.21 0.03 0.04 0.02 1.1222 220 3.0 4 0 4 12.0 4.00 0.004 0.006 8 1.00 0.03 0.05 0.02 0.9221 220 3.0 0 3 3 9.0 4.00 0.003 0.004 8 8.98 0.01 0.02 0.01 1.5220 218 3.0 7 0 7 21.0 4.00 0.007 0.010 8 2.43 0.03 0.05 0.02 1.4219 218 3.0 0 8 8 24.0 4.00 0.008 0.012 8 2.00 0.03 0.05 0.02 1.3218 217 3.0 15 0 15 45.0 4.00 0.014 0.022 8 1.00 0.06 0.09 0.04 1.3213 217 3.0 0 1 1 3.0 4.00 0.001 0.001 8 9.10 0.01 0.01 0.00 0.9217 216 3.0 16 0 16 48.0 4.00 0.015 0.024 8 6.25 0.04 0.06 0.03 2.5216 215 3.0 16 0 16 48.0 4.00 0.015 0.024 8 5.22 0.04 0.06 0.03 2.3215 214 3.0 16 5 21 63.0 4.00 0.020 0.031 8 2.36 0.06 0.09 0.04 2.0212 211 3.0 0 8 8 24.0 4.00 0.008 0.012 8 2.00 0.03 0.05 0.02 1.3211 210 3.0 8 0 8 24.0 4.00 0.008 0.012 8 4.50 0.03 0.04 0.02 1.6210 207 3.0 8 3 11 33.0 4.00 0.011 0.016 8 5.08 0.03 0.05 0.02 2.0209 208 3.0 0 8 8 24.0 4.00 0.008 0.012 8 2.00 0.03 0.05 0.02 1.3208 207 3.0 8 0 8 24.0 4.00 0.008 0.012 8 4.07 0.03 0.05 0.02 1.8207 206 3.0 19 3 22 66.0 4.00 0.021 0.033 8 4.34 0.05 0.07 0.03 2.3206 205 3.0 22 4 26 78.0 4.00 0.025 0.039 8 2.10 0.07 0.10 0.04 2.0205 214 3.0 26 5 31 93.0 4.00 0.030 0.046 8 5.22 0.05 0.08 0.03 2.8214 204 3.0 52 0 52 156.0 4.00 0.050 0.077 8 1.15 0.11 0.16 0.07 2.0204 203a 3.0 52 1 53 159.0 4.00 0.051 0.079 8 1.16 0.11 0.16 0.07 2.0203a 203 3.0 53 1 54 162.0 4.00 0.052 0.080 8 16.51 0.05 0.08 0.03 4.9

203 202 3.0 54 0 54 162.0 4.00 0.052 0.080 8 3.85 0.08 0.12 0.05 3.1 Connect to exist. plug, see Unit 5, Sheet 16202 201 3.0 54 0 54 162.0 4.00 0.052 0.080 8 4.79 0.07 0.11 0.05 3.2201 200 3.0 54 0 54 162.0 4.00 0.052 0.080 8 13.07 0.06 0.09 0.04 4.7

3

JOB NO. J-17008






300 Series318 317 3.0 0 6 6 18.0 4.00 0.006 0.009 8 5.51 0.03 0.04 0.02 1.8317 316 3.0 6 10 16 48.0 4.00 0.015 0.024 8 5.00 0.04 0.06 0.03 2.2316 315 3.0 16 3 19 57.0 4.00 0.018 0.028 8 6.54 0.04 0.06 0.03 2.6315 314B 3.0 19 10 29 87.0 4.00 0.028 0.043 8 8.50 0.05 0.07 0.03 3.2

314B 314A 3.0 29 0 29 87.0 4.00 0.028 0.043 8 8.84 0.05 0.07 0.03 3.3314A 313 3.0 29 0 29 87.0 4.00 0.028 0.043 8 9.45 0.05 0.07 0.03 3.4

313 312 3.0 29 0 29 87.0 4.00 0.028 0.043 8 6.00 0.05 0.08 0.03 3.0 Connect to exist. plug, see Unit 5, Sheet 6343 342 3.0 0 5 5 15.0 4.00 0.005 0.007 8 10.88 0.02 0.03 0.01 2.1

342 312 3.0 5 2 7 21.0 4.00 0.007 0.010 8 1.00 0.04 0.06 0.03 1.0 Connect to exist. plug, see Unit 5, Sheet 6312 311 3.0 36 0 36 108.0 4.00 0.035 0.053 8 5.40 0.06 0.09 0.04 3.0341 340 3.0 0 11 11 33.0 4.00 0.011 0.016 8 11.73 0.03 0.04 0.02 2.6340 340A 3.0 11 3 14 42.0 4.00 0.013 0.021 8 7.42 0.03 0.05 0.02 2.4

340A 311 3.0 14 0 14 42.0 4.00 0.013 0.021 8 4.00 0.04 0.06 0.03 2.0Vertical Curve -

Connect to exist. plug, see Unit 5, Sheet 7

311 310 3.0 50 0 50 150.0 4.00 0.048 0.074 8 1.27 0.10 0.15 0.06 2.0310 309 3.0 50 4 54 162.0 4.00 0.052 0.080 8 1.52 0.10 0.15 0.06 2.2308 309 3.0 0 4 4 12.0 4.00 0.004 0.006 8 1.00 0.03 0.05 0.02 0.9309 307 3.0 58 0 58 174.0 4.00 0.056 0.086 8 1.15 0.11 0.17 0.07 2.1307 306 3.0 58 4 62 186.0 4.00 0.060 0.092 8 1.00 0.12 0.18 0.07 2.0306 304 3.0 62 4 66 198.0 4.00 0.063 0.098 8 6.57 0.08 0.12 0.05 4.0305 304 3.0 0 4 4 12.0 4.00 0.004 0.006 8 0.70 0.03 0.05 0.02 0.7304 324 3.0 70 0 70 210.0 3.97 0.067 0.103 8 1.06 0.13 0.19 0.08 2.1324 323 3.0 70 18 88 264.0 3.79 0.080 0.124 8 0.80 0.15 0.22 0.09 2.0330 329 3.0 0 8 8 24.0 4.00 0.008 0.012 8 1.00 0.05 0.07 0.03 1.1329 328 3.0 96 8 104 312.0 3.63 0.091 0.140 8 0.70 0.17 0.25 0.10 2.0328 327 3.0 104 0 104 312.0 3.63 0.091 0.140 8 0.70 0.17 0.25 0.10 2.0327 325 3.0 104 2 106 318.0 3.61 0.092 0.142 8 0.60 0.17 0.26 0.10 1.9326 325 3.0 0 17 17 51.0 4.00 0.016 0.025 8 1.55 0.06 0.09 0.04 1.6325 323 3.0 123 9 132 396.0 3.35 0.106 0.164 8 1.00 0.16 0.24 0.09 2.4323 321 3.0 220 9 229 687.0 2.84 0.156 0.242 8 0.45 0.25 0.37 0.13 2.0322 321 3.0 0 10 10 30.0 4.00 0.010 0.015 8 2.49 0.04 0.06 0.03 1.6321 320 3.0 239 8 247 741.0 2.80 0.166 0.257 8 0.42 0.26 0.39 0.14 2.0331 320 3.0 0 7 7 21.0 4.00 0.007 0.010 8 3.50 0.03 0.04 0.02 1.4320 319 3.0 254 2 256 768.0 2.78 0.171 0.264 8 0.43 0.26 0.39 0.14 2.0319 332 3.0 256 18 274 822.0 2.72 0.179 0.276 8 0.45 0.27 0.40 0.14 2.1332 333 3.0 274 0 274 822.0 2.72 0.179 0.276 8 6.04 0.13 0.20 0.08 5.2303 301 3.0 0 4 4 12.0 4.00 0.004 0.006 8 0.70 0.03 0.05 0.02 0.7302 301 3.0 0 10 10 30.0 4.00 0.010 0.015 8 0.70 0.05 0.08 0.03 1.0301 300 3.0 14 2 16 48.0 4.00 0.015 0.024 8 0.70 0.07 0.10 0.04 1.2300 200 3.0 16 8 24 72.0 4.00 0.023 0.036 8 0.60 0.09 0.13 0.05 1.3200 333 3.0 24 0 24 72.0 4.00 0.023 0.036 8 4.59 0.05 0.08 0.03 2.6334 333 3.0 0 9 9 27.0 4.00 0.009 0.013 8 5.65 0.03 0.04 0.02 1.8333 405 3.0 307 0 307 921.0 2.58 0.190 0.294 8 0.41 0.28 0.42 0.15 2.1

4

JOB NO. J-17008






400 Series415 414 3.0 0 2 2 6.0 4.00 0.002 0.003 8 2.59 0.01 0.02 0.01 0.8414 413 3.0 2 0 2 6.0 4.00 0.002 0.003 8 11.35 0.01 0.02 0.01 1.6413 411 3.0 2 0 2 6.0 4.00 0.002 0.003 8 18.32 0.01 0.01 0.00 1.3412 146 3.0 0 4 4 12.0 4.00 0.004 0.006 8 0.70 0.03 0.05 0.02 0.7146 411 3.0 4 4 8 24.0 4.00 0.008 0.012 8 0.71 0.05 0.07 0.03 0.9411 410 3.0 10 0 10 30.0 4.00 0.010 0.015 8 0.77 0.05 0.08 0.03 1.1409 410 3.0 0 17 17 51.0 4.00 0.016 0.025 8 0.97 0.07 0.10 0.04 1.4410 405 3.0 27 0 27 81.0 4.00 0.026 0.040 8 4.63 0.05 0.08 0.03 2.6405 404 3.0 334 0 334 1002.0 2.50 0.200 0.310 8 0.43 0.29 0.43 0.15 2.1404 403 3.0 334 11 345 1035.0 2.49 0.206 0.319 8 1.81 0.20 0.30 0.11 3.6403 402 3.0 345 13 358 1074.0 2.48 0.213 0.329 8 0.43 0.29 0.44 0.15 2.2402 401 3.0 358 16 374 1122.0 2.47 0.221 0.342 8 0.40 0.31 0.46 0.16 2.1401 400 3.0 374 0 374 1122.0 2.47 0.221 0.342 8 0.71 0.27 0.40 0.14 2.6408 407 3.0 0 8 8 24.0 4.00 0.008 0.012 8 1.17 0.04 0.06 0.03 1.1407 406 3.0 8 7 15 45.0 4.00 0.014 0.022 8 2.38 0.05 0.07 0.03 1.7406 400 3.0 15 0 15 45.0 4.00 0.014 0.022 8 6.32 0.04 0.06 0.03 2.5400 9 3.0 389 0 389 1167.0 2.46 0.229 0.355 8 0.51 0.29 0.44 0.15 2.39 8 3.0 513 5 518 1554.0 2.37 0.295 0.456 12 0.42 0.30 0.30 0.17 2.38 7 3.0 518 0 518 1554.0 2.37 0.295 0.456 12 1.00 0.24 0.24 0.14 3.17 6 3.0 518 0 518 1554.0 2.37 0.295 0.456 12 5.14 0.16 0.16 0.10 5.56 3 3.0 518 0 518 1554.0 2.37 0.295 0.456 12 2.69 0.18 0.18 0.11 4.3

5

JOB NO. J-17008






500 & 600 Series514 513 3.0 0 2 2 6.0 4.00 0.002 0.003 8 1.25 0.02 0.03 0.01 0.7513 512 3.0 2 7 9 27.0 4.00 0.009 0.013 8 0.74 0.05 0.07 0.03 1.0512 511 3.0 9 15 24 72.0 4.00 0.023 0.036 8 1.08 0.07 0.11 0.05 1.5511 510 3.0 24 6 30 90.0 4.00 0.029 0.045 8 1.11 0.08 0.12 0.05 1.6510 509 3.0 30 13 43 129.0 4.00 0.041 0.064 8 0.70 0.11 0.17 0.07 1.6519 515 3.0 0 10 10 30.0 4.00 0.010 0.015 8 1.06 0.05 0.07 0.03 1.1515 509 3.0 10 0 10 30.0 4.00 0.010 0.015 8 6.89 0.03 0.04 0.02 2.0509 508 3.0 53 9 62 186.0 4.00 0.060 0.092 8 1.02 0.12 0.18 0.07 2.0520 516 3.0 0 11 11 33.0 4.00 0.011 0.016 8 1.01 0.05 0.08 0.03 1.2516 508 3.0 11 0 11 33.0 4.00 0.011 0.016 8 17.11 0.03 0.04 0.02 3.2508 507 3.0 73 7 80 240.0 3.87 0.074 0.115 8 0.86 0.14 0.21 0.08 2.0537 536 3.0 0 2 2 6.0 4.00 0.002 0.003 8 3.80 0.01 0.02 0.01 1.0536 535 3.0 2 4 6 18.0 4.00 0.006 0.009 8 2.13 0.03 0.05 0.02 1.3517 518 3.0 0 8 8 24.0 4.00 0.008 0.012 8 1.65 0.04 0.06 0.03 1.3518 535 3.0 8 2 10 30.0 4.00 0.010 0.015 8 2.20 0.04 0.06 0.03 1.5535 534 3.0 16 0 16 48.0 4.00 0.015 0.024 8 0.70 0.07 0.10 0.04 1.2534 533 3.0 16 4 20 60.0 4.00 0.019 0.030 8 0.71 0.07 0.11 0.05 1.2533 532 3.0 20 4 24 72.0 4.00 0.023 0.036 8 0.71 0.08 0.12 0.05 1.3532 531 3.0 24 4 28 84.0 4.00 0.027 0.042 8 2.11 0.07 0.10 0.04 2.0603 602 3.0 0 13 13 39.0 4.00 0.012 0.019 8 3.60 0.04 0.06 0.03 1.9 * - Institutional (13du)721 720 3.0 0 17 17 51.0 4.00 0.016 0.025 8 0.74 0.07 0.10 0.04 1.2 * - Fire Station (13du)720 719 3.0 17 4 21 63.0 4.00 0.020 0.031 8 0.70 0.08 0.12 0.05 1.3719 718 3.0 21 7 28 84.0 4.00 0.027 0.042 8 0.70 0.09 0.13 0.05 1.4718 717 3.0 28 4 32 96.0 4.00 0.031 0.048 8 7.67 0.05 0.08 0.03 3.3717 716 3.0 32 4 36 108.0 4.00 0.035 0.053 8 3.15 0.07 0.10 0.04 2.5716 715 3.0 36 4 40 120.0 4.00 0.038 0.059 8 3.83 0.07 0.10 0.04 2.7715 714 3.0 40 4 44 132.0 4.00 0.042 0.065 8 6.71 0.07 0.10 0.04 3.6714 712 3.0 44 4 48 144.0 4.00 0.046 0.071 8 7.01 0.07 0.10 0.04 3.7708 709 3.0 0 5 5 15.0 4.00 0.005 0.007 8 2.57 0.03 0.04 0.02 1.2709 710 3.0 5 6 11 33.0 4.00 0.011 0.016 8 2.52 0.04 0.06 0.03 1.6710 713 3.0 11 4 15 45.0 4.00 0.014 0.022 8 0.70 0.07 0.10 0.04 1.2713 712 3.0 15 4 19 57.0 4.00 0.018 0.028 8 1.50 0.06 0.09 0.04 1.6712 602 3.0 67 0 67 201.0 4.00 0.064 0.099 8 4.84 0.09 0.13 0.05 3.6602 601 3.0 80 0 80 240.0 3.87 0.074 0.115 8 4.58 0.09 0.14 0.06 3.7601 600 3.0 80 0 80 240.0 3.87 0.074 0.115 8 3.91 0.09 0.14 0.06 3.4600 531 3.0 80 7 87 261.0 3.80 0.079 0.123 8 1.55 0.13 0.19 0.08 2.6531 530 3.0 115 4 119 357.0 3.48 0.099 0.154 8 0.75 0.17 0.25 0.10 2.1530 507 3.0 119 0 119 357.0 3.48 0.099 0.154 8 0.84 0.17 0.25 0.10 2.2507 506 3.0 199 7 206 618.0 2.90 0.143 0.222 8 0.67 0.21 0.32 0.12 2.3506 505 3.0 206 0 206 618.0 2.90 0.143 0.222 8 2.47 0.15 0.23 0.09 3.6505 504 3.0 206 31 237 711.0 2.82 0.161 0.249 8 0.98 0.20 0.30 0.11 2.7 ** - Commercial (30du)504 503 3.0 237 5 242 726.0 2.81 0.163 0.253 8 0.83 0.21 0.32 0.12 2.5503 502 3.0 242 0 242 726.0 2.81 0.163 0.253 8 3.93 0.14 0.21 0.08 4.3

* - Fire Station and Institutional flows each estimated to be 3,000 GPD. Based upon 1,500 gpd/acre and a total of 2 acres each. 3,000 gpd / 240 gpd/DU = 13 DU** - Commercial flows estimated to be 7,200 GPD. Based upon 500 gpd/acre and a total of 14 acres. 7,200 gpd / 240 gpd/DU = 30 DU

6

JOB NO. J-17008






700 Series707 706 3.0 0 4 4 12.0 4.00 0.004 0.006 8 0.87 0.03 0.05 0.02 0.8706 705 3.0 4 4 8 24.0 4.00 0.008 0.012 8 2.07 0.03 0.05 0.02 1.3705 704 3.0 8 4 12 36.0 4.00 0.012 0.018 8 1.27 0.05 0.08 0.03 1.4704 702 3.0 12 4 16 48.0 4.00 0.015 0.024 8 1.18 0.06 0.09 0.04 1.4702 701 3.0 16 4 20 60.0 4.00 0.019 0.030 8 0.71 0.07 0.11 0.05 1.2701 700 3.0 20 0 20 60.0 4.00 0.019 0.030 8 0.76 0.07 0.11 0.05 1.3700 699 3.0 20 0 20 60.0 4.00 0.019 0.030 8 4.00 0.05 0.07 0.03 2.2 200' vertical curve699 523 3.0 20 0 20 60.0 4.00 0.019 0.030 8 0.95 0.07 0.10 0.04 1.4523 502 3.0 20 10 30 90.0 4.00 0.029 0.045 8 0.71 0.09 0.14 0.06 1.4502 501 3.0 272 0 272 816.0 2.73 0.178 0.275 8 0.43 0.27 0.40 0.14 2.1521 522 3.0 0 28 28 84.0 4.00 0.027 0.042 8 2.48 0.07 0.10 0.04 2.2522 501 3.0 28 0 28 84.0 4.00 0.027 0.042 8 4.38 0.05 0.08 0.03 2.5501 500 3.0 300 0 300 900.0 2.60 0.187 0.290 8 0.42 0.28 0.42 0.15 2.1524 500 3.0 0 6 6 18.0 4.00 0.006 0.009 8 1.92 0.03 0.05 0.02 1.2500 5 3.0 306 5 311 933.0 2.57 0.192 0.296 8 1.07 0.22 0.33 0.12 2.95 4 3.0 311 0 311 933.0 2.57 0.192 0.296 8 2.54 0.17 0.26 0.10 4.04 3 3.0 311 0 311 933.0 2.57 0.192 0.296 8 0.91 0.23 0.34 0.13 2.73 11 3.0 829 0 829 2487.0 2.21 0.440 0.681 12 7.04 0.18 0.18 0.11 7.011 2 3.0 829 0 829 2487.0 2.21 0.440 0.681 12 5.31 0.19 0.19 0.12 6.22 1 3.0 829 0 829 2487.0 2.21 0.440 0.681 12 2.00 0.24 0.24 0.14 4.41 10 3.0 829 0 829 2487.0 2.21 0.440 0.681 12 1.00 0.29 0.29 0.17 3.510 Lift Station 3.0 829 0 829 2487.0 2.21 0.440 0.681 12 1.00 0.29 0.29 0.17 3.5

7

Documents

WASTEWATER MASTER PLAN - Rincon Del Diablo · 2018. 12. 18. · WASTEWATER MASTER PLAN Prepared for: Rincon Del Diablo Municipal Water District 1920 North Iris Lane Escondido, California