final - preliminary design report interstate 10 and indian ... design report.pdf · interstate 10...
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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
i R:\WO\2011\11-0184\Report\PDR Body 2.docx
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
ii R:\WO\2011\11-0184\Report\PDR Body 2.docx
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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Mission Springs Water District Section 2
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.
Mission Springs Water District Section 2
I-10 & Indian Area Sewer System PDR Design Criteria
2-2
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.
Mission Springs Water District Section 2
I-10 & Indian Area Sewer System PDR Design Criteria
2-3
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.
Mission Springs Water District Section 3
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 .
Mission Springs Water District Section 4
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
Mission Springs Water District Section 4
I-10 & Indian Area Sewer System PDR Proposed Facilities
4-2
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.
Mission Springs Water District Section 4
I-10 & Indian Area Sewer System PDR Proposed Facilities
4-3
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.
Mission Springs Water District Section 4
I-10 & Indian Area Sewer System PDR Proposed Facilities
4-4
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.
Mission Springs Water District Section 4
I-10 & Indian Area Sewer System PDR Proposed Facilities
4-5
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.
19th Avenue Trunk Line
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.
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. 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
Flow Condition Situation Flow
Condition 1 Existing Influent Peak Flows 90 gpm
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
Mission Springs Water District Section 4
I-10 & Indian Area Sewer System PDR Proposed Facilities
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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-
Mission Springs Water District Section 4
I-10 & Indian Area Sewer System PDR Proposed Facilities
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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.
Garnet Avenue Trunk Line
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.
Mission Springs Water District Section 4
I-10 & Indian Area Sewer System PDR Proposed Facilities
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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.
Mission Springs Water District Section 5
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
19th Avenue Trunk Line
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
Mission Springs Water District Section 5
I-10 & Indian Area Sewer System PDR Conclusions and Recommendations
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.
20th Avenue Trunk Line and Sewage Lift Station
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)
Flow Condition Situation Flow
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.
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. 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.
Mission Springs Water District Section 5
I-10 & Indian Area Sewer System PDR Conclusions and Recommendations
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
19th Avenue Trunk Line
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.
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. 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.
Mission Springs Water District Section 5
I-10 & Indian Area Sewer System PDR Conclusions and Recommendations
5-4
Peak Flow Conditions for Sewage Lift Station (Alternative 2)
Flow Condition Situation Flow
Condition 1 Existing Influent Peak Flows 90 gpm
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.
Garnet Avenue Trunk Line
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.
Construction Cost Estimate
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
Mission Springs Water District Section 5
I-10 & Indian Area Sewer System PDR Conclusions and Recommendations
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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L.S.
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187
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45
548
49
25
52
31
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4126 27
13
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17
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3015 202116
4859
32
Map revised August 29, 2008. G:\2011\11-0184\GIS\Tributary_Map.mxd
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T-1 T-10
T-11
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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
LabelGround Elevation
(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
R:\WO\2011\11-0184\Calculations\MSWD Meter Data
Pipe
Mod
el R
esul
tsAl
tern
ativ
e 1
Labe
lU
pstr
eam
Nod
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pstr
eam
Inve
rtEl
evat
ion
(ft)
Dow
nstr
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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-
569
2.19
MH-
469
0.00
0.00
201,
095
18 in
ch1.
92.
768
0.87
57.3
P-5
MH-
669
3.04
MH-
569
2.29
0.00
2037
715
inch
1.62
41.
703
0.08
72.1
P-6
MH-
771
9.30
MH-
669
3.04
0.04
1263
812
inch
1.28
54.
262.
9835
.8P-
7M
H-8
726.
90M
H-7
719.
400.
0146
514
12 in
ch1.
125
2.53
61.
4144
.3P-
8M
H-9
729.
00M
H-8
727.
000.
0050
402
12 in
ch1.
123
1.48
10.
3661
.1P-
9M
H-10
733.
17M
H-9
729.
100.
0163
250
10 in
ch1.
123
1.64
70.
5257
.1P-
12M
H-13
717.
70M
H-12
717.
240.
0013
367
15 in
ch0.
992
1.34
90.
3659
.9P-
13M
H-14
718.
72M
H-13
717.
800.
0018
508
15 in
ch0.
897
1.61
50.
7250
.4P-
14M
H-15
719.
56M
H-14
718.
820.
0018
414
15 in
ch0.
897
1.61
50.
7250
.4P-
15M
H-16
721.
48M
H-15
719.
660.
0018
1,03
712
inch
0.59
70.
879
0.28
57.0
P-16
MH-
1772
3.00
MH-
1672
1.58
0.00
1881
012
inch
0.59
70.
879
0.28
57.0
P-17
MH-
1872
7.15
MH-
1772
3.10
0.00
7752
48
inch
0.28
10.
626
0.35
44.5
P-18
MH-
1972
8.33
MH-
1872
7.25
0.00
2937
38
inch
0.28
10.
384
0.10
59.6
P-20
MH-
2075
3.73
MH-
2174
9.35
0.00
431,
016
8 in
ch0.
157
0.25
60.
1038
.0P-
23M
H-23
742.
90M
H-24
739.
110.
0018
2,10
724
inch
3.70
95.
656
1.95
55.7
P-24
MH-
2473
9.01
MH-
2573
6.74
0.00
181,
259
24 in
ch3.
753
5.65
61.
9056
.1P-
25M
H-25
736.
64M
H-26
734.
250.
0018
1,33
024
inch
3.95
85.
656
1.70
58.0
P-26
MH-
2673
4.15
MH-
2773
3.13
0.00
1856
824
inch
4.16
5.65
61.
5059
.9P-
27M
H-27
733.
03O
-273
2.90
0.00
200
24 in
ch4.
165.
962
1.80
57.9
P-28
MH-
2875
1.00
MH-
2374
3.00
0.08
0010
024
inch
2.95
37.7
0434
.75
18.1
P-30
MH-
2174
9.25
MH-
2974
7.47
0.00
2280
910
inch
0.43
20.
606
0.17
58.7
P-32
MH-
3073
0.23
MH-
3172
7.83
0.00
5642
68
inch
0.17
0.29
30.
1236
.9P-
33M
H-32
756.
33M
H-31
727.
830.
0243
1,17
28
inch
0.12
30.
609
0.49
21.4
P-34
MH-
2274
5.49
MH-
3374
3.73
0.00
1897
012
inch
0.56
70.
893
0.33
54.6
P-36
MH-
3473
0.23
MH-
3172
7.83
0.00
6636
68
inch
0.14
10.
316
0.18
32.1
P-37
MH-
3172
7.73
MH-
1571
9.66
0.01
5651
78
inch
0.46
70.
890.
4248
.7P-
38M
H-35
728.
33M
H-36
714.
330.
0169
829
8 in
ch0.
012
0.50
70.
507.
6P-
39M
H-36
714.
23M
H-37
708.
270.
0040
1,49
18
inch
0.01
20.
247
0.24
10.7
P-40
MH-
3770
8.17
MH-
3869
7.10
0.00
651,
707
8 in
ch0.
012
0.31
40.
309.
5P-
41M
H-38
697.
00M
H-39
694.
800.
0010
2,13
612
inch
0.50
40.
674
0.17
60.6
P-42
MH-
3969
4.70
MH-
669
3.04
0.00
5033
312
inch
0.50
41.
482
0.98
38.2
P-43
MH-
4069
6.33
MH-
3869
7.10
-0.0
016
473
8 in
ch0.
039
-0.1
57-0
.20
100.
0P-
45M
H-41
746.
23M
H-42
738.
830.
0183
404
8 in
ch0.
159
0.52
80.
3726
.2P-
46M
H-42
738.
73M
H-43
737.
850.
0043
205
8 in
ch0.
159
0.25
60.
1038
.3P-
47M
H-43
737.
75M
H-44
736.
330.
0048
296
8 in
ch0.
159
0.27
10.
1137
.1P-
48M
H-44
736.
23M
H-10
733.
270.
0130
228
8 in
ch0.
159
0.44
50.
2928
.6P-
49M
H-45
753.
33M
H-41
746.
330.
0156
449
8 in
ch0.
159
0.48
80.
3327
.3
R:\W
O\2
011\
11-0
184\
Calc
ulat
ions
\MSW
D M
eter
Dat
a
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-50
MH-
4674
7.33
MH-
4774
2.33
0.00
9254
28
inch
0.00
40.
375
0.37
5.2
P-51
MH-
4774
2.23
MH-
4873
3.33
0.01
1279
38
inch
0.00
40.
414
0.41
5.0
P-52
MH-
4873
3.23
MH-
872
7.00
0.00
8672
48
inch
0.00
40.
362
0.36
5.3
P-55
MH-
4975
6.33
MH-
3073
0.33
0.02
211,
175
8 in
ch0.
170.
581
0.41
25.8
P-56
MH-
2974
7.37
MH-
2274
5.59
0.00
2281
110
inch
0.43
20.
606
0.17
58.7
P-57
MH-
5075
6.33
MH-
3473
0.33
0.02
181,
195
8 in
ch0.
141
0.57
60.
4423
.6P-
58M
H-33
743.
63M
H-23
743.
000.
0018
357
12 in
ch0.
593
0.88
10.
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7.14
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200
15 in
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1.70
30.
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H-2
687.
10M
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685.
800.
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648
21 in
ch2.
834
4.17
61.
3456
.9P-
61M
H-51
685.
70O
-568
5.61
0.00
200
21 in
ch2.
834
4.17
61.
3456
.9
R:\W
O\2
011\
11-0
184\
Calc
ulat
ions
\MSW
D M
eter
Dat
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L.S.
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
ORR
WAY
P-23
P-41
P-40
P-39
P-4
P-25
P-35
P-31
P-3
P-24
P-33P-
15
P-20
P-34
P-6
P-38
P-16
P-30
P-52 P-7
P-44
P-51
P-26
P-8P-
17P-37
P-5
P-13
P-2
P-43P-49
P-32
P-50
P-14
P-45
P-18
P-12
P-9
P-42
P-47P-28
P-48
21 '' 18
''
12 ''
8 ''
15 ''
10 ''
8 ''
10 ''
8 ''
8 ''
8 ''
10 ''
8 ''
8 ''
10 ''
12 ''
21 ''
10 ''
12 ''
8 ''
8 ''
8 ''
15 ''
8 ''
21 ''
8 ''
12 ''
8 ''8 ''
8 ''
15 ''
8 ''
8 ''
8 ''
8 ''
8 ''
8 ''
8 ''
MH-3
MH-2
MH-8
MH-7
MH-5
MH-4
MH-38
MH-17
MH-45
MH-24
MH-35
MH-21
MH-42
MH-39
MH-18
MH-25
MH-32
MH-36
MH-15
MH-29
MH-22
MH-43
MH-40
MH-19
MH-12
MH-47
MH-26
MH-33
MH-37
MH-16
MH-23
MH-34
MH-48
MH-41
MH-20
P-36
P-53
P-46
P-27
8 ''
12 ''
8 ''
8 ''
10 ''
Map revised Nov. 23, 2011. G:\2011\11-0184\GIS\Model Results.mxd
This
map
con
tain
s G
eogr
aphi
c In
form
atio
now
ned
by th
e Co
unty
of R
iver
side
. ©
200
8
Imag
ery
by D
igita
l G
lobe
, M
arch
200
8
060
01,
200
Feet
OLege
ndPr
oject
Boun
dary
Force
Main
Grav
ity Li
ne3ä
Lift S
tation
WWTP
Boun
dary
SEWE
R MO
DEL R
ESUL
TSPL
ATE 3
ALTE
RNAT
IVE 2
PROP
OSED
PIPE
DIA
METE
RS
12"
Manhole Model ResultsAlternative 2
LabelGround Elevation
(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
R:\WO\2011\11-0184\Calculations\MSWD Meter Data
Pipe
Mod
el R
esul
tsAl
tern
ativ
e 2
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/
ft)
Leng
th (f
t)Se
ctio
n Si
zeTo
tal F
low
(mgd
)De
sign
Cap
acity
(mgd
)Ex
cess
Des
ign
Capa
city
(mgd
)N
orm
al D
epth
/ R
ise
(d/D
) (%
)
P-2
MH-
270
2.67
MH-
370
1.27
0.00
4035
010
inch
0.54
40.
817
0.27
56.3
P-3
MH-
370
1.17
MH-
469
7.37
0.00
4094
910
inch
0.69
40.
817
0.12
66.1
P-4
MH-
469
7.27
MH-
569
4.60
0.00
241,
095
15 in
ch1.
105
1.88
0.78
52.1
P-5
MH-
569
4.50
MH-
669
3.14
0.00
3637
715
inch
1.39
52.
287
0.89
53.3
P-6
MH-
771
9.63
MH-
669
3.04
0.04
1663
98
inch
0.43
40.
797
0.36
35.7
P-7
MH-
872
7.23
MH-
771
9.73
0.01
4651
38
inch
0.16
20.
472
0.31
28.0
P-8
MH-
972
9.23
MH-
872
7.33
0.00
4740
28
inch
0.15
90.
268
0.11
37.3
P-9
MH-
1073
3.23
MH-
972
9.33
0.01
5625
08
inch
0.15
90.
488
0.33
27.3
P-12
MH-
1272
9.33
MH-
1372
7.87
0.00
4036
78
inch
0.04
60.
247
0.20
20.7
P-13
MH-
1372
7.77
MH-
1472
5.66
0.00
4250
88
inch
0.16
60.
252
0.09
39.5
P-14
MH-
1472
5.56
MH-
1571
9.66
0.01
4241
48
inch
0.16
60.
466
0.30
28.6
P-15
MH-
1672
1.48
MH-
1571
9.66
0.00
181,
037
12 in
ch0.
597
0.87
90.
2857
.0P-
16M
H-17
723.
00M
H-16
721.
580.
0018
810
12 in
ch0.
597
0.87
90.
2857
.0P-
17M
H-18
727.
19M
H-17
723.
100.
0078
524
8 in
ch0.
281
0.62
90.
3544
.4P-
18M
H-19
728.
33M
H-18
727.
290.
0028
373
8 in
ch0.
281
0.37
70.
1060
.4P-
20M
H-20
753.
73M
H-21
749.
670.
0040
1,01
68
inch
0.15
70.
247
0.09
38.8
P-23
MH-
2375
0.90
MH-
2474
6.69
0.00
202,
107
21 in
ch3.
151
4.17
61.
0361
.0P-
24M
H-24
746.
59M
H-25
744.
070.
0020
1,25
921
inch
3.21
14.
176
0.97
61.7
P-25
MH-
2574
3.97
MH-
2674
1.31
0.00
201,
330
21 in
ch3.
512
4.17
60.
6665
.6P-
26M
H-26
741.
21M
H-27
740.
070.
0020
568
21 in
ch3.
675
4.17
60.
5067
.8P-
27M
H-27
739.
97O
-273
9.85
0.00
200
21 in
ch3.
675
4.17
60.
5067
.8P-
28M
H-28
751.
50M
H-23
751.
000.
0050
100
18 in
ch2.
954.
377
1.43
56.7
P-30
MH-
2174
9.57
MH-
2974
7.79
0.00
2280
910
inch
0.43
20.
606
0.17
58.7
P-31
MH-
2974
7.69
MH-
3073
0.17
0.01
331,
314
10 in
ch0.
432
1.49
11.
0635
.1P-
32M
H-30
730.
07M
H-31
727.
670.
0056
426
10 in
ch0.
546
0.96
90.
4250
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33M
H-32
756.
33M
H-31
727.
670.
0245
1,17
28
inch
0.12
30.
611
0.49
21.4
P-34
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3376
0.33
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2275
2.82
0.00
7897
08
inch
0.07
50.
344
0.27
22.3
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2275
2.72
MH-
3473
0.33
0.01
691,
328
8 in
ch0.
221
0.50
70.
2931
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36M
H-34
730.
23M
H-31
727.
670.
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366
8 in
ch0.
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0.59
60.
1362
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37M
H-31
727.
57M
H-15
719.
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517
10 in
ch0.
887
1.59
70.
7150
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38M
H-35
728.
33M
H-36
714.
330.
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829
8 in
ch0.
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0.50
70.
507.
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H-36
714.
23M
H-37
710.
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1,49
18
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0.01
20.
206
0.19
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1.84
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Appendix C – Construction Cost Estimates
Mission Springs Water District
Alternative 1 - VCP
Interstate 10 and Indian Avenue Area Sewer
June 2012
Construction Cost Estimate
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.
4' dia. manholes per MSWD Std. Dwg. No. S-05
15" dia. VCP sewer main with trench bedding per MSWD Std. Dwg. No. S-01/02A
12" dia. VCP sewer main with trench bedding per MSWD Std. Dwg. No. S-01/02A
10" dia. VCP sewer main with trench bedding per MSWD Std. Dwg. No. S-01/02A
5' dia. manholes per MSWD Std. Dwg. No. S-06
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
5' dia. manholes per MSWD Std. Dwg. No. S-06
Traffic Control & safety, temporary & final striping of roadways including providing traffic control for surveying &
inspection activities
Unknown mainline utility crossings
21" dia. VCP sewer main with trench bedding per MSWD Std. Dwg. No. S-01/02A
10% Construciton Contingency
Mobilization, bonding, insurance & pre-con video
Trench & excavation sheeting, shoring & bracing for protection of life & limb per OSHA standard
24" dia. VCP sewer main with trench bedding per MSWD Std. Dwg. No. S-01/02A
18" dia. VCP sewer main with trench bedding per MSWD Std. Dwg. No. S-01/02A
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.
8" dia. VCP sewer main with trench bedding per MSWD Std. Dwg. No. S-01/02A
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
Mission Springs Water District
Alternative 2 - VCP
Interstate 10 and Indian Avenue Area Sewer
June 2012
Construction Cost Estimate
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
18" dia. VCP sewer main with trench bedding per MSWD Std. Dwg. No. S-01/02A
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.
8" dia. VCP sewer main with trench bedding per MSWD Std. Dwg. No. S-01/02A
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.
4' dia. manholes per MSWD Std. Dwg. No. S-05
15" dia. VCP sewer main with trench bedding per MSWD Std. Dwg. No. S-01/02A
12" dia. VCP sewer main with trench bedding per MSWD Std. Dwg. No. S-01/02A
10" dia. VCP sewer main with trench bedding per MSWD Std. Dwg. No. S-01/02A
5' dia. manholes per MSWD Std. Dwg. No. S-06
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)
5' dia. manholes per MSWD Std. Dwg. No. S-06
5' dia. manholes per MSWD Std. Dwg. No. S-06
21" dia. VCP sewer main with trench bedding per MSWD Std. Dwg. No. S-01/02A
Const ruct ion Est imat e Alt 2 vcp Page 1 ML