EAST VALLEY WATER DISTRICT Wastewater Collection System Master Plan. Table 4-1 Capacity Evaluation d/d Criteria

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1 EAST VALLEY WATER DISTRICT Wastewater Collection System Master Plan 4 Capacity Analysis The capacity analysis used the calibrated dry weather and wet weather wastewater collection system model to evaluate existing and projected 2035 conditions. In order to position the District to address growth-related capacity issues, the aggressive growth projections described in Chapter 2 were used for hydraulic model runs for the 2035 Model Scenarios. Appendix F contains the wastewater collection system modeling results. 4.1 EVALUATION CRITERIA The wastewater collection system was evaluated based on its ability to convey wastewater flow under dry weather and wet weather conditions, for both existing and projected 2035 flow conditions. Gravity sewer pipeline capacity was assessed based on the maximum depth of flow to diameter of pipe ratio (d/d) simulated in the model run. Siphon pipeline capacity was assessed based on maximum velocity and confirmation that siphons were not causing back-ups in the upstream pipelines. Capacity issues were identified in the wastewater collection system if a pipeline segment met or exceeded any of the criteria presented in Table 4-1. Table 4-1 Capacity Evaluation d/d Criteria PIPELINES EVALUATED CONDITION CRITERIA Gravity Pipelines Diameter 12 inches Peak Dry Weather d/d = 0.5 Diameter> 12 inches Peak Dry Weather d/d = 0.75 All Gravity Sewer Pipelines Peak Wet Weather d/d = 1.0 (Surcharge) Siphon Pipelines All Siphon Pipelines Peak Dry Weather Maximum Velocity < 8 feet per second All Siphon Pipelines Peak Wet Weather Limited Headloss New replacement or parallel pipelines, recommended in the capacity improvement projects discussed in Section 4-4, are sized to convey peak wet weather flow at a d/d ratio of EXISTING SYSTEM CAPACITY EVALUATION The hydraulic model was initially run on the existing wastewater collection system to identify any existing pipelines that exceeded or were above capacity under both dry weather and wet weather conditions. Model results are summarized in Table 4-2. The term Regional refers to the East Trunk Sewer. BLACK & VEATCH Capacity Analysis 4-1

2 EAST VALLEY WATER DISTRICT Wastewater Collection System Master Plan Table 4-2 Summary of Existing System Model Results PARAMETER DRY WEATHER ( ¹ ) WET WEATHER ( ² ) District Regional District Regional Pipe 12 inches, d/d > 0.5 (ft) Pipe > 12 inches, d/d > 0.75 (ft) Surcharged Pipe (ft) ,481 Siphons Exceeding Criteria (ft) Total Pipe Exceeding Criteria (ft) ,481 (1) Peak dry weather flow at = 19.5 mgd. (2) Peak wet weather flow at = 40.6 mgd. Identified lengths of wet weather capacity deficiencies are inclusive of dry weather. Only Surcharged pipeline lengths were shown for Wet Weather per evaluation criteria Dry Weather The existing system model was run under dry weather conditions to identify any current capacity constraints in the wastewater collection system. Figure 4-1 shows the District pipelines maximum d/d ratio during the existing system dry weather hydraulic model run. Figure 4-2 shows the Regional pipelines maximum d/d ratio during the existing system dry weather hydraulic model run. The model results identify a section of the East Trunk Sewer which exceeds the evaluation criteria; however, the deficiency is considered as minor and thus not considered for immediate improvement. No capacity constraints were identified in District trunk sewers Regional Facilities A 227-foot section of the East Trunk Sewer, 24-inch diameter, was identified in the model as surcharged under peak dry flow conditions. These pipelines are part of the East Trunk Sewer along Tippecanoe Avenue between Baseline Street and 9th Street. The pipelines in this location cross underneath Warm Creek, and as-built drawings suggest that the pipelines were designed to surcharge due to the drop manhole and flat sloped pipeline crossing underneath the Warm Creek channel. The pipeline was likely designed to surcharge and thus was not considered for immediate improvement. BLACK & VEATCH Capacity Analysis 4-2

3 Electric Ave N S ier ra Way S S ierra Way N Waterman Ave Valencia Ave Tippecanoe Ave Del Ro sa Av e Mountain View Ave Arden Ave Alabama St Victoria Ave Sterling Ave Church Ave Oran ge St Palm Ave Wabash Ave Schenk Creek 40Th St 18 E 40 T h S t Canal E 39 T h S t 330 Fredalba Creek Wastewater Collection System Master Plan N Mountain View Ave E 30 T h S t East Twin Creek E Highland Ave Har ri so n St E Lynw oo d Dr Foothill Dr Little Sand Creek E Foothill Dr Highland Canal Lynwood Dr Sand Creek Highland Ave City Creek Little Mill Creek Creek Plunge LEGEND Max d/d, Existing Dry Weather Surcharge District Sewer Mains East Trunk Sewer District Boundary 30 W 13T h St E 13T h St W Base Line St E Base Line St N Tippecanoe Ave Bas e Lin e St Warm Creek Bas e lin e St Bou ld er Ave Ch urch S t North Fork Canal Oak Creek W 6 Th St W 5 Th St E 5 T h S t 3R d S t 5T h S t S Arrowhead Ave N Arrowhead Ave W 3 Rd St W Rialto Ave E 3R d S t E Rialto Av e San Bernardino International Airport W Mi ll S t E Mil l St S Tippecanoe Ave 0 2,000 4,000 Redlands Municipal Airport Feet 1 inch = 4,000 feet S Waterman Ave Carnegie Dr Gage Canal California St San Bernardino Ave W Lugonia Ave W San Bernardino Ave Bucke ye St Te nn es see S t E San Bernardino Ave E Lugonia Ave Ju d so n S t 38 Me nto ne Blv d Figure 4-1 Existing District System Dry Weather Capacity Evaluation Figure4_1 March 29, 2013 K. McRae

4 S S ierra Way N E St S E S t N S ier ra Way N Waterman Ave Valencia Ave Harrison St Tippecanoe Ave S Tippecanoe Ave Del Ro sa Ave Sterling Ave Mountain View Ave N Mountain View Ave E 30 T h S t 18 East Twin Creek 30 E Lynw oo d Dr Little Sand Creek Lynwood Dr Wastewater Collection System Master Plan LEGEND Max d/d, Existing Dry Weather East Trunk Sewer only W Highland Ave E Highland Ave Highland Ave Surcharge District Sewer Mains East Trunk Sewer District Boundary W 1 3T h S t E 13 T h S t W Base Line St E Base Line St Base Line St W 6 Th St W 5 Th St E 5T h S t 5T h S t W 4 Th St S Arrowhead Ave N Arrowhead Ave W 3 Rd St W Rialto Ave Warm Creek E Rialto Av e E 3R d S t City Creek 3R d S t W Mi ll S t E Mil l St San Bernardino International Airport 0 1,550 3, S Waterman Ave Carnegie Dr Gage Canal E San Bernardino Ave Feet 1 inch = 3,100 feet Figure 4-2 Existing Regional System Dry Weather Capacity Evaluation Figure4_2 March 29, 2013 K. McRae

5 EAST VALLEY WATER DISTRICT Wastewater Collection System Master Plan Wet Weather The existing wastewater collection system model was run under wet weather conditions to identify any current capacity constraints in the system. Model results showed that 4,481 feet of pipeline surcharged under wet weather conditions. Figure 4-3 shows the District pipelines maximum d/d ratio during the existing system wet weather hydraulic model run. Figure 4-4 shows the Regional pipelines maximum d/d ratio during the existing system wet weather hydraulic model run. The model results identify three sections of the East Trunk Sewer as exceeding criteria. In all cases, the pipeline deficiencies were considered allowable under existing conditions and requiring upgrades to accommodate potential future flows. No capacity constraints were identified in District trunk sewers Regional Facilities A 3,213-foot section of the East Trunk Sewer, located along 6 th Street and Waterman Avenue, was identified in the model as surcharged under peak wet weather flow conditions. These pipeline segments were not identified as dry weather deficiencies. The maximum pipeline surcharge was approximately 5 inches, and had an approximate 8.2-foot freeboard to the manhole rim. The model only predicted minor surcharging and thus was not considered for immediate improvement. A 618-foot section of the East Trunk Sewer, located along Tippecanoe Avenue between Baseline Street and 9th Street, was identified in the model as surcharged under peak wet weather flow conditions. A portion of these pipeline segments were also identified as dry weather deficiencies. The pipeline crossing underneath Warm Creek is a bottleneck under wet weather flow conditions causing capacity constraints in upstream pipelines. The maximum pipeline surcharge was approximately 11 inches, and had an approximate 13.5-foot freeboard to the manhole rim. The model only predicted minor surcharging and thus was not considered for immediate improvement. A 650-foot section of 15-inch diameter pipeline located on Del Rosa Avenue just south of Pumalo Street was identified in the model as being surcharged under peak wet weather flow conditions. The as-built drawings suggest that the pipelines were designed to surcharge due to the drop manhole and flat sloped pipeline crossing underneath the drainage channel pipeline. The maximum surcharge was approximately 4.5 inches, and had an approximate 10.7-foot freeboard to the manhole rim. The pipeline was likely designed to surcharge, and the model only predicted minor surcharging thus, it was not considered for immediate improvement. BLACK & VEATCH Capacity Analysis 4-5

6 Electric Ave N S ier ra Way S S ierra Way N Waterman Ave Valencia Ave Tippecanoe Ave Del Ro sa Av e Mountain View Ave Arden Ave Alabama St Victoria Ave Sterling Ave Church Ave Oran ge St Palm Ave Wabash Ave Schenk Creek 40Th St 18 E 40 T h S t Canal E 39 T h S t 330 Fredalba Creek Wastewater Collection System Master Plan N Mountain View Ave E 30 T h S t East Twin Creek E Highland Ave Har ri so n St E Lynw oo d Dr Foothill Dr Little Sand Creek E Foothill Dr Highland Canal Lynwood Dr Sand Creek Highland Ave City Creek Little Mill Creek Creek Plunge LEGEND Max d/d, Existing Wet Weather Surcharge District Sewer Mains East Trunk Sewer District Boundary 30 W 13T h St E 13T h St W Base Line St E Base Line St N Tippecanoe Ave Bas e Lin e St Warm Creek Bas e lin e St Bou ld er Ave Ch urch S t North Fork Canal Oak Creek W 6 Th St W 5 Th St E 5 T h S t 3R d S t 5T h S t S Arrowhead Ave N Arrowhead Ave W 3 Rd St W Rialto Ave E 3R d S t E Rialto Av e San Bernardino International Airport W Mi ll S t E Mil l St S Tippecanoe Ave 0 2,000 4,000 Redlands Municipal Airport Feet 1 inch = 4,000 feet S Waterman Ave Carnegie Dr Gage Canal California St San Bernardino Ave W Lugonia Ave W San Bernardino Ave Bucke ye St Te nn es see S t E San Bernardino Ave E Lugonia Ave Ju d so n S t 38 Me nto ne Blv d Figure 4-3 Existing District System Wet Weather Capacity Evaluation Figure4_3 March 29, 2013 K. McRae

7 S S ierra Way N E St S E S t N S ier ra Way N Waterman Ave Valencia Ave Harrison St Tippecanoe Ave S Tippecanoe Ave Del Ro sa Ave Sterling Ave Mountain View Ave N Mountain View Ave E 30 T h S t 18 East Twin Creek 30 E Lynw oo d Dr Little Sand Creek Lynwood Dr Wastewater Collection System Master Plan LEGEND Max d/d, Existing Wet Weather East Trunk Sewer only W Highland Ave E Highland Ave Highland Ave Surcharge District Sewer Mains East Trunk Sewer District Boundary W 1 3T h S t E 13 T h S t W Base Line St E Base Line St Base Line St W 6 Th St W 5 Th St E 5T h S t 5T h S t W 4 Th St S Arrowhead Ave N Arrowhead Ave W 3 Rd St W Rialto Ave Warm Creek E Rialto Av e E 3R d S t City Creek 3R d S t W Mi ll S t E Mil l St San Bernardino International Airport 0 1,550 3, S Waterman Ave Carnegie Dr Gage Canal E San Bernardino Ave Feet 1 inch = 3,100 feet Figure 4-4 Existing Regional System Wet Weather Capacity Evaluation Figure4_4 March 29, 2013 K. McRae

8 EAST VALLEY WATER DISTRICT Wastewater Collection System Master Plan SYSTEM CAPACITY EVALUATION Following the existing system capacity analysis, additional loads were applied to the hydraulic model to simulate flows in the District s wastewater collection system under the projected 2035 condition. The 2035 model was run under both dry weather and wet weather conditions in order to evaluate the ability of the system to accommodate future growth. Model results are summarized in Table 4-3. Table 4-3 Summary of 2035 System Model Results PARAMETER DRY WEATHER (¹) WET WEATHER (²) District Regional District Regional Pipe 12 in., d/d > 0.5 (ft) 14, Pipe > 12 in., d/d > 0.75 (ft) 4, Surcharged (ft) 11,313 3,500 20,771 12,439 Siphons Exceeding Criteria (ft) Total Length Exceeding Criteria (ft) 31,049 3,760 21,748 12,699 (1) Peak dry weather flow at = 26.9 mgd. (2) Peak wet weather flow at = 47.6 mgd. Identified lengths of wet weather capacity deficiencies are inclusive of dry weather. Only Surcharged pipeline lengths were shown for Wet Weather per evaluation criteria Dry Weather The projected 2035 model was run under dry weather conditions to identify any potential future capacity constraints in the wastewater collection system. Figure 4-5 shows the District pipelines maximum d/d ratio during the 2035 system dry weather hydraulic model run. Figure 4-6 shows the Regional pipelines maximum d/d ratio during the 2035 system dry weather hydraulic model run. The model results identified that 11,313 ft of District pipeline and 3,500 ft of Regional pipeline are expected to surcharge under dry weather conditions. An additional 18,759 ft of District pipeline are expected to exceed peak dry weather flow maximum d/d criteria. In total, model results indicate that 31,049 ft of District pipeline and 3,760 feet of Regional pipeline exceed peak dry weather flow d/d criteria Wet Weather The projected 2035 model was run under wet weather conditions to identify any potential future capacity constraints in the wastewater collection system. Figure 4-7 shows the District pipelines maximum d/d ratio during the 2035 system wet weather hydraulic model run. Figure 4-8 shows the Regional pipelines maximum d/d ratio during the 2035 system wet weather hydraulic model run. The model results identified that 21,748 ft of District pipeline and 12,699 ft of Regional pipeline are expected to surcharge under wet weather conditions. Capacity constraints expected to occur under future wet weather conditions are highly dependent on the projected aggressive growth due to development in east Highland. As shown in Figure 4-7, capacity deficiencies in the District s collection system occur along Greenspot Road, 6th Street, and Victoria Avenue. These model results provide the basis for the capacity improvement projects described in Section 4-4. As shown in Figure 4-8, capacity deficiencies in the Regional East Trunk Sewer occur downstream of the District s two main connection points on Baseline Street and 6th Street. BLACK & VEATCH Capacity Analysis 4-8

9 Electric Ave N S ier ra Way S S ierra Way N Waterman Ave Valencia Ave Tippecanoe Ave Del Ro sa Av e Mountain View Ave Arden Ave Alabama St Victoria Ave Sterling Ave Church Ave Oran ge St Palm Ave Wabash Ave Schenk Creek 40Th St 18 E 40 T h S t Canal E 39 T h S t 330 Fredalba Creek Wastewater Collection System Master Plan N Mountain View Ave E 30 T h S t East Twin Creek E Highland Ave Har ri so n St E Lynw oo d Dr Foothill Dr Little Sand Creek E Foothill Dr Highland Canal Lynwood Dr Sand Creek Highland Ave City Creek Little Mill Creek Creek Plunge LEGEND Max d/d, 2035 Dry Weather Surcharge District Sewer Mains East Trunk Sewer District Boundary 30 W 13T h St E 13T h St W Base Line St E Base Line St N Tippecanoe Ave Bas e Lin e St Warm Creek Bas e lin e St Bou ld er Ave Ch urch S t North Fork Canal Oak Creek W 6 Th St W 5 Th St E 5 T h S t 3R d S t 5T h S t S Arrowhead Ave N Arrowhead Ave W 3 Rd St W Rialto Ave E 3R d S t E Rialto Av e San Bernardino International Airport W Mi ll S t E Mil l St S Tippecanoe Ave 0 2,000 4,000 Redlands Municipal Airport Feet 1 inch = 4,000 feet S Waterman Ave Carnegie Dr Gage Canal California St San Bernardino Ave W Lugonia Ave W San Bernardino Ave Bucke ye St Te nn es see S t E San Bernardino Ave E Lugonia Ave Ju d so n S t 38 Me nto ne Blv d Figure District System Dry Weather Capacity Evaluation Figure4_5 March 29, 2013 K. McRae

10 S S ierra Way N E St S E S t N S ier ra Way N Waterman Ave Valencia Ave Harrison St Tippecanoe Ave S Tippecanoe Ave Del Ro sa Ave Sterling Ave Mountain View Ave N Mountain View Ave E 30 T h S t 18 East Twin Creek 30 E Lynw oo d Dr Little Sand Creek Lynwood Dr Wastewater Collection System Master Plan LEGEND Max d/d, 2035 Dry Weather East Trunk Sewer only W Highland Ave E Highland Ave Highland Ave Surcharge District Sewer Mains East Trunk Sewer District Boundary W 1 3T h S t E 13 T h S t W Base Line St E Base Line St Base Line St W 6 Th St W 5 Th St E 5T h S t 5T h S t W 4 Th St S Arrowhead Ave N Arrowhead Ave W 3 Rd St W Rialto Ave Warm Creek E Rialto Av e E 3R d S t City Creek 3R d S t W Mi ll S t E Mil l St San Bernardino International Airport 0 1,550 3, S Waterman Ave Carnegie Dr Gage Canal E San Bernardino Ave Feet 1 inch = 3,100 feet Figure Regional System Dry Weather Capacity Evaluation Figure4_6 March 29, 2013 K. McRae

11 Electric Ave N S ier ra Way S S ierra Way N Waterman Ave Valencia Ave Tippecanoe Ave Del Ro sa Av e Mountain View Ave Arden Ave Alabama St Victoria Ave Sterling Ave Church Ave Oran ge St Palm Ave Wabash Ave Schenk Creek 40Th St 18 E 40 T h S t Canal E 39 T h S t 330 Fredalba Creek Wastewater Collection System Master Plan N Mountain View Ave E 30 T h S t East Twin Creek E Highland Ave Har ri so n St E Lynw oo d Dr Foothill Dr Little Sand Creek E Foothill Dr Highland Canal Lynwood Dr Sand Creek Highland Ave City Creek Little Mill Creek Creek Plunge LEGEND Max d/d, 2035 Wet Weather Surcharge District Sewer Mains East Trunk Sewer District Boundary 30 W 13T h St E 13T h St W Base Line St E Base Line St N Tippecanoe Ave Bas e Lin e St Warm Creek Bas e lin e St Bou ld er Ave Ch urch S t North Fork Canal Oak Creek W 6 Th St W 5 Th St E 5 T h S t 3R d S t 5T h S t S Arrowhead Ave N Arrowhead Ave W 3 Rd St W Rialto Ave E 3R d S t E Rialto Av e San Bernardino International Airport W Mi ll S t E Mil l St S Tippecanoe Ave 0 2,000 4,000 Redlands Municipal Airport Feet 1 inch = 4,000 feet S Waterman Ave Carnegie Dr Gage Canal California St San Bernardino Ave W Lugonia Ave W San Bernardino Ave Bucke ye St Te nn es see S t E San Bernardino Ave E Lugonia Ave Ju d so n S t 38 Me nto ne Blv d Figure District System Wet Weather Capacity Evaluation Figure4_7 March 29, 2013 K. McRae

12 S S ierra Way N E St S E S t N S ier ra Way N Waterman Ave Valencia Ave Harrison St Tippecanoe Ave S Tippecanoe Ave Del Ro sa Ave Sterling Ave Mountain View Ave N Mountain View Ave E 30 T h S t 18 East Twin Creek 30 E Lynw oo d Dr Little Sand Creek Lynwood Dr Wastewater Collection System Master Plan LEGEND Max d/d, 2035 Wet Weather East Trunk Sewer only W Highland Ave E Highland Ave Highland Ave Surcharge District Sewer Mains East Trunk Sewer District Boundary W 1 3T h S t E 13 T h S t W Base Line St E Base Line St Base Line St W 6 Th St W 5 Th St E 5T h S t 5T h S t W 4 Th St S Arrowhead Ave N Arrowhead Ave W 3 Rd St W Rialto Ave Warm Creek E Rialto Av e E 3R d S t City Creek 3R d S t W Mi ll S t E Mil l St San Bernardino International Airport 0 1,550 3, S Waterman Ave Carnegie Dr Gage Canal E San Bernardino Ave Feet 1 inch = 3,100 feet Figure Regional System Wet Weather Capacity Evaluation Figure4_8 March 29, 2013 K. McRae

13 EAST VALLEY WATER DISTRICT Wastewater Collection System Master Plan 4.4 CAPACITY IMPROVEMENTS The capacity concern locations identified based on the evaluation criteria were analyzed in detail. Some involved only minor surcharging for a short duration, less than one-hour and these areas were identified as watch areas to be observed by the District. As a result of the hydraulic model runs, three areas were identified as potentially requiring capacity improvements. The proposed capacity improvements are shown in Figure 4-9 and described in more detail below. Before design or construction of the capacity improvements, the District should field verify the results of this analyses utilizing field inspections and surveys, and flow monitoring District Facilities The 2035 wet weather hydraulic model results identified three capital improvement projects in the District s collection system. Victoria Avenue. The 2035 model shows major surcharging in the existing Victoria Avenue Trunk Sewer between Highland Avenue and Mirada Road. The District identified that approximately 85 percent of the existing San Manuel Indian Reservation s wastewater flows are conveyed to this pipeline, and the TAZ projected population data showed significant increases in this area. The modeling evaluated two alternatives: 1) All of the flow enters the District s wastewater collection system through one of the connections tributary to Victoria Avenue; 2) Future non-residential flow enters the District wastewater collection system through the western-most San Manuel Indian Reservation connection, which is not tributary to the Victoria Avenue Trunk Sewer. Although moving the non-residential flows to another connection did not cause any additional capacity problems in the wastewater collection system, it did not eliminate the need for a capacity improvement in Victoria Avenue. For this assessment, it was assumed that all future flows from the San Manuel Indian Reservation will enter the District wastewater collection system at the Victoria Avenue Trunk Sewer. The 2035 model results show that approximately 2,030 ft of 8-inch gravity sewer pipeline between Mirada Road and Highland Avenue surcharges under wet weather conditions. Existing model results show no existing surcharging, however, there is no capacity to support additional growth. The recommended improvement consists of replacement of approximately 3,000 feet of existing 8-inch diameter gravity sewer pipeline with a 10-inch diameter pipeline. Pipeline replacement is the selected improvement method because of the age of the existing sewer pipeline (45 50 years old). The San Manuel Indian Reservation is not subject to state or local development guidelines or permitting and could move quickly on additional development. In order to have adequate time for capacity upgrades, the District should maintain communication with the San Manuel Indian Reservation to understand the timing and projected flows from future development. Before any improvements are made, the existing connection locations for the San Manuel Indian Reservation should be confirmed through closed-circuit television (CCTV) and the flows metered. BLACK & VEATCH Capacity Analysis 4-13

14 Electric Ave N S ier ra Way S S ierra Way N Waterman Ave Valencia Ave Del Ro sa Av e Mountain View Ave Arden Ave Alabama St Victoria Ave Sterling Ave Church Ave Oran ge St Palm Ave Wabash Ave Schenk Creek 40Th St 18 E 40 T h S t Canal E 39 T h S t 330 Fredalba Creek Wastewater Collection System Master Plan N Mountain View Ave W 13T h St E 13T h St W Base Line St E 30 T h S t East Twin Creek E Highland Ave E Base Line St Har ri so n St E Lynw oo d Dr Watch Area Del Rosa Ave North East Trunk Sewer Replace 7,500 feet of 21 to 30-inch with 30 to 36-inch Development Driven N Tippecanoe Ave Foothill Dr Little Sand Creek E Foothill Dr Warm Creek Highland Canal Lynwood Dr Sand Creek 30 Watch Area Pacific St Bas e Lin e St Bas e lin e St Victoria Avenue Replace 3,000 feet of 8-inch with 10-inch Development Driven Highland Ave City Creek Watch Area Webster St North Fork Canal Little Mill Creek Creek Plunge LEGEND Max d/d, 2035 Wet Weather Surcharge District Sewer Mains East Trunk Sewer Replacement Projects Victoria Ave Greenspot East Greenspot West East Trunk Sewer - 6th St North East Trunk Sewer Bou ld er Ave Ch urch S t District Boundary Oak Creek W 6 Th St W 5 Th St Tippecanoe Ave E 5 T h S t 3R d S t 5T h S t W 3 Rd St W Rialto Ave E 3R d S t E Rialto Av e San Bernardino International Airport S Arrowhead Ave N Arrowhead Ave W Mi ll S t E Mil l St Greenspot West Replace 15,400 feet of21 to 24-inch with 30-inch Development Driven Greenspot East 21,000 feet of parallel 12-inch Development Driven 0 2,000 4,000 S Waterman Ave Carnegie Dr Gage Canal S Tippecanoe Ave East Trunk Sewer - 6th Street Replace 5,500 feet of 27 to 39-inch with 36 to 48-inch Development Driven California St San Bernardino Ave W Lugonia Ave W San Bernardino Ave Bucke ye St Te nn es see S t E San Bernardino Ave E Lugonia Ave Ju d so n S t 38 Redlands Municipal Airport Me nto ne Blv d Feet 1 inch = 4,000 feet Figure 4-9 Capacity Improvements Figure4_9 March 29, 2013 K. McRae

15 EAST VALLEY WATER DISTRICT Wastewater Collection System Master Plan Greenspot East. The 2035 model results show major surcharging in the existing Greenspot Road Trunk Sewer from Highway 210 to the eastern extent of the system. The model shows that over 2,000 ft of 12- to 15-inch diameter pipeline surcharge under wet weather conditions and that under dry weather conditions nearly all of the existing 12-inch diameter pipeline exceeds the d/d = 0.50 criteria. This proposed project also crosses Plunge Creek, which would require upgrading the existing triple barrel siphon. The recommended improvement consists of a 12-inch diameter parallel pipeline for approximately 21,000 ft. The existing pipelines can accommodate an additional 27.1 gpm or 0.04 mgd of peak flow or roughly 100 equivalent dwelling units (EDUs) (note: 1 EDU equals 3.5 people). Based on the limited number of future EDUs that the existing pipeline can accommodate it is recommended that this improvement be constructed in the next 1 2 years. Project scheduling assumes that initial growth will likely occur in the known developments at a rate of approximately dwelling units per year. Development planning should be closely monitored in order to accelerate or delay construction. Paralleling the existing pipeline was the selected improvement method because the pipeline is relatively new (20 30 years old). Greenspot West. The 2035 model results show major surcharging under dry and wet weather flow conditions for the Greenspot Road Trunk Sewer from the connection of the East Trunk Sewer back to East 3rd Street and Central Avenue. The model shows that approximately 12,300 ft of 21- to 24-inch pipeline surcharge under wet weather conditions. The recommended improvement consists of replacement of approximately 15,400 ft of existing 21- to 24-inch diameter pipeline with 30-inch diameter. The existing pipelines can accommodate an additional gpm or 0.22 mgd of peak flow or roughly 547 EDUs. Based on the limited number of future EDUs that the existing pipeline can accommodate it is recommended that this improvement be constructed in the next 2 4 years. Project scheduling assumes that initial growth will likely occur in the known developments at a rate of approximately dwelling units per year. Development planning should be closely monitored in order to accelerate or delay construction. Pipeline replacement was the selected improvement method because of the age of the existing sewer pipeline (45 50 years old) Regional Facilities The 2035 model results identified two capital improvement projects in the City of San Bernardino s East Trunk Sewer. East Trunk Sewer 6th Street. The 2035 model results show major surcharging under dry and wet weather flow conditions for the East Trunk Sewer from East 6th Street and Pedley Road to Waterman Avenue and East 3rd Street. The model shows that approximately 5,200 ft of 27- to 39-inch pipeline surcharge under wet weather conditions. This project also crosses a storm drain channel which would require upgrading the existing double barrel siphon. The recommended improvement consists of replacement of approximately 5,200 ft of existing 27- to 39-inch diameter pipeline with 36- to 48-inch diameter. The existing pipelines are at capacity under the modeled peak wet weather flows and need to be replaced prior to additional flows being added to the system. Pipeline replacement was the selected improvement method because of the age of the existing sewer pipeline (50 60 years old). BLACK & VEATCH Capacity Analysis 4-15

16 EAST VALLEY WATER DISTRICT Wastewater Collection System Master Plan North East Trunk Sewer. The 2035 model results show major surcharging under wet weather flow conditions for the East Trunk Sewer north of 6th Street, along Pedley Road, 9th Street, Tippecanoe Avenue, and Baseline Street. The model shows that approximately 5,100 ft of 21- to 30-inch pipeline surcharged under wet weather conditions. This project crosses the Warm Creek channel which may require the installation of a siphon structure. The recommended improvement consists of replacement of approximately 7,500 ft of existing 21- to 30-inch diameter pipeline with 30- to 36-inch diameter. The existing pipelines are at capacity under the modeled peak wet weather flows and need to be replaced prior to additional flows being added to the system. Pipeline replacement was the selected improvement method because of the age of the existing sewer pipeline (50 60 years old) Watch List Areas with minimal surcharging for a short duration were not regarded as critical problem areas. Although no improvements were identified for these areas, if additional development, beyond what was considered in this report, is proposed upstream of these areas, additional analyses should be performed to evaluate the impact of the changes in proposed development on the wastewater collection system. It is also recommended that the District keep these locations on a Watch List and monitor, particularly during large storm events. These areas can be found in Figure 4-9 and are described below. Hydraulic profiles showing the projected surcharge for these areas are included in Appendix G District Facilities A 325-foot pipeline in Pacific Street, west of Valaria Drive is expected to surcharge under wet weather conditions. Due to unavailable as-built information, invert elevations were field verified by District staff. The pipeline expected to surcharge is a relatively flat pipeline, with a slope of 0.18 percent. The upstream manhole I6-140 is expected to experience a surcharge depth of approximately 3 inches into the manhole chamber, remaining nearly 11.5 ft below rim elevation. Approximately 50 ft of 15-inch pipeline in Webster Street, south of Cherokee Rose Drive, are expected to surcharge under wet weather conditions, and an additional 110 ft exceed peak dry weather flow d/d criteria of As-built drawings and aerial photographs were reviewed. The pipeline expected to surcharge is the first pipeline in a reach of relatively flat segments (slope of 0.06 percent), and is immediately downstream of a relatively steep-sloped 15-inch pipeline segment (slope of 5 percent) and an 8-inch sewer connection at Cherokee Rose Drive. The pipeline segments in Webster Street are flat in order to flow underneath a drainage channel. The upstream manhole K is expected to surcharge approximately 1.25 ft into the chamber, remaining nearly 20 ft below rim elevation Regional Facilities Approximately 650 ft of 15-inch sewer mains in Del Rosa Avenue, south of Pumalo Street, are expected to surcharge under wet weather conditions. As-built drawings confirmed that these segments have relatively flat slopes (average slope of 0.44-percent), and are immediately downstream of a drop manhole and a 12-inch sewer connection at Pumalo Street. These pipelines are expected to surcharge 1.25 ft into the chambers for manholes H4-113 and H4-114, but will remain approximately 15 and 12 ft below rim elevation, respectively. This deficiency occurs in BLACK & VEATCH Capacity Analysis 4-16

17 EAST VALLEY WATER DISTRICT Wastewater Collection System Master Plan the existing system hydraulic model under wet weather conditions. It is also described above in Section Summary of Capacity Improvements A summary of the identified capacity improvements and their anticipated trigger points are provided in Table 4-4. Table 4-4 Summary of Capacity Improvements NAME DESCRIPTION DISTRICT/ REGIONAL TRIGGER Victoria Avenue Replace 3,000 ft of 8-inch with 10-inch diameter pipeline District 34.7 gpm peak flow 0.05 mgd peak flow Approximately 125 upstream EDUs Greenspot East Parallel 21,000 ft with 12-inch pipeline District 27.1 gpm peak flow 0.04 mgd peak flow Approximately 100 upstream EDUs Greenspot West Replace 15,400 ft of 21- to 24-inch with 30-inch pipeline District gpm peak flow 0.22 mgd peak flow Approximately 550 upstream EDUs East Trunk Sewer - 6th Street Replace 5,500 ft of 27- to 39-inch with 36- to 48-inch pipeline Regional At Capacity (Immediately) North East Trunk Sewer Replace 7,500 ft of 21- to 30-inch with 30- to 36-inch pipeline Regional At Capacity (Immediately) 4.5 WATER RECLAMATION PLANT OPTION ANALYSIS Given the size, timing, and concentrated location of the proposed developments, the District has a unique opportunity to consider expanding its services to include wastewater treatment and recycled water production. Developing reclamation capabilities provides benefits to the District such as creating a new water supply or supplementing groundwater reserves. Three alternative Water Reclamation Plant (WRP) options were evaluated against the current system operations, or baseline, to determine feasibility. This section describes the different WRP options, which vary in capacity from mgd. Each option was simulated in the 2035 wet weather model to determine the potential reduction in the identified capacity improvements. The proposed location for the WRP is along Greenspot Road. The current system operation and three alternatives include: Baseline: Continued. Use the existing system and to treat and dispose of all of the District s flows. This option requires the identified capacity improvements described previously in this chapter. WRP Option 1: Offload 1.33 mgd (Harmony Alternative). Build a WRP for the Harmony Development to treat and dispose of up to 1.33 mgd of average wastewater flows. WRP Option 2: Offload 2.25 mgd (Boulder Alternative). Build a WRP to treat and dispose of up to 2.25 mgd of average wastewater flows. It is assumed that wastewater flows in the system BLACK & VEATCH Capacity Analysis 4-17

18 Flow (mgd) EAST VALLEY WATER DISTRICT Wastewater Collection System Master Plan would be provided to the proposed treatment plant via a pump-back station along Greenspot Road near Boulder Avenue. WRP Option 3: Offload 3.85 mgd (Highway 210 Alternative). Build a WRP to treat and dispose of up to 3.85 mgd of average wastewater flows. It is assumed that wastewater flows in the system would be provided to the proposed treatment plant via a pump-back station along Greenspot Road near Hwy 210. Table 4-5 Summary of Offload Flow for WRP Options OPTION MINIMUM DRY WEATHER FLOW (MGD) AVERAGE DRY WEATHER FLOW (MGD) PEAK DRY WEATHER FLOW (MGD) PEAK WET WEATHER FLOW (MGD) WRP Option WRP Option WRP Option For each WRP option, Figure 4-10 presents the available ADDF that could be diverted to a potential WRP. Figure 4-10 Estimated Potential WRP Flows WRP Option MGD / Harmony WRP Option MGD / Boulder Ave. WRP Option MGD / Highway Interim 2035 Note: The Interim flow projection assumes half of the flow estimated from the known major developments. BLACK & VEATCH Capacity Analysis 4-18

19 EAST VALLEY WATER DISTRICT Wastewater Collection System Master Plan The three WRP options were evaluated in the 2035 wet weather model to determine the potential reduction in the identified capacity improvements, as compared to those identified in the baseline scenario. Table 4-6 includes a summary of the required capacity improvements for each option. Table 4-6 Summary of Capacity Improvements Baseline Scenario: Continued OPTION WRP Option 1: Offload 1.33 mgd (Harmony Alternative) WRP Option 2: Offload 2.25 mgd (Boulder Alternative) WRP Option 3: Offload 3.85 mgd (Hwy 210 Alternative) REQUIRED CAPACITY IMPROVEMENT Greenspot East - 21,000 ft of 12-inch pipeline Greenspot West - 15,400 ft of 30-inch pipeline East Trunk Sewer 6th Street - 5,500 ft 36- to 48-inch pipeline Greenspot West - 15,400 ft of 30-inch pipeline East Trunk Sewer 6th Street - 5,500 ft 36- to 48-inch pipeline East Trunk Sewer 6th Street - 5,500 ft 36- to 48-inch pipeline East Trunk Sewer 6th Street - 5,500 ft 36- to 48-inch pipeline Note: Table does not include Victoria Avenue and North East Trunk Sewer capacity improvement projects because they are not affected by the potential WRP options. As shown in the Table 4-6, a potential WRP will offload the system by diverting flows to be treated at a local WRP instead of conveyed through the District s mains and East Trunk Sewer, and treated at. These alternative options assume that no flows will bypass the facility, meaning that the facility will include solids handling and have capacity to receive peak wet weather flows. Model results show that Greenspot East upgrades can be avoided if the District conveys no flows from Harmony Development. Moreover, the model shows that the Greenspot West replacement project can be avoided with the implementation of either a 2.25 mgd or 3.85 mgd WRP. The initial capacity of any WRP Option will be less than the projected 2035 flows. If a WRP Options is selected, the construction of the facility will likely be phased to accommodate existing and projected flows. For example, if WRP Option 3 is selected, the facility would likely have three phases. The initial phase may include 1.25 mgd of treatment with the remaining future phases adding an additional 1.25 mgd of treatment when required. To determine avoided capacity improvements for each WRP Option, it was assumed that the WRP Options would include solids handling and peak flow management. WRPs that do not include solids handling and/or peak flow management are typically referred to as Scalping Plants and require capacity in downstream sewers. Scalping Plants typically discharge solids ranging in flow from 5 to 15 percent of the treatment capacity to the downstream sewers with potentially minimal impacts to the collection system and increased Biological Oxygen Demand (BOD) concentrations at regional treatment facilities. Wet weather flows, if not stored at the WRP, could potentially overload downstream sewers providing limited or no reduction in the identified capacity improvements. Expanding District services to include water reclamation will have its benefits and constraints. Wastewater is being viewed more and more as a resource as opposed to a waste. The District s entry into water reuse would provide a new locally controlled resource available to help offset water supplies and to help comply with California SB X7-7 water conservation requirements. BLACK & VEATCH Capacity Analysis 4-19

20 EAST VALLEY WATER DISTRICT Wastewater Collection System Master Plan Having a WRP also opens up the possibility of eventually supplementing groundwater supplies. However, there will be large capital and operational costs associated with the construction and operation of a WRP that the District does not currently incur. The District currently does not operate wastewater pumping or treatment facilities and would need to provide training to existing staff and/or supplement current staff. Additional WRP considerations and disposal options are included in Appendix H. BLACK & VEATCH Capacity Analysis 4-20