Final - Preliminary Design Report Interstate 10 and Indian ... Design Report.pdf · Interstate 10 and Indian Avenue Area ... Final - Preliminary Design Report ... were prepared by

Interstate 10 and Indian Avenue Area

Mission Springs Water District

Final - Preliminary Design Report

and Indian Avenue AreaSewer System

Prepared for

Mission Springs Water District –

July 2012

Mission Springs Water District Table of Contents

I-10 & Indian Area Sewer System PDR

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TABLE OF CONTENTS

SECTION 1 – Introduction ................................................................................................. 1-1

Background _________________________________________________________________ 1-1

Scope of Work _______________________________________________________________ 1-1

SECTION 2 – Design Criteria.............................................................................................. 2-1

Average Day Sewer Flow _______________________________________________________ 2-1

Peak Flow ___________________________________________________________________ 2-1

Infiltration and Inflow _________________________________________________________ 2-2

Pipe Design Criteria ___________________________________________________________ 2-2

Manhole Design Criteria _______________________________________________________ 2-3

SECTION 3 – Hydraulic Analysis ........................................................................................ 3-1

Model Development __________________________________________________________ 3-1

Model Loads _________________________________________________________________ 3-1

Analysis Results ______________________________________________________________ 3-1

SECTION 4 – Proposed Facilities ....................................................................................... 4-1

Alternative 1 - Proposed Trunk Lines and Sewer Lift Station ___________________________ 4-1

Proposed Collector Lines _______________________________________________________ 4-4

Right-of-Way and Easements____________________________________________________ 4-4

Alternative 2 - Proposed Trunk Lines and Sewer Lift Station ___________________________ 4-5

Proposed Collector Lines _______________________________________________________ 4-8

Right-of-Way and Easements____________________________________________________ 4-8

SECTION 5 – Conclusions and Recommendations.............................................................. 5-1

Average Day and Peak Sewer Flows ______________________________________________ 5-1

Proposed Facilities ____________________________________________________________ 5-1

Alternative Comparison ________________________________________________________ 5-4

Recommendation _____________________________________________________________ 5-5

Mission Springs Water District Table of Contents

I-10 & Indian Area Sewer System PDR

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List of Tables Table 2-1 Non-Residential MSWD Design Unit Flow Values ................................................. 2-1 Table 2-2 Estimated Flows .................................................................................................. 2-1 Table 2-3 MSWD Wet Weather Peak Factors ....................................................................... 2-2

Table 4-1 Peak Flow Conditions for Sewage Lift Station ....................................................... 4-1 Table 4-2 Peak Flow Conditions for Sewage Lift Station ....................................................... 4-5

List of Figures and Plates Figure 1 - I-10 and Indian Ave. Area Sewer System Study Area Plate 1 - Tributary Area Map Plate 2 – Sewer Model Results – Alternative 1 Plate 3 – Sewer Model Results – Alternative 2

List of Exhibits Appendix A – Tributary Areas and Estimated Wastewater Flows Appendix B - Model Outputs Appendix C - Construction Cost Estimates

Mission Springs Water District Section 1

I-10 & Indian Area Sewer System PDR Introduction

1-1

SECTION 1 – Introduction

The following preliminary design report has been prepared in accordance with Webb’s “Proposal for Planning and Design Engineering Services I-10 and Indian Area Sewer System,” dated July 2011. Final design for the sewer improvements will be based on the criteria and findings provided in this report, as directed by Mission Springs Water District (MSWD).

Background There are over 5,000 septic systems on record with MSWD. Most are active all year long with the remaining operated seasonally when part-time residents occupy dwellings during the mild winters. The underlying thermal and cold ground water sub basins are an important asset to the area for both the recreational spas and, most importantly, as the only water supply source for MSWD.

In addition to existing residential units, future development within MSWD’s service area is anticipated. Presently the Interstate 10 (I-10) and Indian Ave. area is provided water service from MSWD and sewer service is provided through the use of private septic tank systems. Additional development is planned in the area but is stymied at this time due to the current economic conditions. In addition to the economy, the Regional Board has refused to permit some applicants due to concerns over additional septic tanks in the area. This report is to supplement the current Master Sewer Plan to allow MSWD to readily provide and have implemented the ultimate sewer system for the anticipated pending developments in the study area. Per the April 2007 Wastewater System Comprehensive Master Plan (Master Plan), MSWD ultimately plans to convey wastewater to a new Regional Wastewater Treatment Plant (RWWTP) located on Little Morongo Road near I-10. The I-10 and Indian Area will ultimately be served by this regional wastewater treatment facility. A benefit Assessment District is being analyzed for the study area as shown on Figure 1. The requested sewer designs consist of approximately 33,000 to 34,000 linear feet of sewer pipe and a lift station(s).

The project study area is generally bounded by 18th Ave. to the north, Little Morongo Road to the east, the railroad right of way to the south, and Karen Ave to the west. The natural topography slopes down from the north to the south except for the south east corner of the study area which has rolling hills. Outside of the study boundary to the west and north are wind farms and are not anticipated to generate wastewater tributary to the study area. South of the study boundary and the rolling hills within the boundary are within the Coachella Valley Multiple Species Habitat Conservation which at this time are not developable. Further north of the wind farms are planned residential developments that will generate wastewater. Wastewater generated in this region will contribute to the wastewater flow in the proposed 19th Ave. trunk line at the Indian Avenue intersection and is discussed in Section 3.

Scope of Work To accomplish the objectives of this report, the scope of the study includes the following:

1. Specify hydraulic design constraints

2. Identify the existing and potential tributary wastewater loads

3. Develop and analyze a hydraulic model of the proposed wastewater system

4. Discus right-of-way and easement requirements

5. Provide conclusions and recommendations

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I-10 & Indian Area Sewer System PDR Design Criteria

2-1

SECTION 2 – Design Criteria

The design criteria for this report were based on the Wastewater Master Plan and Developer Handbook for MSWD.

Average Day Sewer Flow

Existing average day flows are based on average annual water meter data provided by the MSWD. It was assumed that 80% of the water will return to the sewer system. For ultimate conditions, average daily flows were based on developer estimates where available and landuse data for all other areas. Three landuse types are designated within the study area of this report. The unit values for flow generation for these landuse types are provided in Table 2-1 and are identical to the 2007 Master Plan.

Table 2-1 Non-Residential MSWD Design Unit Flow Values

Land Use Unit Flow (gpd/acre)

Medium Density Residential (5 edu/ac x 200 gpd/edu) 1,000

Commercial 2,000

Industrial 2,000

Existing and ultimate average day flow estimates are provided in Table 2-2. For a detailed breakdown of the estimated flow per development area, refer to the tables provided in Appendix A.

Table 2-2 Estimated Flows

Estimated Flows Gallons per Day

Existing 48,122

Ultimate 1,583,680 As requested by the District, the equivalent EDU’s for the service area, based on a residential EDU (200 gpd) is approximately 7,900 EDUs. The service area evaluated in this report consists mainly of Commercial/Industrial properties, thus the EDU equivalent will be less, a more detailed evaluation of the equivalent EDUs will be provided during financing discussions with the District.

Peak Flow

Peak flows were based on peaking factors from the April 2007 Master Plan and are provided as Table 2-3. Average day flows are multiplied by peak factors to obtain estimated peak flows. A typical diurnal curve will have two high time periods with higher than average flow, usually one in the early morning and a second in the evening. The peak factor accounts for these high flow periods.



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Table 2-3 MSWD Wet Weather Peak Factors

Average Flow (mgd) Peak Factor

0.00-0.01 4.0

0.05 3.4

0.1 3.2

0.2 3.0

0.3 2.8

0.5 2.7

0.8 2.6

1.0 2.5

1.5 2.4

2.5 2.3

4.0 2.2

6.0 2.1

10.0 2.0

15.0 1.9

30.0 1.8

Infiltration and Inflow

Infiltration and inflow were assumed to be negligible because the sewer being analyzed will be:

New construction Utilize pipes with improved joints Build in a hot dry climate Area has a deep water table

Pipe Design Criteria

Pipeline sizing was based on design criteria outlined in the Developers Handbook, alternative maximum depth to diameter ratios were provided by the District for this project, which are as follows: Pipe Material: VCP

Manning’s Roughness Coefficient: n = 0.013 Maximum depth to diameter ratio: 50% (8-inch dia. pipes)

75% (10-inch dia. pipes and greater) Minimum Velocity: 2 fps Maximum Velocity: 10 fps

The proposed pipeline alignments will be within existing street right-of-ways. As agreed upon during the August 30, 2011 project kick off meeting, the proposed alignments will be located on the southerly or westerly side of the street, 6-feet from the street centerline as permitted by the location of existing utilities. Location of the sewer lines shall not interfere with other existing utilities.



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Manhole Design Criteria

Manholes will be designed in accordance to the guidelines provided in the Developers Handbook which

is summarized below: Maximum Manhole Spacing 350 ft Manhole Diameter 48 inch (less than 12’ and for 18” dia. piping and smaller) 60 inch (deeper than 12’ and for 18” dia. piping and greater) Manhole Drops 0.1 ft on straight runs 0.2 ft for 90 bends Manholes are to be designed at:

All grade breaks Changes in horizontal alignment Changes in sewer diameter Street intersections Sewer pipe intersections Connections with laterals larger than 6” in diameter Beginning of sewer runs such as cul-de-sacs.


I-10 & Indian Area Sewer System PDR Hydraulic Analysis

3-1

SECTION 3 – Hydraulic Analysis

Model Development

A digital model of two (2) alternative wastewater conveyance systems, identified as Alternative 1 and Alternative 2, were prepared by Webb Associates using SewerCAD®. Loads, peaking table, and design criteria were input into the model. Model scenarios were analyzed under peak flow conditions to verify that the proposed systems could accommodate peak flow while staying within the deign constraints. Aerial topographic survey data was used to determine manhole rim elevations. As-built plans were used to determine the flow line invert elevation for the existing 12-inch diameter sewer line from the south side of Interstate 10, which is 29.4 feet deep. The modeling software has the capabilities to calculate a preliminary design for proposed sewer lines based on the design constraints adopted by MSWD. This design feature was utilized to determine the proposed pipe sizes for the two (2) alternative conveyance systems.

Model Loads

The study area was divided up into tributary areas based on the topography of the existing ground surface and the anticipated location of future collection lines. Estimated wastewater flows were calculated within each tributary boundary and these flows were then assigned to the nearest downstream manhole. Plate 1 shows the tributary boundaries used to load the model and calculated flows for each tributary boundary can be found in Appendix A. According to the Master Plan update, dated October 24, 2008, a 21-inch diameter trunk line used to convey wastewater generated north of the study area will tie into the proposed 19th Avenue trunk line at Indian Avenue. An assumption was made that this 21-inch diameter trunk line was designed to carry wastewater at a minimum slope of 0.0010 at a depth to diameter ratio of 75% which equates to a peak flow rate of 2.95 MGD. Therefore, this additional flow from the north was added to the manhole at the intersection of Indian Avenue and 19th Avenue. It was assumed that no additional flows outside of the study area needed to be included in the sizing of the proposed 20th Avenue trunk line.

Analysis Results

Peak flow was used in the models to determine the minimum allowable pipe diameter size for each segment base on the design criteria previously addressed. The minimum pipe diameter sizes for Alternative 1 are shown on Plate 2 and the pipe diameter sizes for Alternative 2 are shown on Plate 3. A nodal map and model output data for both Alternatives are provided in Appendix B .


I-10 & Indian Area Sewer System PDR Proposed Facilities

4-1

SECTION 4 – Proposed Facilities

Alternative 1 - Proposed Trunk Lines and Sewer Lift Station

The following wastewater pipelines have been sized based on the hydraulic analysis previously addressed. Future developments will dictate the sequence these improvements will be constructed in.

19th Avenue Trunk Line

Wastewater generated north of 19th Avenue will be collected and conveyed to the proposed RWWTP by means of the 19th Ave. Trunk. This proposed trunk line will commence near the intersection of Halleck Rd. and 19th Ave and continue east along 19th Ave. to the proposed RWWTP just west of Little Morongo Rd. The pipe diameter will range between 8 to 24 inches and span approximately 9,300 linear feet as shown on Plate 2. The portion of the 19th Avenue Trunk line east of Indian Avenue (5,300 LF) will primarily be utilized to convey wastewater generated north of the study area to the RWWTP, therefore costs associated with over sizing of this portion of the trunk line will be paid for by the District with reimbursement agreements for future development and/or connections. Over sizing costs are estimated at $260,000.

20th Avenue Trunk Line and Sewage Lift Station

A proposed trunk line in 20th Avenue will be utilized to convey wastewater generated between 19th Avenue and 20th Avenue within the study area. The 20th Avenue Trunk line is proposed between Karen Ave. and just west of Indian Avenue where a sewage lift station will be required to pump flow under the recently completed Indian Avenue and Interstate 10 overpass, across Indian Avenue. Otherwise, the trunk line would need to be installed at a depth of approximately 25-30 feet below ground surface and would require that the recently completed improvements be disturbed. East of Indian Avenue, the force main from the sewage lift station will terminate and the 20th Avenue Trunk line will continue to Little Morongo Road. The 20th Avenue Trunk line will range in size between 8 to 21 inches in diameter as the projected flows increase from west to east. This line will be approximately 11,000 feet in length and will terminate at a proposed lift station near the intersection of 20th Ave. and Little Morongo Road that will be part of the future RWWTP. This lift station will be designed and constructed as part of the RWWTP Project; however preliminary costs for the lift station have been included in this report. Flow variations between existing to ultimate flow conditions are significant for this project and specifically in the area of the proposed lift station. Table 4-1 below summarizes two peak flow conditions to be considered.

Table 4-1 Peak Flow Conditions for Sewage Lift Station

Flow Condition Situation Flow

Condition 1 Existing Influent Peak Flows 20 gpm

Condition 2 Ultimate Influent Peak Flows 700 gpm

It is noted that utilizing an 8-inch diameter pipe at 700 gpm yields a velocity of 4.5 fps. Utilizing a 6-inch diameter pipe at the same flow yields a higher velocity of 7.9 fps, which is considered to be too high for a sewer forcemain. Due to the range of flows from existing to projected ultimate flows, it is recommended that an 8-inch forcemain be utilized for crossing the Indian Avenue and 20th Avenue



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intersection. Minimum flow to maintain a velocity above 2.5 fps in an 8-inch forcemain is approximately 400 gpm. Preliminary hydraulic calculations indicate that the pumps will be approximately 10 hp units. Due to the current and ultimate flow variations the wet well volume, pump motor sizing, electrical requirement, valves and pipe fittings will be affected by the flow requirements necessary to maintain the proper flushing velocity in the selected discharge forcemain, while avoiding the necessity of installing two different sized forcemains to meet current and ultimate flows. Sizing the lift station too large could result in long sewer detention times in the wet well and shorter pumping durations which may lead to potential odor control problems. Sizing the lift station too small may accommodate current flows, but will restrict future expansion. It will be necessary to design the lift station with the flexibility to pump current flows and accommodate future flows or provide for future expansion. Overall Lift Station Standards shall be in accordance with those identified in the Master Plan. The following discussion will evaluate two (2) station configurations. One option (Option 1) consists of equipping the lift station with the electrical equipment and conduits and larger sized wet well for ultimate influent flow conditions and utilizing lower flow pumping units until flows exceed their primary pumping capacity. Pumping units and breakers will be replaced with larger units as flow conditions increase due to future developments. It is not recommended to utilize current flow potential (700 gpm total influent peak flow) to size the initial pumping units, due to minimal flow during initial start up and operations. The pumping units should be sized lower than the current flow potential but higher than the initial flow conditions. If this option was selected, we recommend that the initial pumping units have a minimum pumping capacity of 400 gpm each. Prior planning must be conducted as the flow conditions increase closer to the capacity of the initial pumping units. Careful flow monitoring and pump run time records must be kept to determine when the change out will take place. Another option (Option 2) is to equip the lift station with three (3) VFD pumping units (each 400 gpm) and the wet well will be sized for an intermediate flow condition, thus reducing its size. The utilization of three (3) pumping units will forego the required pump and breaker change out as in Option 1. The VFD will be set on manual control thus maintaining a set flow rate for the pumping units. Operations of this lift station configuration, in manual mode, will be similar to a typical “start/stop” lift station. The pump’s flow rate may be manually adjusted by adjusting the VFD to meet increasing flow conditions at infinitely variable increments. At a certain intermediate flow condition and as flows are more consistent, the lift station may be switched to “automatic level control” and operate as a traditional VFD controlled lift station. The station will not require a large sized wet well for ultimate conditions because the pumping units will automatically “ramp up” to meet these conditions.

Forcemain and Initial Pumping Flow Rate It is noted that a flow rate of 400 gpm is required in order to maintain a minimum velocity of 2.6 fps when utilizing an 8-inch diameter forcemain. It is noted that if two 400 gpm pumps are on with a combined estimated flow rate of 700-800 gpm, the forcemain velocity will be 5.1 fps, just below the recommended maximum of 6.0 fps. In order to meet lower flow rate conditions, yet provide for forcemain flushing capabilities, it is recommended to size the initial pumping units for a minimum flushing flow rate of 400 gpm. Therefore, when one pump is on, the flow rate is closer to the lower flow condition of 20 gpm and when two pumps are on, to provide for a combined flow rate of approximately 800 gpm, the forcemain velocities will be adequate for flushing while utilizing a 8-inch forcemain within these ranges.



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Wet Well Configuration In order to meet build out flow conditions, it is recommended to provide for a wet well sizing based on this condition with a flow rate of 700 gpm. For build out flow conditions, an 8-foot diameter precast concrete wet well is recommended with a 5-foot control band. This will provide for a pump station operation less than 6 cycles per hour under all flow conditions through 700 gpm. As previously discussed, a minimum pumping unit of 400 gpm is recommended for the initial start up and flow conditions. A separate precast concrete vault will be constructed adjacent to the wet well to house shut-off and check valves and connection piping. Standby generators or a quick connect in the electrical panel will be provided in cases there is a power failure.

Lift Station Appurtenances All lift station appurtenances will be designed for ultimate flow conditions, such as:

Electrical o Breakers (sized for initial pumping unit size in Option 1) o Electrical Service o Switches o Starters o Controls o Motor control center

Mechanical o Piping and fittings o Plug and Check Valves o Structures and vaults o Pumping unit lifting rails

Site layout of lift station will accommodate all lift station equipment, wet well, vaults, etc. for ultimate buildout conditions. Pump lifting rails will be designed to lift pumping units designed for ultimate conditions.

Lift Station Location We have established a preliminary location for the lift station north of 20th Avenue and west of Indian Avenue, located near the existing Motel 6 (see Plate 2). The lift station can be placed in the street parkway or on private property with an easement. If placed in the street right-of-way the District would be subject to County/City jurisdiction and control. Purchasing a site for the lift station would guarantee the District control in the future.

Garnet Avenue Trunk Line

The Garnet Avenue Trunk line is proposed to convey wastewater generated within the study area on the south side of Interstate 10 to the 20th Avenue Trunk line on the north side of Interstate 10. As shown on Plate 2, this trunk line commences west of Indian Avenue along Garnet Street and traverses east to an existing 12-inch dia. sewer line under Interstate 10. Based on the as-built drawings, the design capacity for the existing 12-inch dia. Sewer line is 0.81 mgd and the ultimate peak flow for this line under Alternative 1 is 0.5 mgd. This trunk line will range in size from 8-inches to 12-inches in diameter and approximately 6,600 feet long.



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Proposed Collector Lines

Rupert Street

The proposed 8-inch diameter collector line in Rupert Street will extend approximately 1,700 lf from the south side of 19th Avenue to the 20th Avenue Trunk line to the south.

McLane Street

Approximately 1,300 lf of 8-inch collection line is needed along McLane Street between 19th Ave and Orr Way.

Newhall Street

Approximately 1,300 lf of 8-inch collection line is needed along Newhall Street between 19th Ave and Orr Way.

Orr Way

An 8-inch diameter wastewater line is needed to connect the proposed collector lines in McLane St. and Newhall St. to the collector line in Rupert Street. Approximately 800 ft of pipeline will be needed.

North Indian Avenue

On the north side of the I-10 Freeway, a collector line is needed in Indian Ave. between 19th Ave. and the proposed 20th Ave. Trunk line. About 1,500 ft of 8-inch diameter pipe is needed for this connection.

South Indian Avenue Collector

Due to the topography south of the I-10 Freeway along Indian Avenue, properties south of Garnet Ave. will not flow to the north by gravity and will therefore require a lift station.

Industrial Complex Collector

East of Indian Avenue and north of 20th Avenue there are existing and proposed developments along an unnamed street. A proposed 8-inch diameter collector approximately 2,100 ft long is proposed along this street to convey wastewater generated in this area to the proposed 20th Avenue Trunk line. Due to low flows generated within the complex, the velocity in the 8-inch diameter sewer will be less than 2.0 ft/s.

Right-of-Way and Easements

The proposed pipeline alignments will be within existing street right-of-way. However, the 20th Avenue Trunk, Garnet Avenue Trunk, and the collectors on Indian Avenue will cross through Caltrans right-of-way at Indian Avenue. Discussions between MSWD staff and Caltrans are underway to establish an agreement between the two entities. It is likely that a jack and boar through these sections will be required.



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Alternative 2 - Proposed Trunk Lines and Sewer Lift Station

The following wastewater pipelines have been sized based on the hydraulic analysis previously addressed. Future developments will dictate the sequence these improvements will be constructed in.


Wastewater generated north of 19th Avenue and west of Indian Avenue will be collected and conveyed south, under Interstate 10 to Garnet Avenue, where it will then go back under Interstate 10 into a proposed lift station on 20th Avenue. The pipe diameters will range in size from 8 inches to 10 inches and span approximately 2,800 linear feet as shown on Plate 3. Wastewater generated north of 19th Avenue and east of Indian Avenue will be collected and conveyed to the proposed RWWTP by means of the 19th Ave. Trunk. This proposed trunk line will commence near the intersection of Indian Avenue and 19th Ave and continue east along 19th Ave. to the proposed RWWTP just west of Little Morongo Rd. The pipe diameter will be 24 inches and span approximately 5,300 linear feet as shown on Plate 3. The portion of the 19th Avenue Trunk line east of Indian Avenue (5,300 LF) will primarily be utilized to convey wastewater generated north of the study area to the RWWTP, therefore costs associated with over sizing of this portion of the trunk line will be paid for by the District with reimbursement agreements for future development and/or connections. Over sizing costs are estimated at $251,000.


A proposed trunk line in 20th Avenue will be utilized to convey wastewater generated between 19th Avenue and 20th Avenue within the study area. Similar to the 19th Avenue Trunk Line, wastewater generated between 19th Avenue and 20th Avenue and west of Indian Avenue will be collected and conveyed south, under Interstate 10 to Garnet Avenue. The western portion of 20th Avenue Trunk line will range in size between 8 to 15 inches in diameter and will be approximately 4,100 feet in length. The eastern portion of the proposed trunk line in 20th Avenue will be utilized to convey wastewater generated between 19th Avenue and 20th Avenue, and east of Indian Avenue. The eastern portion of the 20th Avenue Trunk line is proposed between Indian Avenue and the existing 12 inch diameter sewer line under Interstate 10 where a sewage lift station will be required to pump flow to the RWWTP. The eastern portion of the 20th Avenue Trunk line will range in size from 8 to 18 inches in diameter and will be approximately 4,800 feet in length as shown on Plate 3. Flow variations between existing to ultimate flow conditions are significant for this project and specifically in the area of the proposed lift station. Table 4-2 below summarizes two peak flow conditions to be considered.

Table 4-2 Peak Flow Conditions for Sewage Lift Station



Condition 2 Ultimate Influent Peak Flows 2,300 gpm

Due to the range of flows from existing to projected ultimate flows, it is recommended that an 12-inch forcemain be utilized for the proposed lift station. Minimum flow to maintain a velocity above 2.5 fps in



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an 12-inch forcemain is approximately 900 gpm. Preliminary hydraulic calculations indicate that the pumps will be approximately 40 hp units. Due to the current and ultimate flow variations the wet well volume, pump motor sizing, electrical requirement, valves and pipe fittings will be affected by the flow requirements necessary to maintain the proper flushing velocity in the selected discharge forcemain, while avoiding the necessity of installing two different sized forcemains to meet current and ultimate flows. Sizing the lift station too large could result in long sewer detention times in the wet well and shorter pumping durations which may lead to potential odor control problems. Sizing the lift station too small may accommodate current flows, but will restrict future expansion. It will be necessary to design the lift station with the flexibility to pump current flows and accommodate future flows or provide for future expansion. The following discussion will evaluate two (2) station configurations. One option (Option 1) consists of equipping the lift station with the electrical equipment and conduits and larger sized wet well for ultimate influent flow conditions and utilizing lower flow pumping units until flows exceed their primary pumping capacity. Pumping units and breakers will be replaced with larger units as flow conditions increase due to future developments. It is not recommended to utilize current flow potential (2,300 gpm total influent peak flow) to size the initial pumping units, due to minimal flow during initial start up and operations. The pumping units should be sized lower than the current flow potential but higher than the initial flow conditions. If this option was selected, we recommend that the initial pumping units have a minimum pumping capacity of 500 gpm each. Prior planning must be conducted as the flow conditions increase closer to the capacity of the initial pumping units. Careful flow monitoring and pump run time records must be kept to determine when the change out will take place. Another option (Option 2) is to equip the lift station with three (3) VFD pumping units (each 1,150 gpm) and the wet well will be sized for an intermediate flow condition, thus reducing its size. The utilization of three (3) pumping units will forego the required pump and breaker change out as in Option 1. The VFD will be set on manual control thus maintaining a set flow rate for the pumping units. Operations of this lift station configuration, in manual mode, will be similar to a typical “start/stop” lift station. The pump’s flow rate may be manually adjusted by adjusting the VFD to meet increasing flow conditions at infinitely variable increments. At a certain intermediate flow condition and as flows are more consistent, the lift station may be switched to “automatic level control” and operate as a traditional VFD controlled lift station. The station will not require a large sized wet well for ultimate conditions because the pumping units will automatically “ramp up” to meet these conditions.

Forcemain and Initial Pumping Flow Rate It is noted that a flow rate of 900 gpm is required in order to maintain a minimum velocity of 2.5 fps when utilizing an 12-inch diameter forcemain. It is noted that if two 1,150 gpm pumps are on with a combined estimated flow rate of 2,200-2,300 gpm, the forcemain velocity will be 6.5 fps, slightly above the recommended maximum of 6.0 fps. In order to meet lower flow rate conditions, yet provide for forcemain flushing capabilities, it is recommended to size the initial pumping units for a minimum flushing flow rate of 900 gpm.

Wet Well Configuration In order to meet build out flow conditions, it is recommended to provide for a wet well sizing based on this condition with a flow rate of 2,300 gpm. For build out flow conditions, a structurally engineered 40-



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foot deep concrete wet well will be required to accommodate the existing invert elevation (29.4’ bgs) of the 12-inch diameter sewer line under Interstate 10. A separate precast concrete vault will be constructed adjacent to the wet well to house shut-off and check valves and connection piping. Standby generators or a quick connect in the electrical panel will be provided in cases there is a power failure.

Lift Station Appurtenances All lift station appurtenances will be designed for ultimate flow conditions, such as:

Electrical o Breakers (sized for initial pumping unit size in Option 1) o Electrical Service o Switches o Starters o Controls o Motor control center

Mechanical o Piping and fittings o Plug and Check Valves o Structures and vaults o Pumping unit lifting rails

Site layout of lift station will accommodate all lift station equipment, wet well, vaults, etc. for ultimate buildout conditions. Pump lifting rails will be designed to lift pumping units designed for ultimate conditions.

Lift Station Location The location of the lift station will be located on 20th Avenue where the existing 12-inch diameter sewer crosses Interstate 10 (see Plate 3). It is recommended that the lift station be placed on property owned by the District to ensure control of the property in the future.


The Garnet Avenue Trunk line is proposed to convey wastewater generated within the study area from north of Interstate 10 and west of Indian Avenue and on the south side of Interstate 10 to the 20th Avenue Trunk line on the north side of Interstate 10. A jack and bore under Interstate 10 would be required to convey wastewater from north of Interstate 10 to the Garnet Street Trunk line. As shown on Plate 3, this trunk line commences west of Indian Avenue along Garnet Street and traverses east to an existing 12-inch dia. sewer line under Interstate 10. This trunk line will range in size from 8 to 18-inches in diameter and approximately 6,600 feet long. The sewer model indicates that the portion of the Garnet Avenue Trunk line upstream of the jack and bore under Interstate 10 will have a velocity of less than 2.0 ft/s under Alternative 2. As indicated previously, the design capacity for the existing 12-inch dia. sewer line is 0.81 mgd and the ultimate peak flow for this line under Alternative 2 is 1.84 mgd; therefore this line will be surcharged once ultimate peak flows exceed 0.81 mgd. Ultimate peak flows will approach 0.81 mgd when there are approximately 1,500 EDUs (300,000 mgd – average day flows) existing to the west of Indian Avenue, between Interstate 10 and 18th Avenue, and the entire area south of Interstate 10 which contributes flow to this portion of the sewer collection system. Flows and EDUs should be monitored by the District to evaluate when the existing 12-inch dia. sewer line is approaching design capacity.



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Proposed Collector Lines

Rupert Street

The proposed 8-inch diameter collector line in Rupert Street will extend approximately 1,200 lf from the south side of 19th Avenue to Orr Way and approximately 500 lf of 12-inch diameter collector line will extend from Orr Way to the 20th Avenue Trunk line to the south.

McLane Street

Approximately 1,300 lf of 12-inch collection line is needed along McLane Street between 19th Ave and Orr Way.

Newhall Street

Approximately 1,300 lf of 8-inch collection line is needed along Newhall Street between 19th Ave and Orr Way.

Orr Way

An 10-inch and 12-inch diameter wastewater line is needed to connect the proposed collector lines in McLane St. and Newhall St. to the collector line in Rupert Street. Approximately 800 ft of pipeline will be needed.

North Indian Avenue

On the north side of the I-10 Freeway, a collector line is needed in Indian Ave. between 19th Ave. and the proposed 20th Ave. Trunk line. About 1,400 ft of 8-inch diameter pipe is needed for this connection.

South Indian Avenue Collector

Due to the topography south of the I-10 Freeway along Indian Avenue, properties south of Garnet Ave. will not flow to the north by gravity and will therefore require a lift station.

Industrial Complex Collector

East of Indian Avenue and north of 20th Avenue there are existing and proposed developments along an unnamed street. A proposed 8-inch diameter collector approximately 2,100 ft long is proposed along this street to convey wastewater generated in this area to the western portion of the proposed 20th Avenue Trunk line. Due to low flows generated within the complex, the velocity in the 8-inch diameter sewer will be less than 2.0 ft/s.

Right-of-Way and Easements

The proposed pipeline alignments will be within existing street right-of-way. However, the proposed jack and bore under Interstate 10 from the 20th Avenue Trunk to the Garnet Avenue Trunk will require an encroachment permit from Caltrans. Discussions between MSWD staff and Caltrans are underway to establish an agreement between the two entities.


I-10 & Indian Area Sewer System PDR Conclusions and Recommendations

5-1

SECTION 5 – Conclusions and Recommendations

The project study area is generally bounded by 18th Ave. to the north, Little Morongo Road to the east, the railroad right of way to the south, and Karen Ave to the west. The natural topography slopes down from the north to the south except for the south east corner of the study area which has rolling hills. Outside of the study boundary to the west and north are wind farms and are not anticipated to generate wastewater tributary to the study area. South of the study boundary and the rolling hills within the boundary are within the Coachella Valley Multiple Species Habitat Conservation which at this time is not developable. Further north of the wind farms are planned residential developments that will generate wastewater. Wastewater generated in this region will contribute to the wastewater flow in the proposed 19th Ave. trunk line at the Indian Avenue intersection.

Average Day and Peak Sewer Flows

Existing average day flows were based on average annual water meter data provided by the MSWD. It was assumed that 80% of the water will return to the sewer system. For ultimate conditions, average daily flows were based on developer estimates where available and landuse data for all other areas.

Existing and ultimate average day flow estimates are provided below. For a detailed breakdown of the estimated flow per development area, refer to the tables provided in Appendix A.

Estimated Flows

Estimated Flows Gallons per Day

Existing 48,122

Ultimate 1,583,680 Peak flows are based on MSWD’s peaking factors. Average day flows are multiplied by peak factors to obtain estimated peak flows. Peak flows were used in this report to determine the minimum allowable pipe diameter size for each segment base on the design criteria discussed herein. These minimum pipe diameter sizes are shown on Plate 2.

Proposed Facilities

A digital model of two (2) alternative wastewater conveyance systems, identified as Alternative 1 and Alternative 2, were prepared by Webb Associates using SewerCAD. The modeling software has the capabilities to calculate a preliminary design for proposed sewer lines based on the design constraints adopted by MSWD. This design feature was utilized to determine the proposed pipe sizes for the two (2) alternative conveyance systems. These minimum pipe diameter sizes for Alternative 1 and Alternative 2 are shown on Plate 2 and Plate 3, respectively.

Alternative 1


This proposed 19th Avenue trunk line will commence near the intersection of Halleck Rd. and 19th Ave and continue east along 19th Ave. to the proposed RWWTP just west of Little Morongo Rd. The pipe diameter will range between 8 to 24 inches and span approximately 9,300 linear feet. The portion of the 19th Avenue Trunk line east of Indian Avenue (5,300 LF) will primarily be utilized to convey



5-2

wastewater generated north of the study area to the RWWTP, costs associated with oversizing of this portion of the trunk line are estimated at $260,000.


The 20th Avenue Trunk line is proposed between Karen Ave. and will terminate just west of Indian Avenue where a sewage lift station will be required to pump flow under the recently completed Indian Avenue I-10 overpass, across Indian Avenue. Otherwise the trunk line would need to be installed at a depth of approximately 25-30 feet below ground surface and would require that the recently completed bridge improvements be disturbed. East of Indian Avenue, the force main from the sewage lift station will terminate and the 20th Avenue Trunk line will continue to Little Morongo Road. The 20th Avenue Trunk line will range in size between 8 to 21 inches in diameter as the projected flows increase from west to east. This line will be approximately 11,000 feet in length and will terminate at a proposed lift station (proposed under another project) near the intersection of 20th Ave. and Little Morongo Road. Flow variations between existing to ultimate flow conditions are significant for this project and specifically in the area of the proposed lift station. Existing and ultimate peak flow conditions are summarized below.

Peak Flow Conditions for Sewage Lift Station (Alternative 1)


Condition 1 Existing Peak Flows 20 gpm

Condition 2 Ultimate Peak Flows 700 gpm

Two (2) options for the proposed lift station were discussed herein, Webb recommends Option 2 to the District which consists of equipping the lift station with three (3) VFD pumping units (each 400 gpm) and the wet well will be sized for an intermediate flow condition, thus reducing its size. The proposed discharge forcemain will be an 8-inch diameter pipe and the wet well will be an 8-foot diameter manhole with a 5-foot working control band which will provide for a pump station operation less than 6 cycles per hour under all flow conditions through 700 gpm.


The Garnet Avenue Trunk line is proposed to convey wastewater generated within the study area on the south side of Interstate 10 to the 20th Avenue Trunk line on the north side of Interstate 10. As shown on Plate 2, this trunk line commences west of Indian Avenue along Garnet Street and traverses east to an existing 12-inch dia. sewer line under Interstate 10. Based on the as-built drawings, the design capacity for the existing 12-inch dia. Sewer line is 0.81 mgd and the ultimate peak flow for this line under Alternative 1 is 0.5 mgd. This trunk line will range in size from 8-inches to 12-inches in diameter and approximately 6,600 feet long. The sewer model indicates that the velocity in the Garnet Avenue Trunk line will be less than 2.0 ft/s under Alternative 1. Due to the topography south of the I-10 Freeway along Indian Avenue, properties south of Garnet Ave. will not flow to the north by gravity and will therefore require a lift station.



5-3

Construction Cost Estimate

The preliminary construction cost estimate for the facilities discussed herein for Alternative 1 is

provided in Appendix C. The construction cost estimate for Alternative 1 is $9,900,000, including a 10%

construction contingency. Alternate pipe material, such as PVC, for the sewer lines would result in a

cost savings of approximately 4-6%. This is considered a preliminary estimate and may be refined upon

completion of final design.

Alternative 2


Wastewater generated north of 19th Avenue and west of Indian Avenue will be collected and conveyed south to 20th Avenue, where it will be conveyed under Interstate 10 to the Garnet Avenue Trunk Line. The pipe diameters will range in size from 8 inches to 10 inches and span approximately 2,800 linear feet. Wastewater generated north of 19th Avenue and east of Indian Avenue will be collected and conveyed to the proposed RWWTP by means of the 19th Ave. Trunk. This proposed trunk line will commence near the intersection of Indian Avenue and 19th Ave and continue east along 19th Ave. to the proposed RWWTP just west of Little Morongo Rd. The pipe diameter will be 24 inches and span approximately 5,300 linear feet. This portion of the 19th Avenue Trunk line east of Indian Avenue (5,300 LF) will primarily be utilized to convey wastewater generated north of the study area to the RWWTP, costs associated with oversizing of this portion of the trunk line are estimated at $251,000.


A proposed trunk line in 20th Avenue will be utilized to convey wastewater generated between 19th Avenue and 20th Avenue within the study area. Similar to the 19th Avenue Trunk Line, wastewater generated between 19th Avenue and 20th Avenue and west of Indian Avenue will be collected and conveyed south, under Interstate 10 to Garnet Avenue Trunk Line. The western portion of 20th Avenue Trunk line will range in size between 8 to 15 inches in diameter and will be approximately 4,100 feet in length. The eastern portion of the proposed trunk line in 20th Avenue will be utilized to convey wastewater generated between 19th Avenue and 20th Avenue, and east of Indian Avenue. The eastern portion of the 20th Avenue Trunk line is proposed between Indian Avenue and the existing 12 inch diameter sewer line under Interstate 10 where a sewage lift station will be required to pump flow to the RWWTP. The eastern portion of the 20th Avenue Trunk line will range in size from 8 to 18 inches in diameter and will be approximately 4,800 feet in length. The sewage lift station for Alternative 2 will be a three (3) pump configuration, three pumping units with each unit sized to pump half the ultimate influent peak design flow of 3.25 MGD (2,300 gpm). Flow variations between existing to ultimate flow conditions are significant for this project and specifically in the area of the proposed lift station. Existing and ultimate peak flow conditions are summarized below.



5-4

Peak Flow Conditions for Sewage Lift Station (Alternative 2)



Condition 2 Ultimate Influent Peak Flows 2,300 gpm

Two (2) options for the proposed lift station were discussed herein, Webb recommends Option 2 to the District which consists of equipping the lift station with three (3) VFD pumping units (each 1,150 gpm) and the wet well will be sized for an intermediate flow condition, thus reducing its size. The proposed discharge forcemain will be a 12-inch diameter pipe and the wet well will be a structurally engineered 40-foot deep concrete structure.


The Garnet Avenue Trunk line is proposed to convey wastewater generated within the study area from north of Interstate 10 and west of Indian Avenue and on the south side of Interstate 10 to the 20th Avenue Trunk line on the north side of Interstate 10. A jack and bore under Interstate 10 would be required to convey wastewater from the 20th Street Trunk line, north of Interstate 10, to the Garnet Street Trunk line. As shown on Plate 3, this trunk line commences west of Indian Avenue along Garnet Street and traverses east to an existing 12-inch dia. sewer line under Interstate 10. This trunk line will range in size from 8 to 18-inches in diameter and approximately 6,600 feet long. The sewer model indicates that the portion of Garnet Avenue Trunk line upstream of the jack and bore under Interstate 10 will have a velocity of less than 2.0 ft/s under Alternative 2. As indicated previously, the design capacity for the existing 12-inch dia. sewer line is 0.81 mgd and the ultimate peak flow for this line under Alternative 2 is 1.84 mgd; therefore this line will be surcharged once ultimate peak flows exceed 0.8 mgd. Ultimate peak flows will approach 0.81 mgd when there are approximately 1,500 EDUs (300,000 mgd – average day flows) existing to the west of Indian Avenue, between Interstate 10 and 18th Avenue, and the entire area south of Interstate 10 which contributes flow to this portion of the sewer collection system. Flows and EDUs should be monitored by the District to evaluate when the existing 12-inch dia. sewer line is approaching design capacity.


The preliminary construction cost estimate for the facilities discussed herein for Alternative 2 is

provided in Appendix C. The construction cost estimate for Alternative 2 is $8,800,000, including a 10%

construction contingency. Alternate pipe material, such as PVC, for the sewer lines would result in a

cost savings of approximately 4-6%. This is considered a preliminary estimate and may be refined upon

completion of final design.

Alternative Comparison

Both Alternatives will require lift stations, Alternative 1 will require two (2) lift stations; a 700 gpm lift station with a wet well depth of approximately 20 feet and a larger lift station that will be constructed with the proposed WWTP. Alternative 2 will require a 2,300 gpm lift station with a wet well depth of approximately 40 feet. Alternative 1 will, therefore, have additional Operation and Maintenance costs associated with two (2) lift stations compared to one (1) lift station in Alternative 2. Operation and Maintenance costs are not evaluated in this report.

Both Alternatives will require jack and bore construction methods and will require encroachment permits from Caltrans. Alternative 1 will have a jack and bore of approximately



5-5

400 linear feet and the jack and bore for Alternative 2 will be approximately 400 linear feet. Alternative 2 will take wastewater flows from north of Interstate 10 to the south side of Interstate 10 through a new sewer pipe under Interstate 10 and then back to the north side via an existing pipe under Interstate 10.

Cleaning velocities for both Alternatives are not met at the upstream ends of some of the proposed lines. Pipe diameters would need to be smaller than 8-inch or the sewer lines will need to be much deeper to increase the slopes.

Cleaning velocities in the Industrial Complex Collector will be less than 2.0 ft/s under Alternative 1 and 2.

Cleaning velocities in the entire length of the Garnet Avenue Trunk line will be less than 2.0 ft/s under Alternative 1 and the portion of the trunk line upstream of the jack and bore under Interstate 10 will be less than 2.0 ft/s under Alternative 2.

The existing 12-inch dia. sewer line under Interstate 10 has a design capacity of 0.81 mgd and the ultimate peak flow for this line under Alternative 2 is 1.84 mgd; therefore this line will be surcharged once ultimate peak flows exceed 0.8 mgd. Consideration should be given to upsizing this line once flows increase. Estimated costs associated with the replacement of this existing 12-inch dia. sewer line in the future is estimated at $500,000 (estimated construction cost for present day).

As indicated, the construction cost estimates for Alternative 1 and 2 are, $9,900,000 and $8,800,000, respectively.

Recommendation

Based on discussions with District personnel and the data presented herein, Alternative 2 is the preferred sewer system for the Interstate 10 and Indian Avenue Area. Consideration by the District should be given to the comparison of each alternative prior to making a final decision on which alternative to proceed with.

Appendix A – Tributary Areas and Estimated Wastewater Flows

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WWTP

L.S.

WWTP

"

""

""

""

"

""

"

"

""

"

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"6

311

58

4

10

2

23

22

1

50

9

24

53

536

37

39 5138

12 19

4043

28

29

55

187

44

42

45

548

49

25

52

31

35

4126 27

13

4746 14

17

3334

3015 202116

4859

32

Map revised August 29, 2008. G:\2011\11-0184\GIS\Tributary_Map.mxd

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rea M

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Tribu

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T-1 T-10

T-11

T-12

T-13

T-14

T-15

T-16

T-17

T-18

T-2 T-3 T-4 T-5 T-6 T-7 T-8 T-9

PLAT

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Estimated Wastewater Flows

Appendix A

Tributary Drainage

Area

Area

(ac)Residential1

(ac)

Commercial2

(ac)

Industrial2

(ac)

Proposed

Development

Area

(ac)

Approx. Existing

Flow3 (gpd)

Estimated Ultimate

Flow4 (gpd)

T-1 40.3 20.3 40,615

T-1 1 20.0 5,000

T-2 80.5 20.3 20.0 60,363

T-2 2 30.0 5,000

T-3 79.7 -

T-3 4 19.6 2,562

T-3 22 20.0 40,024

T-3 23 40.2 20,000

T-4 120.5 1.7 4.1 11,445

T-4 4 18.6 2,438

T-4 6 77.1 17,562

T-4 22 19.7 39,385

T-5 77.4 0.9 1,769

T-5 6 76.6 17,438

T-6 40.2 25.8 51,532

T-6 11 14.4 28,987

T-7 39.7 6.3 12,666

T-7 11 3.4 6,943

T-7 58 30.0 59,962

T-8 46.7 -

T-8 3 46.7 93,423

T-9 51.9 -

T-9 3 51.9 103,916

T-10 44.6 14.3 28,606

T-10 13 0.5 920

T-10 14 0.4 195

T-10 15 0.4 700

T-10 18 1.6 12,720

T-10 24 11.8 23,683

T-10 28 1.5 3,052

T-10 29 1.9 1,789 1,789

T-10 30 0.4 275 275

T-10 32 0.4 433 433

T-10 33 0.4 79 79

T-10 36 6.6 7,280 7,280

T-10 44 1.0 1,259 1,259

T-10 45 0.9 1,863

T-10 46 0.4 39 39

T-10 48 0.9 295 295

T-10 49 1.3 1,003 1,003

T-11 31.8 12.3 24,650

T-11 5 4.4 9,100

T-11 12 4.3 35,000

T-11 16 0.4 175

T-11 17 0.4 195

T-11 20 0.4 717

T-11 21 0.4 715

T-11 26 0.5 1,100

T-11 27 0.5 275

T-11 28 0.6 1,254

T-11 31 0.7 708 708

T-11 34 0.4 236 236

T-11 37 5.8 964 964

T-11 47 0.4 748 748

T-11 59 0.4 715

T-12 60.5 12.8 4.8 35,095

T-12 7 0.8 1,600

T-12 38 4.9 5,194 5,194

T-12 39 5.6 4,368 4,368

T-12 40 2.3 826 826

R:\WO\2011\11-0184\Calculations\MSWD Meter DataSummary

Estimated Wastewater Flows

Appendix A

Tributary Drainage

Area

Area

(ac)Residential1

(ac)

Commercial2

(ac)

Industrial2

(ac)

Proposed

Development

Area

(ac)

Approx. Existing

Flow3 (gpd)

Estimated Ultimate

Flow4 (gpd)

T-12 41 0.6 1,200 1,200

T-12 42 1.0 3,325 3,325

T-12 43 2.2 6,335 6,335

T-12 50 24.1 1,102 1,102

T-13 32.5 10.0 20,057

T-13 10 22.6 44,676

T-14 58.5 15.6 31,121

T-14 10 43.0 85,144

T-15 81.7 -

T-15 11 81.6 164,629

T-16 79.8 -

T-16 11 19.5 39,440

T-16 58 60.4 120,807

T-17 347.6 9.6 28.4 75,933

T-17 8 0.9 2,500

T-17 9 11.0 22,080

T-17 19 2.9 24,462

T-17 25 1.0 505

T-17 35 0.7 1,161 1,161

T-17 51 5.5 7,378 7,378

T-17 52 0.8 1,731 1,731

T-17 53 9.2 18,462

T-17 54 2.7 5,417

T-17 55 1.8 393 393

T-18 45.8 38.5 76,966

Total: 1,360 20.3 50.7 174.6 823.0 48,122 1,583,680

3 Existing wastewater flow calculations were based on a 12 month average of water consumption and a water to sewer return ration of 80%.

1 Residential wastewater flow calculations were based on a medium density of 5 du/ac and 200 gpd/du

2 Commercial and industrial wastewater flow calculations were based on 2000 gpd/ac

4 Wastewater flow calculations for undevloped projects were based on information provided by developers. When no flow information was available

assumptions were made based on similar building use type or commercial and industrial land use of 2000 gpd/ac.

R:\WO\2011\11-0184\Calculations\MSWD Meter DataSummary

Appendix B - Model Outputs

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WWTP

GA R

NE T

AV E

18TH

AVE

19TH

AVE

20TH

AVE

N INDIAN CANYON DR

LITTLE MORONGO RD

INDIAN AVE

KAREN DR

CALLE DE LOS ROMOS

RUPPERT ST

McLANE ST

HALLECK RD

NEWHALL ST

BLA

IR R

D

G A R N E T WA S H R D

20TH

AVE

18T H

AV E

19TH

AVE

GA R

NE T

AV E

INDIAN AVE

ORR

WAY

P-23

P-41

P-40

P-39

P-4

P-25

P-3

P-24

P-57

P-15

P-20

P-34

P-6

P-38

P-56

P-16

P-30

P-52 P-7

P-60

P-51

P-26

P-8P-

17P-37

P-5

P-13

P-2

P-43P-49

P-50

P-14

P-45

P-18

P-12

P-58

P-9

P-42

P-4724 ''

10 ''

15 ''

18 ''

12 ''

8 ''

21 ''

18 ''

8 ''

12 ''

18 ''

8 ''

8 ''

8 '' 8 ''

10 ''

24 ''

8 ''

15 ''

12 ''

8 ''

10 ''

12 ''

24 ''

15 ''

15 ''

12 ''

8 ''

8 ''

8 ''

12 ''

12 ''

8 ''

12 ''

8 ''

8 ''

8 ''

MH-2

MH-3

MH-7

MH-4

MH-8

MH-5

MH-24

MH-48

MH-40

MH-29

MH-37

MH-18

MH-21

MH-45

MH-26

MH-34

MH-39

MH-15

MH-50

MH-42

MH-23

MH-47

MH-12

MH-36

MH-17

MH-20

MH-25

MH-41

MH-33

MH-38

MH-22

MH-19

MH-30

MH-35

MH-16

MH-51

MH-43

P-55

P-33

P-32

P-36

P-28

P-48

P-46

P-59

P-27

P-61

8 ''

21 ''

8 ''

8 ''

12 ''

8 ''

8 ''

15 ''

8 ''

Map revised Nov. 23, 2011. G:\2011\11-0184\GIS\Model Results.mxd

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Manhole Model Results

Alternative 1

LabelGround Elevation

(ft)

Hydraulic Grade Line In

(ft)

Hydraulic Grade

Line Out (ft)

Total Flow

(mgd)

Manhole

Depth (ft)

MH-2 710.5 688.09 688.09 2.83 23.4

MH-3 710.6 688.92 688.92 2.46 22.7

MH-4 715.0 690.87 690.87 2.28 25.1

MH-5 720.0 693.05 693.05 1.90 27.8

MH-6 723.5 693.94 693.94 1.62 30.5

MH-7 727.4 719.90 719.90 1.29 8.1

MH-8 735.0 727.46 727.46 1.13 8.1

MH-9 737.0 729.61 729.61 1.12 8.0

MH-10 741.0 733.76 733.76 1.12 7.8

MH-12 737.0 717.68 717.68 1.02 19.9

MH-13 736.0 718.45 718.45 0.99 18.3

MH-14 735.0 719.35 719.35 0.90 16.3

MH-15 732.0 720.19 720.19 0.90 12.4

MH-16 733.0 722.05 722.05 0.60 11.5

MH-17 731.0 723.57 723.57 0.60 8.0

MH-18 736.0 727.45 727.45 0.28 8.9

MH-19 736.0 728.73 728.73 0.28 7.7

MH-20 761.4 753.99 753.99 0.16 7.7

MH-21 763.6 749.74 749.74 0.43 14.4

MH-22 767.8 746.03 746.03 0.57 22.3

MH-23 766.5 744.02 744.02 3.71 23.6

MH-24 761.0 740.13 740.13 3.75 22.0

MH-25 758.0 737.80 737.80 3.96 21.4

MH-26 758.5 735.35 735.35 4.16 24.4

MH-27 751.0 734.12 734.12 4.16 18.0

MH-28 760.0 751.75 751.75 2.95 9.0

MH-29 767.0 747.86 747.86 0.43 19.6

MH-30 738.0 730.48 730.48 0.17 7.8

MH-31 735.5 728.13 728.13 0.47 7.8

MH-32 764.0 756.53 756.53 0.12 7.7

MH-33 768.0 744.27 744.27 0.59 24.4

MH-34 738.0 730.45 730.45 0.14 7.8

MH-35 736.0 728.39 728.39 0.01 7.7

MH-36 722.0 714.30 714.30 0.01 7.8

MH-37 723.0 708.23 708.23 0.01 14.8

MH-38 713.0 697.61 697.61 0.50 16.0

MH-39 713.0 695.08 695.08 0.50 18.3

MH-40 704.0 697.62 697.62 0.04 7.7

MH-41 754.0 746.46 746.46 0.16 7.8

MH-42 746.5 738.99 738.99 0.16 7.8

MH-43 746.0 738.00 738.00 0.16 8.3

MH-44 744.0 736.46 736.46 0.16 7.8

R:\WO\2011\11-0184\Calculations\MSWD Meter Data

Manhole Model Results

Alternative 1


(ft)

Hydraulic Grade Line In

(ft)

Hydraulic Grade

Line Out (ft)

Total Flow

(mgd)

Manhole

Depth (ft)

MH-45 761.0 753.56 753.56 0.16 7.7

MH-46 755.0 747.37 747.37 0.00 7.7

MH-47 750.0 742.27 742.27 0.00 7.8

MH-48 741.0 733.27 733.27 0.00 7.8

MH-49 764.0 756.57 756.57 0.17 7.7

MH-50 764.0 756.55 756.55 0.14 7.7

MH-51 710.5 686.63 686.63 2.83 24.8


Pipe

Mod

el R

esul

tsAl

tern

ativ

e 1

Labe

lU

pstr

eam

Nod

eU

pstr

eam

Inve

rtEl

evat

ion

(ft)

Dow

nstr

eam

Nod

eDo

wns

trea

m In

vert

Elev

atio

n (ft

)Co

nstr

ucte

d Sl

ope

(ft/f

t)Le

ngth

(ft)

Sect

ion

Size

Tota

l Flo

w(m

gd)

Desi

gn C

apac

ity(m

gd)

Exce

ss D

esig

nCa

paci

ty (m

gd)

Nor

mal

Dep

th /

Ris

e(d

/D) (

%)

P-2

MH-

368

7.90

MH-

268

7.20

0.00

2035

018

inch

2.46

42.

768

0.30

68.4

P-3

MH-

468

9.90

MH-

368

8.00

0.00

2094

918

inch

2.28

42.

768

0.48

64.8

P-4

MH-

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P-32

P-50

P-14

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P-12

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12 ''

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15 ''

10 ''

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10 ''

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8 ''

8 ''

10 ''

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8 ''

10 ''

12 ''

21 ''

10 ''

12 ''

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8 ''

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21 ''

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MH-3

MH-2

MH-8

MH-7

MH-5

MH-4

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MH-21

MH-42

MH-39

MH-18

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MH-32

MH-36

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MH-22

MH-43

MH-40

MH-19

MH-12

MH-47

MH-26

MH-33

MH-37

MH-16

MH-23

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Map revised Nov. 23, 2011. G:\2011\11-0184\GIS\Model Results.mxd

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12"

Manhole Model ResultsAlternative 2


(ft)Hydraulic Grade Line In

(ft)Hydraulic Grade Line Out

(ft)Total Flow

(mgd)ManholeDepth (ft)

MH-2 710.5 703.14 703.14 0.54 7.8MH-3 710.6 701.72 701.72 0.69 9.4MH-4 715.0 697.92 697.92 1.11 17.7MH-5 720.0 695.17 695.17 1.40 25.5MH-6 723.5 693.96 693.96 3.25 30.5MH-7 727.4 720.02 720.02 0.43 7.8MH-8 735.0 727.46 727.46 0.16 7.8MH-9 737.0 729.48 729.48 0.16 7.8MH-10 741.0 733.46 733.46 0.16 7.8MH-12 737.0 729.47 729.47 0.05 7.7MH-13 736.0 728.03 728.03 0.17 8.2MH-14 735.0 725.79 725.79 0.17 9.4MH-15 732.0 720.22 720.22 1.51 12.4MH-16 733.0 722.05 722.05 0.60 11.5MH-17 731.0 723.57 723.57 0.60 8.0MH-18 736.0 727.50 727.50 0.28 8.8MH-19 736.0 728.74 728.74 0.28 7.7MH-20 761.4 753.99 753.99 0.16 7.7MH-21 763.6 750.06 750.06 0.43 14.0MH-22 767.8 752.99 752.99 0.22 15.1MH-23 766.5 751.97 751.97 3.15 15.6MH-24 761.0 747.67 747.67 3.21 14.4MH-25 758.0 745.12 745.12 3.51 14.0MH-26 758.5 742.39 742.39 3.68 17.3MH-27 751.0 741.06 741.06 3.68 11.0MH-28 760.0 752.35 752.35 2.95 8.5MH-29 767.0 748.05 748.05 0.43 19.3MH-30 738.0 730.49 730.49 0.55 7.9MH-31 735.5 728.09 728.09 0.89 7.9MH-32 764.0 756.53 756.53 0.12 7.7MH-33 768.0 760.49 760.49 0.08 7.7MH-34 738.0 730.65 730.65 0.46 7.8MH-35 736.0 728.39 728.39 0.01 7.7MH-36 722.0 714.31 714.31 0.01 7.8MH-37 723.0 710.61 710.61 1.52 13.0MH-38 713.0 698.04 698.04 1.84 16.0MH-39 713.0 696.04 696.04 1.84 18.3MH-40 704.0 698.05 698.05 0.04 7.7MH-41 754.0 746.46 746.46 0.16 7.8MH-42 746.5 738.99 738.99 0.16 7.8MH-43 746.0 738.00 738.00 0.16 8.3MH-44 744.0 736.46 736.46 0.16 7.8MH-45 761.0 753.56 753.56 0.16 7.7MH-46 755.0 747.37 747.37 0.00 7.7MH-47 750.0 742.27 742.27 0.00 7.8MH-48 741.0 733.27 733.27 0.00 7.8


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0.20

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0.17

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0.07

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Appendix C – Construction Cost Estimates


Alternative 1 - VCP

Interstate 10 and Indian Avenue Area Sewer

June 2012


UNIT UNIT

ITEM QUANTITYDEPTH

(range)MEAS PRICE

TOTAL

Interstate 10 and Indian Avenue Area Sewer System

101 1 LS $60,000.00 $60,000.00

102 1 LS $40,000.00 $40,000.00

103 41 <15' LF $149 $6,088.50

5,323 15'-25' $165 $878,295.00

>25' $182 $0.00

104 <15' LF $135 $0.00

648 15'-25' $150 $97,200.00

>25' $165 $0.00

105 0 <15' LF $122 $0.00

1,299 15'-25' $135 $175,365.00

1,095 >25' $149 $162,607.50

106 276 <15' LF $110 $30,304.80

1,013 15'-25' $122 $123,586.00

377 >25' $134 $50,593.40

107 2,960 <15' LF $101 $298,368.00

3,932 15'-25' $112 $440,384.00

305 >25' $123 $37,576.00

108 350 <15' LF $96 $33,705.00

1,520 15'-25' $107 $162,640.00

>25' $118 $0.00

109 13,389 <15' LF $87 $1,168,859.70

1,516 15'-25' $97 $147,052.00

>25' $107 $0.00

110 400 LF $350.00 $140,000.00

111 900 LF8" dia. PVC forcemain

$60.00 $54,000.00

112 1 <15' EA $4,000.00 $4,000.00

45 15'-25' EA $7,000.00 $315,000.00

5 >25' EA $9,000.00 $45,000.00

113 50 <12' EA $3,500.00 $175,000.00

114 1 LS $30,000.00 $30,000.00

115 1 LS $25,000.00 $25,000.00

116 16,550 LF $30.00 $496,500.00

117 8,663 LF $60.00 $519,780.00

118 25,213 LF $20.00 $504,260.00

119 1 LS $650,000.00 $650,000.00

120 1 LS $1,700,000.00 $1,700,000.00

121 2,500 LF12" dia. PVC forcemain

$75.00 $187,500.00

122 1 LS $12,000.00 $12,000.00

123 1 LS $65,000.00 $65,000.00

124 1 LS $20,000.00 $20,000.00

125 5 EA $1,500.00 $7,500.00

126 1 LS $1,500.00 $1,500.00

127 1 LS $40,000.00 $40,000.00

128 1 LS $5,000.00 $5,000.00

129 1 LS $15,000.00 $15,000.00

$892,466.49

Total Bid $9,900,000.00

DESCRIPTION

5' dia. manholes per MSWD Std. Dwg. No. S-06

Preliminary Construction Estimate

Remove & replace existing traffic loops disturbed during construction, provide for fully functional system & provide for

temporary traffic detection at signalized during construction intersection

700 gpm (10 hp) Lift Station including all civil, mechanical, and electrical work.


15" dia. VCP sewer main with trench bedding per MSWD Std. Dwg. No. S-01/02A




Pothole existing utilities prior to any construction

Air testing & flushing of sewer gravity main

Pavement removal, disposal & replacement, per plans & specifications per County of Riverside requirements (for pipe

<15' in depth)

Grind & asphalt concrete cap per plans & specifications & City of Desert Hot Springs/Palm Springs requirements

BID SCHEDULE

Provide Record Drawing in accordance with the specification

Complete pavement removal, disposal & replacement, per plans & specifications per County of Riverside requirements

(for pipe >15' in depth)

2,300 gpm (40 hp) Lift Station including all civil, mechanical, and electrical work necessary at the WWTP


Traffic Control & safety, temporary & final striping of roadways including providing traffic control for surveying &

inspection activities

Unknown mainline utility crossings


10% Construciton Contingency

Mobilization, bonding, insurance & pre-con video

Trench & excavation sheeting, shoring & bracing for protection of life & limb per OSHA standard



Furnish and Install 400' (L) x 16" (I.D.) x 1/4" (min. thickness) steel casing but not limited to: backfill & compaction,

pavement removal, disposal, replacement, grind & capping, equipment, materials, all per construction drawings & per

"Sewermain Steel Casing Detail", specifications & Caltrans requirements.


Work as specified in the Contract Documents & as shown on drawings not specifically listed in any other bid item 101 thru

128

NPDES/SWPPP compliance; provide, obtain approval & implement Storm Water Pollution Prevention Plans & Monitoring

Program

Force Account Work

Provide video inspection of constructed pipelines per specifications

Const ruct ion Est imat e Alt 1 vcp Page 1 ML


Alternative 2 - VCP

Interstate 10 and Indian Avenue Area Sewer

June 2012


UNIT UNIT

ITEM QUANTITYDEPTH

(range)MEAS PRICE

TOTAL

Interstate 10 and Indian Avenue Area Sewer System

101 1 LS $60,000.00 $60,000.00

102 1 LS $40,000.00 $40,000.00

103 3,060 <15' LF $135 $413,100.00

2,204 15'-25' $150 $330,600.00

>25' $165 $0.00

104 92 <15' LF $122 $11,178.00

2,144 15'-25' $135 $289,440.00

>25' $149 $0.00

105 1,138 <15' LF $110 $124,952.40

1,594 15'-25' $122 $194,468.00

447 >25' $134 $59,987.40

106 2,510 <15' LF $101 $253,008.00

183 15'-25' $112 $20,496.00

150 >25' $123 $18,480.00

107 2,895 <15' LF $96 $278,788.50

1,470 15'-25' $107 $157,290.00

>25' $118 $0.00

108 14,784 <15' LF $87 $1,290,643.20

338 15'-25' $97 $32,786.00

154 >25' $107 $16,431.80

109 400 LF $500.00 $200,000.00

110 5,000 LF12" dia. PVC forcemain

$75.00 $375,000.00

111 10 <15' EA $4,000.00 $40,000.00

25 15'-25' EA $7,000.00 $175,000.00

3 >25' EA $9,000.00 $27,000.00

113 65 <12' EA $3,500.00 $227,500.00

114 1 LS $30,000.00 $30,000.00

115 1 LS $25,000.00 $25,000.00

116 22,079 LF $30.00 $662,370.00

117 4,086 LF $60.00 $245,160.00

118 26,165 LF $20.00 $523,300.00

119 1 LS $1,700,000.00 $1,700,000.00

120 1 LS $12,000.00 $12,000.00

121 1 LS $65,000.00 $65,000.00

122 1 LS $20,000.00 $20,000.00

123 5 EA $1,500.00 $7,500.00

124 1 LS $1,500.00 $1,500.00

125 1 LS $40,000.00 $40,000.00

126 1 LS $5,000.00 $5,000.00

127 1 LS $15,000.00 $15,000.00

$798,797.93

Total Bid $8,800,000.00

10% Construciton Contingency

Mobilization, bonding, insurance & pre-con video

Trench & excavation sheeting, shoring & bracing for protection of life & limb per OSHA standard


Furnish and Install 400' (L) x 30" (I.D.) x 1/4" (min. thickness) steel casing but not limited to: backfill & compaction,

pavement removal, disposal, replacement, grind & capping, equipment, materials, all per construction drawings & per

"Sewermain Steel Casing Detail", specifications & Caltrans requirements.


Work as specified in the Contract Documents & as shown on drawings not specifically listed in any other bid item 101 thru

126

NPDES/SWPPP compliance; provide, obtain approval & implement Storm Water Pollution Prevention Plans & Monitoring

Program

Traffic Control & safety, temporary & final striping of roadways including providing traffic control for surveying &

inspection activities

Provide Record Drawing in accordance with the specification

Force Account Work

BID SCHEDULE

DESCRIPTION

Preliminary Construction Estimate

Provide video inspection of constructed pipelines per specifications

Unknown mainline utility crossings

Remove & replace existing traffic loops disturbed during construction, provide for fully functional system & provide for

temporary traffic detection at signalized during construction intersection

2,300 gpm (40 hp) Lift Station including all civil, mechanical, and electrical work.






Pothole existing utilities prior to any construction

Air testing & flushing of sewer gravity main

Pavement removal, disposal & replacement, per plans & specifications per County of Riverside requirements (for pipe

<15' in depth)

Grind & asphalt concrete cap per plans & specifications & City of Desert Hot Springs/Palm Springs requirements

Complete pavement removal, disposal & replacement, per plans & specifications per County of Riverside requirements

(for pipe >15' in depth)




Const ruct ion Est imat e Alt 2 vcp Page 1 ML