Appendix A. City of Colusa Sanitary Sewer Flow Monitoring and Inflow/Infiltration Study

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1 Appendix A City of Colusa Sanitary Sewer Flow Monitoring and Inflow/Infiltration Study

2 Site 3 Site 4 Site 5 Site 2 Site 1 SANITARY SEWER FLOW MONITORING AND INFLOW / INFILTRATION STUDY City of Colusa April 2008

3 CITY OF COLUSA Sanitary Sewer Flow Monitoring and Inflow / Infiltration Study Prepared For: ECO: LOGIC CONSULTING ENGINEERS 3875 Atherton Road Rocklin, CA Prepared By: V&A Lake Merritt Plaza 1999 Harrison Street, Suite 975 Oakland, CA April 2008

4 Sanitary Sewer Flow Monitoring and I/I Report TABLE OF CONTENTS DESCRIPTION PAGE NO. 1 EXECUTIVE SUMMARY Flow Monitoring and I/I Results INTRODUCTION METHODS AND PROCEDURES Confined Space Entry Flow Meter Installation RAINFALL RESULTS STORM EVENT CLASSIFICATION FLOW MONITORING RESULTS Dry Weather Flow Monitoring Results Ground Water Infiltration Analysis Wet Weather Flow Monitoring Results Inflow/Infiltration Methods I/I Analysis Techniques I/I Results Summary Pipeline Capacity Analysis Synthetic Hydrographs Design Storm RECOMMENDATIONS TABLES Table 1-1 Flow Monitoring and I/I Results Summary... 1 Table Year, 24-Hour Design Storm Response Summary... 3 Table 5-1 Peak Measured Rainfall Densities per Hourly Period (January 3-4, 2008) Table 6-1 Dry Weather Flow Summary Table 6-2 Site I/I Summary Table 6-3 d/d Ratio Analysis Summary Table Year, 24 Hour Design Storm Response Summary FIGURES Figure 1-1. Site Rankings: I/I Factors by Site... 1 Figure 1-2. Site Rankings: Capacity Factors by Site... 2 Figure 2-1. Vicinity Map of Flow Monitoring Locations... 4 Figure 3-1. Typical Isco 2150 Installation... 6 Figure 4-1. Rainfall Activity over Flow Monitoring Period... 7 Figure 4-2. Rainfall Accumulation Plots... 8 Figure 6-1. Site 3: Average Dry Weather Flow TOC

5 Sanitary Sewer Flow Monitoring and I/I Report Figure 6-2. Ground Water Infiltration Sample Figure Figure 6-3. Peak and Minimum Flow Ratios vs. ADWF Figure 6-4. Infiltration / Inflow Locations and Components Figure 6-5. Infiltration/Inflow Graphical Response Patterns Figure 6-6. Sample I/I Flow Graph Figure 6-7. Infiltration and Inflow Rankings: I/I Factors by Site Figure 6-8. Capacity Rankings: Peaking Factor and d/d Ratio by Site Figure 6-9. Site 3 Synthetic Hydrograph Figure Year, 24-Hour Design Storm Values Figure Site 5: 10-Year, 24-Hour Design Storm Synthetic Hydrograph APPENDIX A. FLOW MONITORING SITES: DATA, GRAPHS, INFORMATION TOC

6 Sanitary Sewer Flow Monitoring and I/I Report 1 EXECUTIVE SUMMARY V&A Consulting Engineers (V&A) has completed sanitary sewer flow monitoring and inflow and infiltration (I/I) analysis at five locations within the City of Colusa (City) collection system. Flow monitoring was conducted over a 6-week period from February 14, 2008 to March 26, The flow monitoring sites are shown in Figure 2-1 on Page 4 of this report. 1.1 Flow Monitoring and I/I Results Table 1-1 summarizes the flow monitoring results and infiltration and inflow results for each flow monitoring site. The infiltration and inflow (I/I) results shown in this table are taken from the rainfall event which occurred from February 23, 2008 to February 24, Figure 1-1 and Figure 1-2 summarize various infiltration, inflow and capacity results graphically. Site Name ADWF* (MGD) Estimated Total I/I (MGD) Table 1-1 Flow Monitoring and I/I Results Summary R-Value (%) I/I per ADWF Method Peak Flow (MGD) Peak I/I Rate (MGD) Peak I/I to ADWF Peaking Factor Site , % Site ,000 % Site , % Site , % Site , % d/d Ratio 3.0% Infiltration 1.2 Inflow 2.5% System Average R-Value, % % 1.5% 1.0% Total I&I to ADWF 0.6 Pk I&I to ADWF % % Site 1 Site 3 Site 4 Site 5 Site 2 Avg. Site 4 Site 1 Site 3 Site 5 Site 2 Avg. Site 5 Site 1 Site 4 Site 3 Site 2 Avg. Figure 1-1. Site Rankings: I/I Factors by Site Page 1

7 Sanitary Sewer Flow Monitoring and I/I Report 4.0 PF = Peaking Factor (Peak Flow / ADWF) d/d Ratio Surcharge Condition Site 5 Site 1 Site 2 Site 4 Site 3 Avg. Site 2 Site 4 Site 3 Site 1 Site 5 Avg. Figure 1-2. Site Rankings: Capacity Factors by Site The following results from this project are noted: Groundwater Infiltration: Site 2 had min-to-baseline ratios that fell slightly outside of the typical min-to-baseline ratios as defined by WPCF. There may be slightly higher-than-normal groundwater infiltration occurring in the basins upstream from these sites during periods of dry weather flow. Infiltration: Sites 1, 3 and 4 had the highest ranked infiltration indicators (R-Value and I/I per ADWF Method). All sites had R-Values less than the 5% performance threshold during the February 23, 2008 to February 24, 2008 wet weather event. Inflow: Sites 1 and 5 had Peak I/I per ADWF Ratios that were greater than the system average. Capacity Peaking Factor: All sites, except Site 5, were below the typical design threshold limit for peak flow to average dry weather flow ratio. d/d Ratio: All sites, except Site 2, are below the typical design threshold limit for d/d ratio. Additional Notes: Site 2 appeared to be influenced by a sporadic back-flow condition as periodic jumps in level and dips in velocity were observed during rain-independent flows. There may be a hydraulic disturbance occurring downstream from Site 2 (i.e., influence by a larger line or pump station). This hydraulic backflow condition should be taken into consideration when reviewing capacity data at Site 2 versus the other flow monitoring locations Synthetic hydrographs were developed for each site and were applied to a 10-year, 24-hour design storm event appropriate to this geographical location. Table 1-2 summarizes the results of this analysis. Page 2

8 Sanitary Sewer Flow Monitoring and I/I Report Table Year, 24-Hour Design Storm Response Summary Monitoring Site ADWF (MGD) Peak Flow (MGD) Peaking Factor Infiltration Site ,000 Site ,000 Site ,000 Site ,000 Site ,000 V&A advises that future I/I reduction plans consider the following recommendations: 1. Determine I/I Reduction Program: The City should examine its I/I reduction needs to determine a future I/I reduction program. a. If peak flows, sanitary sewer overflows, and pipeline capacity issues are of greater concern, then the program can be weighted to investigate and reduce sources of inflow within the basins with the greatest inflow problems. b. If total infiltration and general pipeline deterioration is of greater concern, then the program can be weighted to investigate and reduce sources of infiltration within the basins with the greatest infiltration problems. 2. I/I Reduction Methods: Potential I/I reduction methods include the following: a. smoke testing b. mini-basin flow monitoring c. night-time reconnaissance work to (1) investigate and determine direct point sources of inflow, and (2) determine the areas and/or pipe reaches responsible for high levels of infiltration contribution. d. CCTV inspection 3. I/I Reduction Cost Effective Analysis: The City should conduct a study to determine which is more cost-effective: (1) locating the sources of infiltration and inflow and systematically rehabilitating or replacing the faulty pipelines; or (2) continued treatment of the additional storm water I/I flow. Page 3

9 Sanitary Sewer Flow Monitoring and I/I Report 2 INTRODUCTION V&A Consulting Engineers (V&A) has completed sanitary sewer flow monitoring and inflow and infiltration (I/I) analysis within the City of Colusa. Flow monitoring occurred over a 6-week period from February 14, 2008 to March 26, 2008 at five flow monitoring sites. The five flow monitoring sites are shown in Figure 2-1. Detailed descriptions of the individual flow monitoring sites, including photographs, are included in Appendix A. Site 3 Site 4 Site 5 Site 2 Site 1 Figure 2-1. Vicinity Map of Flow Monitoring Locations Page 4

10 Sanitary Sewer Flow Monitoring and I/I Report 3 METHODS AND PROCEDURES 3.1 Confined Space Entry A confined space (Photo 3.1) is defined as any space that is large enough and so configured that a person can bodily enter and perform assigned work, has limited or restricted means for entry or exit, and is not designed for continuous employee occupancy. Title 8, Section 5158 of the California Code of Regulations provides the guidelines and rules for working in these environments. In general, the atmosphere must be constantly monitored for sufficient levels of oxygen (19.5 to 23.0%), and the absence of Hydrogen Sulfide (H 2 S) gas, Carbon Monoxide (CO) gas, and LEL levels. A typical confined space entry crew has at least three members: the entrant, the attendant and the supervisor. The entrant is the individual that will be performing the work. He is equipped with all of the necessary personal protective equipment needed to perform the job safely, including a personal 4-gas monitor (Photo 3.2). If it is not possible to maintain line-of-sight with the entrant, then more entrants are required until line-of-sight can be maintained. The attendant is responsible for maintaining contact with the entrant(s) to monitor the atmosphere on another 4-gas monitor and maintaining records of all entrants, if there is more than one. The supervisor develops the safe work plan for the job at hand. Photo 3.1 Confined Space Entry Photo 3.2 Typical Personal 4-Gas Monitor Page 5

11 Sanitary Sewer Flow Monitoring and I/I Report 3.2 Flow Meter Installation Five Isco 2150 flow meters were installed by V&A in the sewer lines shown in Figure 2-1. Isco meters use a pressure transducer to collect depth readings, and ultrasonic Doppler sensors on the probe to determine the average fluid velocity. Figure 3-1 shows a sketch of a typical flow meter installation. Figure 3-1. Typical Isco 2150 Installation Continuous depth and velocity readings were recorded by the flow meters in 15-minute increments and downloaded into a computer spreadsheet program where the data could be analyzed and made report ready. Manual level and velocity readings were taken in the field during the flow meter installation and again when removed, and compared to the readings of the flow meters to ensure proper calibration and accuracy. Page 6

12 Sanitary Sewer Flow Monitoring and I/I Report 4 RAINFALL RESULTS Rainfall information was taken from a local rain gauge within the City of Colusa. The rain gauge was utilized to capture the rain events over the course of this study. Most of the rain over the course of this study occurred between February 19, 2008 to February 25, The greatest I/I response occurred between February 23 and 25, 2008, and this time period was used for I/I analysis. Figure 4-1 graphically displays the rainfall events recorded over the flow monitoring period. City of Colusa: Storm Events (February 13, March 31, 2008) Total Rainfall over Period: 2.58 inches Rain (inches per hour) Feb 15-Feb 17-Feb 19-Feb 21-Feb 23-Feb 25-Feb 27-Feb 29-Feb 2-Mar 4-Mar 6-Mar 8-Mar 10-Mar 12-Mar 14-Mar 16-Mar 18-Mar 20-Mar 22-Mar 24-Mar 26-Mar 28-Mar 30-Mar Figure 4-1. Rainfall Activity over Flow Monitoring Period Figure 4-2 shows the rain accumulation plot of the rain gauge, as well as the historical average rainfall for the City during this project duration. Page 7

13 Sanitary Sewer Flow Monitoring and I/I Report City of Colusa (February 13, March 31, 2008): Rain Accumulation Chart 5.0 Historical Average Colusa Rain (inches) Feb 15-Feb 17-Feb 19-Feb 21-Feb 23-Feb 25-Feb 27-Feb 29-Feb 2-Mar 4-Mar 6-Mar 8-Mar 10-Mar 12-Mar 14-Mar 16-Mar 18-Mar 20-Mar 22-Mar 24-Mar 26-Mar 28-Mar 30-Mar Figure 4-2. Rainfall Accumulation Plots The historical average rainfall is shown for comparison to the rainfall that occurred over the course of the flow monitoring period (February 13, 2008 through March 31, 2008). The historical data was taken from the Western Regional Climate Center (WRCC) at Station in Colusa, California. Rainfall data from the years 1970 through 2000 were used to determine these averages. The historical average over the monitoring period is 4.25 inches. The rain gauge indicated a rainfall total of 2.58 inches, approximately 61% of normal level during this time period. It is noted that significant storm events did occur in Colusa on January 3, 2008 through January 5, 2008 and January 21, 2008 through January 27, The soil conditions in Colusa may have been in a saturated state for the February 19, 2008 through February 25, 2008 rainfall event. Page 8

14 Sanitary Sewer Flow Monitoring and I/I Report 5 STORM EVENT CLASSIFICATION It is important to classify the relative size of the major storm event that occurs over the course of a flow monitoring period 1. Storm events are classified by intensity and duration. Based on historical data, frequency contour maps for given intensity and duration storm events have been developed by the National Oceanic and Atmospheric Administration (NOAA) for all areas within the continental United States. For example, the NOAA Rainfall Frequency Atlas 2 classifies a 10-year, 24-hour storm event in Colusa as 2.75 inches (Figure 5-1). This means that in any given year, there is a 10% chance (1/10) 2.75 inches of rain will fall in any 24-hour period. Rainfall in Tenths of Inch Colusa Figure 5-1. NOAA Northern California Rainfall Frequency Map 1 Sanitary sewers are often designed to withstand I/I contribution to sanitary flows for specific sized design storm events. 2 NOAA Western U.S. Precipitation Frequency Maps Atlas 2, 1973 < Page 9

15 Sanitary Sewer Flow Monitoring and I/I Report From the NOAA frequency maps, the rainfall totals for Colusa for 1-hour, 6-hour and 24-hour period durations, and 2-year, 5-year, 10-year, 25-year, 50-year, and 100-year period intensities, were plotted to develop a rain event frequency map specific to Colusa, shown in Figure Inches of Rain Duration (hours) Figure 5-2. City of Colusa Storm Event Classification Chart The highest rainfall in a 1-hour period was 0.17 inches, in any consecutive 6-hour period was 6 inches, and for any consecutive 12-hour period was 0.72 inches. Peak measured densities per hourly periods were calculated for the rainfall event, as summarized in Table 5-1. Superimposing the peak measured densities for the storm event on the Colusa Rainfall Storm Event Classification Chart will determine the classification of the storm event, shown in Figure 5-3. Table 5-1 Peak Measured Rainfall Densities per Hourly Period (January 3-4, 2008) Rainfall Duration Total Rainfall (inches) 1 hr hr hr 8 12 hr hr hr 0.95 Page 10

16 Sanitary Sewer Flow Monitoring and I/I Report Inches of Rain February 19-24, 2008 Storm Event Duration (hours) Figure 5-3. Project Storm Event Classification The storm event is classified as less than a two year storm event. Page 11

17 Sanitary Sewer Flow Monitoring and I/I Report 6 FLOW MONITORING RESULTS 6.1 Dry Weather Flow Monitoring Results Weekday and weekend flow patterns vary and must be separated when determining average dry weather flows. For this project, the following days were least affected by rainfall and were used to determine weekend and weekday average flows: Weekdays: March Weekends: March 8 9, Figure 6-1 shows a sample of the average dry weather flow graph that was generated for each flow monitoring site. Graphs for each site are located in Appendix A Weekday: Ave = MGD Peak = 0.29 MGD at 8:15 Weekend: Ave = MGD Peak = 0.32 MGD at 11:15 Weekday Weekend Hour Figure 6-1. Site 3: Average Dry Weather Flow Table 6-1 lists the average dry weather flow (ADWF) and average peak dry weather flows (PDWF) recorded during this study for the sites that were directly monitored. Page 12

18 Sanitary Sewer Flow Monitoring and I/I Report Location Average Dry Weather Flow (MGD) Weekday Weekend Table 6-1 Dry Weather Flow Summary Weekend/ Weekday Ratio Average Peak Dry Weather Flow (MGD) PDWF/ADWF Ratio Weekday Weekend Weekday Weekend Site Site Site Site Site Page 13

19 Sanitary Sewer Flow Monitoring and I/I Report 6.2 Ground Water Infiltration Analysis Dry weather (baseline) flow can be expected to have a predictable diurnal flow pattern. While each site is unique, experience has shown that, given a reasonable volume of flow and typical loading conditions, the daily peaks and lows fall into a predictable range when compared to the daily average flow. If a site has a large percentage of ground water infiltration occurring during the periods of dry weather flow measurement, the amplitudes of the peak and low flows will be dampened 3. Figure 6-2 shows a sample of two flow monitoring sites, both with nearly the same average daily flow, but with considerably different peak and low flows. In this sample case, Site B1 may have a considerable volume of ground water infiltration. West County Wastewater District: B1 and A9 Baseline Weekday Flows 0.6 Site A9 Site B1 Site B1 Baseline Weekday Flow: MGD Site A9 Baseline Weekday Flow: 0.28 MGD Flow N1 (MGD) Hour Figure 6-2. Ground Water Infiltration Sample Figure It can be useful to compare the peak-to-baseline and low-to-baseline flow ratios for all flow metering sites. A site with abnormal ratios, and with no other reasons to suspect abnormal flow patterns (such as proximity to pump station, treatment facilities, etc.), has a distinct possibility of higher levels of ground water infiltration in comparison to the rest of the collection system. Figure 6-3 plots the peakto-baseline and min-to-baseline flow ratios against the baseline flows for all sites monitored during this study. The dotted line shows typical min-to-baseline flow ratios per the Water Pollution Control Federation 4. There are no established peak-to-baseline ratios, but a system trendline has been drawn to better distinguish sites that fall outside the system trends. The min-to-baseline ratio should be taken with more weight as low flows during early morning hours are generally more predictable than peak flows. 3 Theoretically imagining an extreme case, if there were 0.2 MGD of baseline flow and MGD of groundwater infiltration, the peaks and lows would be barely recognizable; the baseline flow would be nearly a straight line. 4 WPCF Manual of Practice No. 9 Design and Construction of Sanitary and Storm Sewers Page 14

20 Sanitary Sewer Flow Monitoring and I/I Report 1.8 System Peak-to-Average Trendline Maximum, 24 hr Minimum, 24 hr Peak and Minimum Flow Ratios Site 2 ` ADWF = 1.0 WPCF Typical Low-to-Average Ratio ADWF (MGD) Figure 6-3. Peak and Minimum Flow Ratios vs. ADWF 5 The following groundwater infiltration analysis results are noted: Site 2 had min-to-baseline ratios that fell slightly outside of the typical min-to-baseline ratios as defined by WPCF. There may be slightly higher-than-normal groundwater infiltration occurring in the basins upstream from this site during periods of dry weather flow. 5 Due to attenuation, it should be expected that sites with larger flow volumes should not have quite the peak-toaverage and low-to-average flow ratios as sites with lesser flow volumes, which is why the typical and system trend lines slope closer to 1.0 as the ADWF increases, as shown in the figure. Page 15

21 Sanitary Sewer Flow Monitoring and I/I Report 6.3 Wet Weather Flow Monitoring Results Inflow/Infiltration Methods I/I Definitions Infiltration/inflow (I/I) consists of storm water and groundwater which enters the sewer system through pipe defects and improper storm drainage connections, defined as follows: Inflow Definition: Storm water inflow (SWI) is defined as water discharged into the sewer system, including private sewer laterals, from direct connections such as downspouts, yard and area drains, holes in manhole covers, cross connections from storm drains, or catch basins. Impact: This component of I/I creates a peak flow problem in the sewer system and, together with RDI (explained below), dictates the required capacity of downstream pipes and transport facilities to carry these peak instantaneous flows. Because the response and magnitude of inflow is tied closely to the intensity of the storm event, the short-term peak instantaneous flows may result in surcharging and overflows within a collection system. Severe inflow may result in sewage dilution, resulting in upsetting the biological treatment (secondary treatment) at the treatment facility. Cost of Source Identification and Removal: Compared to infiltration sources, SWI locations are usually less difficult to find and usually less expensive to correct. These sources include direct and indirect cross connections with storm drainage systems, roof downspouts, and various types of surface drains. Generally, the costs to identify and remove sources of SWI are low compared to potential benefits to public health and safety, or the costs of new facilities to transport the resulting peak flows. Graphical Identification: Inflow is usually recognized graphically by large magnitude, short duration spikes immediately following a rain event. Infiltration Definition: Infiltration is defined as water entering the sanitary sewer system through defective pipes, pipe joints, and manhole walls, and may include cracks, offset joints, root intrusion points, and broken pipes. Impact: Infiltration typically creates long-term annual volumetric problems, the major impact being the cost of pumping and treating the additional volume of water, and of paying for treatment (for municipalities that are billed strictly on flow volume). Cost of Source Detection and Removal: Infiltration sources are usually harder to find and more expensive to correct than inflow sources. Infiltration sources include defects in deteriorated sewer pipes and/or manholes, and may include cracks, offset joints, root intrusion points, and broken pipes. The sources may be wide-spread throughout a sanitary sewer system. Graphical Identification: Infiltration is often recognized graphically by a gradual increase in flow after a wet weather event. The increased flow typically sustains for a period after rainfall has stopped and then gradually drops off as soils become less saturated, and as groundwater levels recede to normal levels (Exception: RRI will graphically look more like SWI than infiltration.). Infiltration can be further subdivided into components as follows: Groundwater Infiltration Groundwater infiltration (GWI) depends on the depth of the Page 16

22 Sanitary Sewer Flow Monitoring and I/I Report groundwater table above the pipelines as well as the percentage of the system submerged. The variation on groundwater levels and subsequent GWI are seasonal in nature. On a day-to-day basis, GWI rates are steady and will not fluctuate greatly. Rainfall Dependent Infiltration (RDI) This component occurs as a result of storm water and enters the sewer system through pipe defects similar to GWI, but due to rapid response, affects the system by contributing to peak flows as well as to the total I/I volume. This component may be further categorized as being rainfall-responsive or rainfall-related. Rainfall responsive infiltration (RRI) is storm water which enters the collection system indirectly through pipe defects, but normally in sewers constructed close to the ground surface such as private laterals. RRI is independent of the groundwater table, and reaches defective sewers via the pipe trench in which the sewer is constructed, particularly if the pipe is placed in impermeable soil and bedded and backfilled with a granular material. In this case, the pipe trench serves as a conduit similar to a French drain, conveying storm drainage to defective joints and other openings in the system. Note: this type of infiltration can have a very quick response and graphically can look very similar to SWI. Rainfall related infiltration is storm water that first percolates directly into the soil and then migrates to an infiltration point. Typically, the time of concentration for rainfall related infiltration may be 24 hours or longer, but depends on the soil permeability and saturation level. Figure 6-4 illustrates the possible locations and components of I/I. Figure 6-4. Infiltration / Inflow Locations and Components Page 17

23 Sanitary Sewer Flow Monitoring and I/I Report Graphical Identification of I/I Components Figure 6-5 shows sample graphs indicating the typical graphical response patterns for inflow and infiltration Inflow 0 Infiltration 30 Combination I/I Rain (in/hr) Rain (in/hr) Flow (gpm) Rain (in/hr) Rainfall 0.6 Baseline Flow Realtime Flow I/I Flow Rate 0.1 I/I (MGD) Jun 5-Jun Rain (in/hr) Dec 18-Dec 19-Dec 20-Dec Rain (in/hr) Flow (gpm) Feb 23-Feb Rain (in/hr) Response Pattern Sharp Spike Short Duration Response Pattern Gradual Increase Gradual Recession Response Pattern Combination of Inflow and Infiltration Figure 6-5. Infiltration/Inflow Graphical Response Patterns Page 18

24 Sanitary Sewer Flow Monitoring and I/I Report I/I Analysis Techniques After differentiating I/I flows from baseline flows, various calculations can be made to determine which I/I component is more prevalent at a particular site, and to compare the relative magnitude of the I/I components between drainage basins and between storm events, summarized as follows: Infiltration Indicators R-Value: Knowing the acreages of each basin and total I/I attributable to a storm event, the percentage of rainfall that permeates into each basin can be calculated and is called the R-Value. The R-Value method provides a means to compare the relative magnitude and severity of total I/I volume between different basins and different storm events. Systems with R-Values less than 5% 6 are often considered to be performing well and this criterion will be used for this study. Because the infiltration component is usually more predominant than the inflow component on a totalized I/I volume flow basis, R-Value is listed as an indicator of infiltration. I/I per ADWF Method: Additionally, one can use the average dry weather flow (ADWF) as a means for normalizing between sites and between storm events. The I/I per ADWF method takes the total infiltration in gallons for a storm event, and divides that number by the strength of the storm event (inches of rain) and the ADWF in gallons per day. Because it is based on total I/I volume, it is predominantly an indicator of infiltration. Inflow Indicators Peak I/I Flow to ADWF Ratio: Peak I/I to ADWF Ratio is the peak measured I/I rate divided by ADWF. This ratio is a preferable comparative tool for I/I analysis to peaking factor because it strictly looks at I/I flow rates. Peaking factor (defined as peak flow divided by ADWF) can be skewed higher or lower depending on whether the storm event I/I response occurs during low flow or high flow hours. Peaking factor is a useful tool when looking at capacity issues (next section on Capacity). Figure 6-6 below shows a sample I/I graph that illustrates and summarizes the I/I response and I/I calculations made per site per storm event. Similar graphs for each site and storm event and are located in Appendix A. 6 Keefe, P.N. Test Basins for I/I Reduction and SSO Elimination, 1998, WEF Wet Weather Specialty Conference, Cleveland Page 19

25 Sanitary Sewer Flow Monitoring and I/I Report Storm Event No. 1: 1.38 inches Realtime Baseline I/I Flow Hourly Rainfall Site 3 Total I/I: 456,000 Gallons R-Value: 2.3% I/I per ADWF: 1.11 Peak Flow: 2.25 MGD Peak I/I: 0.79 MGD Peaking Factor: 2.87 d/d Ratio: Rainfall (inches/hr) /2 00:00 2/2 06:00 2/2 12:00 2/2 18:00 2/3 00:00 2/3 06:00 2/3 12:00 2/3 18:00 2/4 00:00 2/4 06:00 2/4 12:00 2/4 18:00 2/5 00:00 2/5 06:00 2/5 12:00 2/5 18:00 0 Figure 6-6. Sample I/I Flow Graph I/I Results Summary Table 6-2 summarizes the I/I data collected during the flow monitoring period, including estimated total I/I through each flow monitoring site for the Storm Event. Site Name ADWF* (MGD) Estimated I/I Totals (gallons) Table 6-2 Site I/I Summary R-Value I/I per ADWF Method Peak Flow (MGD) Peak I/I Rate (MGD) Peak I/I to ADWF Ratio Site , % Site ,000 % Site , % Site , % Site , % *ADWF calculated as (5*weekday+2*weekend)/7 Figure 6-7 summarizes the I/I results graphically. The infiltration and inflow (I/I) results shown in this figure are taken from February 23, 2008 through February 28, This time period included the one significant storm event. Page 20

26 Sanitary Sewer Flow Monitoring and I/I Report 3.0% Infiltration 1.2 Inflow 2.5% System Average R-Value, % % 1.5% 1.0% Total I&I to ADWF 0.6 Pk I&I to ADWF % % Site 1 Site 3 Site 4 Site 5 Site 2 Avg. Site 4 Site 1 Site 3 Site 5 Site 2 Avg. Site 5 Site 1 Site 4 Site 3 Site 2 Avg. Figure 6-7. Infiltration and Inflow Rankings: I/I Factors by Site The following I/I analysis results are noted: Infiltration: Sites 1, 3 and 4 had the highest ranked infiltration indicators (R-Value and I/I per ADWF Method). All sites had R-Values less than the 5% performance threshold during the February 23, 2008 to February 24, 2008 wet weather event. Inflow: Sites 1 and 5 had Peak I/I per ADWF Ratios that were greater than the system average. 6.4 Pipeline Capacity Analysis Peaking Factor: Peaking Factor is defined as the Peak Wet Weather Flow divided by the Average Dry Weather Flow. A peaking factor threshold value of 3.0 is commonly used for sanitary sewer design. d/d Ratio: The d/d ratio is the peak measured depth of flow divided by the pipe diameter. A d/d ratio less than 0.75 is a common threshold value used for pipe design. The d/d ratio for each site was computed based on the maximum depth of flow during the storm event. Table 6-3 summarizes the peak recorded d/d ratios and Peaking Factors per site during the February 23, 2008 to February 24, 2008 wet weather event. Page 21

27 Sanitary Sewer Flow Monitoring and I/I Report Table 6-3 d/d Ratio Analysis Summary Monitoring Site Peaking Factor d/d Ratio Site Site Site Site Site PF = Peaking Factor (Peak Flow / ADWF) d/d Ratio Surcharge Condition Site 5 Site 1 Site 2 Site 4 Site 3 Avg. Site 2 Site 4 Site 3 Site 1 Site 5 Avg. Figure 6-8. Capacity Rankings: Peaking Factor and d/d Ratio by Site The following capacity analysis results are noted: Peaking Factor All sites, except Site 5, were below the typical design threshold limit for peak flow to average dry weather flow ratio. d/d Ratio All sites, except Site 2, are below the typical design threshold limit for d/d ratio. It is noted that Site 2 appeared to be influenced by a sporadic back-flow condition as periodic jumps in level and dips in velocity were observed during rain-independent flows. There may be a hydraulic disturbance occurring downstream from Site 2 (i.e., influence by a larger line or pump station). This hydraulic backflow condition should be taken into consideration when reviewing capacity data at Site 2 versus the other flow monitoring locations. Page 22

28 Sanitary Sewer Flow Monitoring and I/I Report 6.5 Synthetic Hydrographs In order to model design storms, synthetic hydrographs were developed to approximate the actual RDI/I hydrograph shape in terms of parameters representing time to the peak and the recession coefficient. The actual RDI/I hydrograph was best matched with a synthetic hydrograph by separating the synthetic hydrograph into seven volume components (R1, R2, R3, R4, R5, R6, R7). The seven components represent different response times to the rainfall event and, therefore, different infiltration or inflow paths into the sewer system. R1 is characterized by a short response time and is assumed to consist of mainly inflow. R7 represents slower response and longer recession times and consists of mostly infiltration. Levels of soil saturation are also considered. Using synthetic hydrograph analysis, appropriate time and recession parameters were estimated by a trial-and-error procedure until a good match was obtained. A sample synthetic hydrograph and its component hydrographs for the period of February 19 through February 25, 2008 for Site 3 is shown in Figure 6-9. Rain Realtime I/I Hydrograph Synthetic Hydrograph R1 Component R2 Component R3 Component R4 Component R5 Component R6 Component R7 Component I/I Rate (mgd) I/I Component (mgd) Feb 20-Feb 21-Feb 22-Feb 23-Feb 24-Feb 25-Feb Feb 20-Feb 21-Feb 22-Feb 23-Feb 24-Feb 25-Feb Rain (in/hr) Rain (in/hr) Figure 6-9. Site 3 Synthetic Hydrograph Page 23

29 Sanitary Sewer Flow Monitoring and I/I Report 6.6 Design Storm Once the I/I components are defined, design storms can be applied and the resulting I/I flows can be predicted. The design storm used for this analysis was a 10-year storm event taken from the NOAA Western U.S. Precipitation Frequency Maps. Figure 6-10 summarizes the design storms per hour and shows the storm profile for the 10-year event. This particular profile distribution also fits the criterion for a 2-hour, 6-hour and 24-hour event. Hour Rainfall (inches per hour) Total: 2.76 Rainfall (in/hr) Hour Figure Year, 24-Hour Design Storm Values Figure 6-11 shows the synthetic hydrograph response for the 10-year event for Site 5. Table 6-4 summarizes the final results for each design storm on a site-by-site basis. The peak I/I flows from the design storm coincide with peak dry weather flows to get a worst-case scenario of peak wet weather flows. Page 24

30 Sanitary Sewer Flow Monitoring and I/I Report Rain Estimated Total Flow Synthetic I/I Hydrograph Flow (mgd) Day 1 Day 2 Day 3 Day 4 Day Rain (in/hr) Figure Site 5: 10-Year, 24-Hour Design Storm Synthetic Hydrograph Table Year, 24 Hour Design Storm Response Summary Monitoring Site ADWF (MGD) Peak Flow (MGD) Peaking Factor Infiltration Site ,000 Site ,000 Site ,000 Site ,000 Site ,000 Page 25

31 Sanitary Sewer Flow Monitoring and I/I Report 7 RECOMMENDATIONS V&A advises that future I/I reduction plans consider the following recommendations: 1. Determine I/I Reduction Program: The City should examine its I/I reduction needs to determine a future I/I reduction program. a. If peak flows, sanitary sewer overflows, and pipeline capacity issues are of greater concern, then the program can be weighted to investigate and reduce sources of inflow within the basins with the greatest inflow problems. b. If total infiltration and general pipeline deterioration is of greater concern, then the program can be weighted to investigate and reduce sources of infiltration within the basins with the greatest infiltration problems. 2. I/I Reduction Methods: Potential I/I reduction methods include the following: a. smoke testing b. mini-basin flow monitoring c. night-time reconnaissance work to (1) investigate and determine direct point sources of inflow, and (2) determine the areas and/or pipe reaches responsible for high levels of infiltration contribution. d. CCTV inspection 3. I/I Reduction Cost Effective Analysis: The City should conduct a study to determine which is more cost-effective: (1) locating the sources of infiltration and inflow and systematically rehabilitating or replacing the faulty pipelines; or (2) continued treatment of the additional storm water I/I flow. Page 26

32 Sanitary Sewer Flow Monitoring and I/I Report Appendix A Flow Monitoring Sites: Data, Graphs, Information Appendix A

33 Monitoring Site: Manhole Address: Site 1 Temporary Flow Monitoring Study Sanitary Sewer Collection System Wescott Road at Ashley Drive Size/Type of Line: 15-inch Sanitary Sewer Pipe Data Summary Report Site 3 Site 4 Site 5 Site 2 Site 1

34 Site Information Report Monitoring Site: Site 1 Location: Wescott Road at Ashley Drive Street-level photo: Diameter: 15 inches Average Dry Weather Flow: MGD Peak Measured Flow: MGD Street map: Sanitary sewer map: Site 1 Site 1 Plan view photo: Flow sketch: Flow Meter N 15

35 Feb Fri 2-Feb Sat 3-Feb Sun 4-Feb Mon 5-Feb Tue 6-Feb Wed 7-Feb Thu 8-Feb Fri 9-Feb Sat 10-Feb Sun 11-Feb Mon 12-Feb Tue Monitoring Site: Site 1 13-Feb Wed Rain Flow BLFlow 14-Feb Thu 15-Feb Fri Rainfall (in/hr) Monthly Flow Summary February, /1 2/2 2/3 2/4 2/5 2/6 2/7 2/8 2/9 2/10 2/11 2/12 2/13 2/14 2/15 2/16 2/17 2/18 2/19 2/20 2/21 2/22 2/23 2/24 Flow (MGal) 2/25 2/26 2/27 2/28 2/29 Rainfall (in/day) Feb Sat 17-Feb Sun 18-Feb Mon 19-Feb Tue 20-Feb Wed 21-Feb Thu 22-Feb Fri 23-Feb Sat 24-Feb Sun 25-Feb Mon 26-Feb Tue 27-Feb Wed 28-Feb Thu 29-Feb Fri Rainfall (in/hr) Total Monthly Rainfall: inches 2 Avg Flow: MGD Peak Flow: MGD Min Flow: 53 MGD

36 Mar Sat 2-Mar Sun 3-Mar Mon 4-Mar Tue 5-Mar Wed 6-Mar Thu 7-Mar Fri 8-Mar Sat 9-Mar Sun 10-Mar Mon 11-Mar Tue 12-Mar Wed Monitoring Site: Site 1 13-Mar Thu Rain Flow BLFlow 14-Mar Fri 15-Mar Sat Rainfall (in/hr) Monthly Flow Summary March, /1 3/2 3/3 3/4 3/5 3/6 3/7 3/8 3/9 3/10 3/11 3/12 3/13 3/14 3/15 3/16 3/17 3/18 3/19 3/20 3/21 3/22 3/23 3/24 3/25 3/26 Flow (MGal) 3/27 3/28 3/29 3/30 3/31 Rainfall (in/day) Mar Sun 17-Mar Mon 18-Mar Tue 19-Mar Wed 20-Mar Thu 21-Mar Fri 22-Mar Sat 23-Mar Sun 24-Mar Mon 25-Mar Tue 26-Mar Wed 27-Mar Thu 28-Mar Fri 29-Mar Sat 30-Mar Sun 31-Mar Mon Rainfall (in/hr) Total Monthly Rainfall: inches 3 Avg Flow: MGD Peak Flow: MGD Min Flow: 28 MGD

37 I/I Summary Monitoring Site: Site 1 Baseline, Realtime, and I/I Flows over Monitoring Period: Storm Event Rainfall: 0.76 inches /23 02/24 02/25 02/26 02/27 02/28 02/29 02/14 02/15 02/16 02/17 02/18 02/19 02/20 02/21 02/22 02/23 02/24 02/25 02/26 02/27 02/28 02/29 03/01 03/ Rain (in/hr) Storm Event #1 Detail I/I Graph Rain (in/hr) Storm Event #1 I/I Analysis Rainfall: Peak Flow: Peak I/I Rate: Peak Level: Total I/I: 0.76 inches ,000 MGD MGD inches gallons PF: Pk I/I:ADWF: d/d Ratio: 7 R-Value: 2.8% I/I per ADWF: 7

38 Average Dry Weather Flow Monitoring Site: Site 1 00 Weekday Weekend ADWF Average Dry Weather Flow: MGD % Peak Measured Flow: MGD 47 % 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 Peak measured flow shown on following pages in weekly flow data graphs

39 Scatter Plots (Flow, Velocity vs. Depth) Monitoring Site: Site Velocity (fps) Level (in) Level (in)

40 Level, Velocity and Flow From 2/11/2008 to 2/18/2008 Monitoring Site: Site 1 Level (in) Mon Tue Wed Thu Fri Sat Sun Avg Level: 3.72 in. Peak 37 Level: 6.35 in. Min Level: 2.22 in. Lev Avg Velocity: 1.7 fps Peak 37Velocity: 2.24 fps Min Velocity: 0.64 fps Vel 2.5 Velocity (fps) Rainfall (in/hr) Total Weekly Rainfall: inches Rain Flow BLFlow /11 2/12 2/13 2/14 2/15 2/16 2/17 Avg Flow: MGD Peak 137 Flow: MGD Min Flow: 53 MGD

41 Level, Velocity and Flow From 2/18/2008 to 2/25/2008 Monitoring Site: Site 1 Level (in) Mon Tue Wed Thu Fri Sat Sun Avg Level: 3.95 in. Peak 37 Level: 7 in. Min Level: 2.28 in. Lev Avg Velocity: 1.75 fps Peak 37 Velocity: 2.45 fps Min Velocity: 0.63 fps Vel 2.5 Velocity (fps) Rainfall (in/hr) Total Weekly Rainfall: inches Rain Flow BLFlow /18 2/19 2/20 2/21 2/22 2/23 2/24 Avg Flow: 7 MGD Peak 237 Flow: MGD Min Flow: 54 MGD

42 Level, Velocity and Flow From 2/25/2008 to 3/3/2008 Monitoring Site: Site 1 Level (in) Mon Tue Wed Thu Fri Sat Sun Avg Level: 3.87 in. Peak 37 Level: 6.37 in. Min Level: 2.24 in. Lev Avg Velocity: 1.75 fps Peak 37 Velocity: 2.35 fps Min Velocity: 0.7 fps Vel 2.5 Velocity (fps) Rainfall (in/hr) Total Weekly Rainfall: inches Rain Flow BLFlow /25 2/26 2/27 2/28 2/29 3/1 3/2 Avg Flow: MGD Peak 37 Flow: MGD Min Flow: 64 MGD

43 Level, Velocity and Flow From 3/3/2008 to 3/10/2008 Monitoring Site: Site 1 Level (in) Mon Tue Wed Thu Fri Sat Sun Avg Level: 3.72 in. Peak 37 Level: 6.33 in. Min Level: 2.1 in. Lev Avg Velocity: 1.75 fps Peak 37 Velocity: 2.34 fps Min Velocity: 0.72 fps Vel 2.5 Velocity (fps) Rainfall (in/hr) Total Weekly Rainfall: inches Rain Flow BLFlow /3 3/4 3/5 3/6 3/7 3/8 3/9 Avg Flow: MGD Peak 437 Flow: MGD Min Flow: 55 MGD

44 Level, Velocity and Flow From 3/10/2008 to 3/17/2008 Monitoring Site: Site 1 Level (in) Mon Tue Wed Thu Fri Sat Sun Avg Level: 3.62 in. Peak 37 Level: 6.1 in. Min Level: 1.81 in. Lev Avg Velocity: 1.75 fps Peak 37 Velocity: 2.31 fps Min Velocity: 1 fps Vel 2.5 Velocity (fps) Rainfall (in/hr) Total Weekly Rainfall: inches Rain Flow BLFlow /10 3/11 3/12 3/13 3/14 3/15 3/16 Avg Flow: MGD Peak 537 Flow: MGD Min Flow: 28 MGD

45 Level, Velocity and Flow From 3/17/2008 to 3/24/2008 Monitoring Site: Site 1 Level (in) Mon Tue Wed Thu Fri Sat Sun Avg Level: 3.64 in. Peak 37 Level: 5.9 in. Min Level: 1.94 in. Lev Avg Velocity: 1.75 fps Peak 37 Velocity: 2.44 fps Min Velocity: 1 fps Vel 2.5 Velocity (fps) Rainfall (in/hr) Total Weekly Rainfall: inches Rain Flow BLFlow /17 3/18 3/19 3/20 3/21 3/22 3/23 Avg Flow: MGD Peak 637 Flow: MGD Min Flow: 54 MGD

46 Level, Velocity and Flow From 3/24/2008 to 3/31/2008 Monitoring Site: Site 1 Level (in) Mon Tue Wed Thu Fri Sat Sun Avg Level: 3.59 in. Peak 37 Level: 5.71 in. Min Level: 1.89 in. Lev Avg Velocity: 1.76 fps Peak 37 Velocity: 2.2 fps Min Velocity: 0.79 fps Vel 2.5 Velocity (fps) Rainfall (in/hr) Total Weekly Rainfall: inches Rain Flow BLFlow /24 3/25 3/26 3/27 3/28 3/29 3/30 Avg Flow: MGD Peak 737 Flow: 3 MGD Min Flow: 47 MGD

47 Monitoring Site: Manhole Address: Site 2 Temporary Flow Monitoring Study Sanitary Sewer Collection System Colus Avenue, Colusa County Fairgrounds Size/Type of Line: 12-inch Sanitary Sewer Pipe Data Summary Report Site 3 Site 4 Site 5 Site 2 Site 1

48 Site Information Report Monitoring Site: Site 2 Location: Colus Avenue, Colusa County Fairgrounds Street-level photo: Diameter: 12 inches Average Dry Weather Flow: 2 MGD Peak Measured Flow: MGD Street map: Sanitary sewer map: Site 2 Site 2 Plan view photo: Flow sketch: 12 N Flow Meter

49 Feb Fri 2-Feb Sat 3-Feb Sun 4-Feb Mon 5-Feb Tue 6-Feb Wed 7-Feb Thu 8-Feb Fri 9-Feb Sat 10-Feb Sun 11-Feb Mon 12-Feb Tue Monitoring Site: Site 2 13-Feb Wed Rain Flow BLFlow 14-Feb Thu 15-Feb Fri Rainfall (in/hr) Monthly Flow Summary February, /1 2/2 2/3 2/4 2/5 2/6 2/7 2/8 2/9 2/10 2/11 2/12 2/13 2/14 2/15 2/16 2/17 2/18 2/19 2/20 2/21 2/22 2/23 2/24 Flow (MGal) 2/25 2/26 2/27 2/28 2/29 Rainfall (in/day) Feb Sat 17-Feb Sun 18-Feb Mon 19-Feb Tue 20-Feb Wed 21-Feb Thu 22-Feb Fri 23-Feb Sat 24-Feb Sun 25-Feb Mon 26-Feb Tue 27-Feb Wed 28-Feb Thu 29-Feb Fri Rainfall (in/hr) Total Monthly Rainfall: inches 2 Avg Flow: 0.11 MGD Peak Flow: 0.24 MGD Min Flow: 29 MGD

50 Mar Sat 2-Mar Sun 3-Mar Mon 4-Mar Tue 5-Mar Wed 6-Mar Thu 7-Mar Fri 8-Mar Sat 9-Mar Sun 10-Mar Mon 11-Mar Tue 12-Mar Wed Monitoring Site: Site 2 13-Mar Thu Rain Flow BLFlow 14-Mar Fri 15-Mar Sat Rainfall (in/hr) Monthly Flow Summary March, /1 3/2 3/3 3/4 3/5 3/6 3/7 3/8 3/9 3/10 3/11 3/12 3/13 3/14 3/15 3/16 3/17 3/18 3/19 3/20 3/21 3/22 3/23 3/24 3/25 3/26 Flow (MGal) 3/27 3/28 3/29 3/30 3/31 Rainfall (in/day) Mar Sun 17-Mar Mon 18-Mar Tue 19-Mar Wed 20-Mar Thu 21-Mar Fri 22-Mar Sat 23-Mar Sun 24-Mar Mon 25-Mar Tue 26-Mar Wed 27-Mar Thu 28-Mar Fri 29-Mar Sat 30-Mar Sun 31-Mar Mon Rainfall (in/hr) Total Monthly Rainfall: inches 3 Avg Flow: 5 MGD Peak Flow: MGD Min Flow: 26 MGD

51 I/I Summary Monitoring Site: Site 2 Baseline, Realtime, and I/I Flows over Monitoring Period: Storm Event Rainfall: 0.76 inches /23 02/24 02/25 02/26 02/27 02/28 02/29 02/14 02/15 02/16 02/17 02/18 02/19 02/20 02/21 02/22 02/23 02/24 02/25 02/26 02/27 02/28 02/29 03/01 03/02 Rain (in/hr) Storm Event #1 Detail I/I Graph 0.3 Rain (in/hr) Storm Event #1 I/I Analysis Rainfall: Peak Flow: Peak I/I Rate: Peak Level: Total I/I: 0.76 inches ,000 MGD MGD inches gallons PF: Pk I/I:ADWF: 5 8 d/d Ratio: 0.64 R-Value: % I/I per ADWF: 0.28

52 Average Dry Weather Flow Monitoring Site: Site Weekday Weekend ADWF Average Dry Weather Flow: 2 MGD % Peak Measured Flow: MGD 95 % 00 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 Peak measured flow shown on following pages in weekly flow data graphs

53 Scatter Plots (Flow, Velocity vs. Depth) Monitoring Site: Site Velocity (fps) Level (in) Level (in)

54 Level, Velocity and Flow From 2/11/2008 to 2/18/2008 Monitoring Site: Site 2 1 Mon Tue Wed Thu Fri Sat Sun Avg Level: 5.85 in. Peak 38 Level: 7.87 in. Min Level: 3.86 in. Lev 1 Level (in) Avg Velocity: 4 fps Peak 38 Velocity: 0.7 fps Min Velocity: 0.28 fps Vel Velocity (fps) Rainfall (in/hr) Total Weekly Rainfall: inches Rain Flow BLFlow /11 2/12 2/13 2/14 2/15 2/16 2/17 Avg Flow: 8 MGD Peak 138 Flow: MGD Min Flow: 41 MGD

55 Level, Velocity and Flow From 2/18/2008 to 2/25/2008 Monitoring Site: Site 2 1 Mon Tue Wed Thu Fri Sat Sun Avg Level: 5.93 in. Peak 38 Level: 9.88 in. Min Level: 4.02 in. Lev 1 Level (in) Avg Velocity: 7 fps Peak 38 Velocity: 0.75 fps Min Velocity: 0.11 fps Vel Velocity (fps) Rainfall (in/hr) Total Weekly Rainfall: inches Rain Flow BLFlow /18 2/19 2/20 2/21 2/22 2/23 2/24 Avg Flow: MGD Peak 238 Flow: 8 MGD Min Flow: 29 MGD

56 Level, Velocity and Flow From 2/25/2008 to 3/3/2008 Monitoring Site: Site 2 1 Mon Tue Wed Thu Fri Sat Sun Avg Level: 6.21 in. Peak 38 Level: in. Min Level: 3.96 in. Lev 1 Level (in) Avg Velocity: 3 fps Peak 38 Velocity: 0.74 fps Min Velocity: 0.17 fps Vel Velocity (fps) Rainfall (in/hr) Total Weekly Rainfall: inches Rain Flow BLFlow /25 2/26 2/27 2/28 2/29 3/1 3/2 Avg Flow: MGD Peak 38 Flow: 0.24 MGD Min Flow: 37 MGD

57 Level, Velocity and Flow From 3/3/2008 to 3/10/2008 Monitoring Site: Site 2 1 Mon Tue Wed Thu Fri Sat Sun Avg Level: 5.75 in. Peak 38 Level: in. Min Level: 3.56 in. Lev 1 Level (in) Avg Velocity: 3 fps Peak 38 Velocity: 0.73 fps Min Velocity: 0.17 fps Vel Velocity (fps) Rainfall (in/hr) Total Weekly Rainfall: inches Rain Flow BLFlow /3 3/4 3/5 3/6 3/7 3/8 3/9 Avg Flow: 1 MGD Peak 438 Flow: MGD Min Flow: 26 MGD

58 Level, Velocity and Flow From 3/10/2008 to 3/17/2008 Monitoring Site: Site 2 1 Mon Tue Wed Thu Fri Sat Sun Avg Level: 5.61 in. Peak 38 Level: 9.52 in. Min Level: 3.56 in. Lev 1 Level (in) Avg Velocity: 6 fps Peak 38 Velocity: 0.74 fps Min Velocity: 0.18 fps Vel Velocity (fps) Rainfall (in/hr) Total Weekly Rainfall: inches Rain Flow BLFlow /10 3/11 3/12 3/13 3/14 3/15 3/16 Avg Flow: 7 MGD Peak 538 Flow: MGD Min Flow: 32 MGD

59 Level, Velocity and Flow From 3/17/2008 to 3/24/2008 Monitoring Site: Site 2 1 Mon Tue Wed Thu Fri Sat Sun Avg Level: 5.84 in. Peak 38 Level: in. Min Level: 3.48 in. Lev 1 Level (in) Avg Velocity: 3 fps Peak 38 Velocity: 0.78 fps Min Velocity: 0.12 fps Vel Velocity (fps) Rainfall (in/hr) Total Weekly Rainfall: inches Rain Flow BLFlow /17 3/18 3/19 3/20 3/21 3/22 3/23 Avg Flow: 1 MGD Peak 638 Flow: 1 MGD Min Flow: 31 MGD

60 Level, Velocity and Flow From 3/24/2008 to 3/31/2008 Monitoring Site: Site 2 1 Mon Tue Wed Thu Fri Sat Sun Avg Level: 5.09 in. Peak 38 Level: 7.51 in. Min Level: 3.54 in. Lev 1 Level (in) Avg Velocity: 8 fps Peak 38 Velocity: 0.69 fps Min Velocity: 0.25 fps Vel Velocity (fps) Rainfall (in/hr) Total Weekly Rainfall: inches Rain Flow BLFlow /24 3/25 3/26 3/27 3/28 3/29 3/30 Avg Flow: 1 MGD Peak 738 Flow: MGD Min Flow: 33 MGD

61 Monitoring Site: Manhole Address: Site 3 Temporary Flow Monitoring Study Sanitary Sewer Collection System 9th Street at Harris Street Size/Type of Line: 12-inch Sanitary Sewer Pipe Data Summary Report Site 3 Site 4 Site 5 Site 2 Site 1

62 Site Information Report Monitoring Site: Site 3 Location: 9th Street at Harris Street Street-level photo: Diameter: 12 inches Average Dry Weather Flow: MGD Peak Measured Flow: MGD Street map: Sanitary sewer map: Site 3 Site 3 Plan view photo: Flow sketch: 12 N Flow Meter

63 Feb Fri 2-Feb Sat 3-Feb Sun 4-Feb Mon 5-Feb Tue 6-Feb Wed 7-Feb Thu 8-Feb Fri 9-Feb Sat 10-Feb Sun 11-Feb Mon 12-Feb Tue Monitoring Site: Site 3 13-Feb Wed Rain Flow BLFlow 14-Feb Thu 15-Feb Fri Rainfall (in/hr) Monthly Flow Summary February, /1 2/2 2/3 2/4 2/5 2/6 2/7 2/8 2/9 2/10 2/11 2/12 2/13 2/14 2/15 2/16 2/17 2/18 2/19 2/20 2/21 2/22 2/23 2/24 Flow (MGal) 2/25 2/26 2/27 2/28 2/29 Rainfall (in/day) Feb Sat 17-Feb Sun 18-Feb Mon 19-Feb Tue 20-Feb Wed 21-Feb Thu 22-Feb Fri 23-Feb Sat 24-Feb Sun 25-Feb Mon 26-Feb Tue 27-Feb Wed 28-Feb Thu 29-Feb Fri Rainfall (in/hr) Total Monthly Rainfall: inches 2 Avg Flow: 0.21 MGD Peak Flow: MGD Min Flow: 63 MGD

64 Mar Sat 2-Mar Sun 3-Mar Mon 4-Mar Tue 5-Mar Wed 6-Mar Thu 7-Mar Fri 8-Mar Sat 9-Mar Sun 10-Mar Mon 11-Mar Tue 12-Mar Wed Monitoring Site: Site 3 13-Mar Thu Rain Flow BLFlow 14-Mar Fri 15-Mar Sat Rainfall (in/hr) Monthly Flow Summary March, /1 3/2 3/3 3/4 3/5 3/6 3/7 3/8 3/9 3/10 3/11 3/12 3/13 3/14 3/15 3/16 3/17 3/18 3/19 3/20 3/21 3/22 3/23 3/24 3/25 3/26 Flow (MGal) 3/27 3/28 3/29 3/30 3/31 Rainfall (in/day) Mar Sun 17-Mar Mon 18-Mar Tue 19-Mar Wed 20-Mar Thu 21-Mar Fri 22-Mar Sat 23-Mar Sun 24-Mar Mon 25-Mar Tue 26-Mar Wed 27-Mar Thu 28-Mar Fri 29-Mar Sat 30-Mar Sun 31-Mar Mon Rainfall (in/hr) Total Monthly Rainfall: inches 3 Avg Flow: 6 MGD Peak Flow: MGD Min Flow: 56 MGD

65 I/I Summary Monitoring Site: Site 3 Baseline, Realtime, and I/I Flows over Monitoring Period: Storm Event Rainfall: 0.76 inches /23 02/24 02/25 02/26 02/27 02/28 02/29 02/14 02/15 02/16 02/17 02/18 02/19 02/20 02/21 02/22 02/23 02/24 02/25 02/26 02/27 02/28 02/29 03/01 03/02 Rain (in/hr) Storm Event #1 Detail I/I Graph 0.3 Rain (in/hr) Storm Event #1 I/I Analysis Rainfall: Peak Flow: Peak I/I Rate: Peak Level: Total I/I: 0.76 inches ,000 MGD MGD inches gallons PF: Pk I/I:ADWF: d/d Ratio: 8 R-Value: 1.7% I/I per ADWF: 0.65

66 Average Dry Weather Flow Monitoring Site: Site Weekday Weekend ADWF 0 Average Dry Weather Flow: MGD % Peak Measured Flow: MGD % 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 Peak measured flow shown on following pages in weekly flow data graphs

67 Scatter Plots (Flow, Velocity vs. Depth) Monitoring Site: Site Velocity (fps) Level (in) Level (in)

68 Level, Velocity and Flow From 2/11/2008 to 2/18/2008 Monitoring Site: Site 3 1 Mon Tue Wed Thu Fri Sat Sun Avg Level: 4.5 in. Peak 39Level: 5.59 in. Min Level: 3.18 in. Lev 1 Level (in) Avg Velocity: 1.1 fps Peak 39Velocity: 1.53 fps Min Velocity: 9 fps Vel Velocity (fps) Rainfall (in/hr) 0 Total Weekly Rainfall: inches Rain Flow BLFlow /11 2/12 2/13 2/14 2/15 2/16 2/17 Avg Flow: 1 MGD Peak 139 Flow: 0.35 MGD Min Flow: 63 MGD

69 Level, Velocity and Flow From 2/18/2008 to 2/25/2008 Monitoring Site: Site 3 1 Mon Tue Wed Thu Fri Sat Sun Avg Level: 4.67 in. Peak 39 Level: 5.79 in. Min Level: 3.26 in. Lev 1 Level (in) Avg Velocity: 1.13 fps Peak 39 Velocity: 1.56 fps Min Velocity: 6 fps Vel Velocity (fps) Rainfall (in/hr) 0 Total Weekly Rainfall: inches Rain Flow BLFlow /18 2/19 2/20 2/21 2/22 2/23 2/24 Avg Flow: MGD Peak 239 Flow: MGD Min Flow: 63 MGD

70 Level, Velocity and Flow From 2/25/2008 to 3/3/2008 Monitoring Site: Site 3 1 Mon Tue Wed Thu Fri Sat Sun Avg Level: 4.58 in. Peak 39 Level: 5.63 in. Min Level: 3.31 in. Lev 1 Level (in) Avg Velocity: 1.1 fps Peak 39Velocity: 1.54 fps Min Velocity: 3 fps Vel Velocity (fps) Rainfall (in/hr) 0 Total Weekly Rainfall: inches Rain Flow BLFlow /25 2/26 2/27 2/28 2/29 3/1 3/2 Avg Flow: 5 MGD Peak 39 Flow: MGD Min Flow: 63 MGD

71 Level, Velocity and Flow From 3/3/2008 to 3/10/2008 Monitoring Site: Site 3 1 Mon Tue Wed Thu Fri Sat Sun Avg Level: 4.5 in. Peak 39Level: 5.51 in. Min Level: 3.28 in. Lev 1 Level (in) Avg Velocity: 1.06 fps Peak 39 Velocity: 1.49 fps Min Velocity: 4 fps Vel Velocity (fps) Rainfall (in/hr) 0 Total Weekly Rainfall: inches Rain Flow BLFlow /3 3/4 3/5 3/6 3/7 3/8 3/9 Avg Flow: MGD Peak 439 Flow: MGD Min Flow: 63 MGD

72 Level, Velocity and Flow From 3/10/2008 to 3/17/2008 Monitoring Site: Site 3 1 Mon Tue Wed Thu Fri Sat Sun Avg Level: 4.52 in. Peak 39 Level: 5.46 in. Min Level: 3.15 in. Lev 1 Level (in) Avg Velocity: 1.09 fps Peak 39 Velocity: 1.45 fps Min Velocity: 3 fps Vel Velocity (fps) Rainfall (in/hr) 0 Total Weekly Rainfall: inches Rain Flow BLFlow /10 3/11 3/12 3/13 3/14 3/15 3/16 Avg Flow: 0.2 MGD Peak 539 Flow: MGD Min Flow: 57 MGD

73 Level, Velocity and Flow From 3/17/2008 to 3/24/2008 Monitoring Site: Site 3 1 Mon Tue Wed Thu Fri Sat Sun Avg Level: 4.76 in. Peak 39 Level: 5.87 in. Min Level: 3.23 in. Lev 1 Level (in) Avg Velocity: 1.1 fps Peak 39Velocity: 1.49 fps Min Velocity: 1 fps Vel Velocity (fps) Rainfall (in/hr) 0 Total Weekly Rainfall: inches Rain Flow BLFlow /17 3/18 3/19 3/20 3/21 3/22 3/23 Avg Flow: MGD Peak 639 Flow: MGD Min Flow: 56 MGD

74 Level, Velocity and Flow From 3/24/2008 to 3/31/2008 Monitoring Site: Site 3 1 Mon Tue Wed Thu Fri Sat Sun Avg Level: 5.17 in. Peak 39 Level: 6.02 in. Min Level: 4.1 in. Lev 1 Level (in) Avg Velocity: 1.16 fps Peak 39 Velocity: 1.49 fps Min Velocity: 0.7 fps Vel Velocity (fps) Rainfall (in/hr) 0 Total Weekly Rainfall: inches Rain Flow BLFlow /24 3/25 3/26 3/27 3/28 3/29 3/30 Avg Flow: MGD Peak 739 Flow: MGD Min Flow: 7 MGD

75 Monitoring Site: Manhole Address: Site 4 Temporary Flow Monitoring Study Sanitary Sewer Collection System 8th Street at Tuttle Lane Size/Type of Line: 8-inch Sanitary Sewer Pipe Data Summary Report Site 3 Site 4 Site 5 Site 2 Site 1

76 Site Information Report Monitoring Site: Site 4 Location: 8th Street at Tuttle Lane Street-level photo: Diameter: 8 inches Average Dry Weather Flow: 77 MGD Peak Measured Flow: MGD Street map: Sanitary sewer map: Site 4 Site 4 Plan view photo: Flow sketch: 6 N 8 Flow Meter

77 Feb Fri 2-Feb Sat 3-Feb Sun 4-Feb Mon 5-Feb Tue 6-Feb Wed 7-Feb Thu 8-Feb Fri 9-Feb Sat 10-Feb Sun 11-Feb Mon 12-Feb Tue Monitoring Site: Site 4 13-Feb Wed Rain Flow BLFlow 14-Feb Thu 15-Feb Fri Rainfall (in/hr) Monthly Flow Summary February, /1 2/2 2/3 2/4 2/5 2/6 2/7 2/8 2/9 2/10 2/11 2/12 2/13 2/14 2/15 2/16 2/17 2/18 2/19 2/20 2/21 2/22 2/23 2/24 Flow (MGal) 2/25 2/26 2/27 2/28 2/29 Rainfall (in/day) Feb Sat 17-Feb Sun 18-Feb Mon 19-Feb Tue 20-Feb Wed 21-Feb Thu 22-Feb Fri 23-Feb Sat 24-Feb Sun 25-Feb Mon 26-Feb Tue 27-Feb Wed 28-Feb Thu 29-Feb Fri Rainfall (in/hr) Total Monthly Rainfall: inches 2 Avg Flow: 84 MGD Peak Flow: 0.16 MGD Min Flow: 11 MGD

78 Mar Sat 2-Mar Sun 3-Mar Mon 4-Mar Tue 5-Mar Wed 6-Mar Thu 7-Mar Fri 8-Mar Sat 9-Mar Sun 10-Mar Mon 11-Mar Tue 12-Mar Wed Monitoring Site: Site 4 13-Mar Thu Rain Flow BLFlow 14-Mar Fri 15-Mar Sat Rainfall (in/hr) Monthly Flow Summary March, /1 3/2 3/3 3/4 3/5 3/6 3/7 3/8 3/9 3/10 3/11 3/12 3/13 3/14 3/15 3/16 3/17 3/18 3/19 3/20 3/21 3/22 3/23 3/24 3/25 3/26 Flow (MGal) 3/27 3/28 3/29 3/30 3/31 Rainfall (in/day) Mar Sun 17-Mar Mon 18-Mar Tue 19-Mar Wed 20-Mar Thu 21-Mar Fri 22-Mar Sat 23-Mar Sun 24-Mar Mon 25-Mar Tue 26-Mar Wed 27-Mar Thu 28-Mar Fri 29-Mar Sat 30-Mar Sun 31-Mar Mon Rainfall (in/hr) Total Monthly Rainfall: inches 3 Avg Flow: 81 MGD Peak Flow: MGD Min Flow: 13 MGD

79 I/I Summary Monitoring Site: Site 4 Baseline, Realtime, and I/I Flows over Monitoring Period: Storm Event Rainfall: 0.76 inches /23 02/24 02/25 02/26 02/27 02/28 02/29 02/14 02/15 02/16 02/17 02/18 02/19 02/20 02/21 02/22 02/23 02/24 02/25 02/26 02/27 02/28 02/29 03/01 03/ Rain (in/hr) Storm Event #1 Detail I/I Graph Rain (in/hr) Storm Event #1 I/I Analysis Rainfall: Peak Flow: Peak I/I Rate: Peak Level: Total I/I: 0.76 inches ,000 MGD MGD inches gallons PF: Pk I/I:ADWF: d/d Ratio: 0.60 R-Value: 1.6% I/I per ADWF: 1.09

80 Average Dry Weather Flow Monitoring Site: Site Weekday Weekend ADWF Average Dry Weather Flow: 77 MGD % Peak Measured Flow: MGD 100 % 00 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 Peak measured flow shown on following pages in weekly flow data graphs

81 Scatter Plots (Flow, Velocity vs. Depth) Monitoring Site: Site Velocity (fps) Level (in) Level (in)

82 Level, Velocity and Flow From 2/11/2008 to 2/18/2008 Monitoring Site: Site Mon Tue Wed Thu Fri Sat Sun Avg Level: 3.15 in. Peak 40 Level: 4.32 in. Min Level: 1.81 in. Lev Level (in) Avg Velocity: 4 fps Peak 40 Velocity: 1.2 fps Min Velocity: 0.27 fps Vel Velocity (fps) Rainfall (in/hr) Total Weekly Rainfall: inches Rain Flow BLFlow /11 2/12 2/13 2/14 2/15 2/16 2/17 Avg Flow: 74 MGD Peak 140 Flow: MGD Min Flow: 11 MGD

83 Level, Velocity and Flow From 2/18/2008 to 2/25/2008 Monitoring Site: Site Mon Tue Wed Thu Fri Sat Sun Avg Level: 3.4 in. Peak 40Level: 4.81 in. Min Level: 2 in. Lev Level (in) Avg Velocity: 9 fps Peak 40 Velocity: 1.24 fps Min Velocity: 0.37 fps Vel Velocity (fps) Rainfall (in/hr) Total Weekly Rainfall: inches Rain Flow BLFlow /18 2/19 2/20 2/21 2/22 2/23 2/24 Avg Flow: 87 MGD Peak 240 Flow: 0.16 MGD Min Flow: 16 MGD

84 Level, Velocity and Flow From 2/25/2008 to 3/3/2008 Monitoring Site: Site Mon Tue Wed Thu Fri Sat Sun Avg Level: 3.44 in. Peak 40 Level: 4.84 in. Min Level: 8 in. Lev Level (in) Avg Velocity: 5 fps Peak 40 Velocity: 1.15 fps Min Velocity: 0.38 fps Vel Velocity (fps) Rainfall (in/hr) Total Weekly Rainfall: inches Rain Flow BLFlow /25 2/26 2/27 2/28 2/29 3/1 3/2 Avg Flow: 83 MGD Peak 340 Flow: MGD Min Flow: 19 MGD

85 Level, Velocity and Flow From 3/3/2008 to 3/10/2008 Monitoring Site: Site Mon Tue Wed Thu Fri Sat Sun Avg Level: 3.23 in. Peak 40 Level: in. Min Level: 1.33 in. Lev Level (in) Avg Velocity: 9 fps Peak 40 Velocity: 1.27 fps Min Velocity: 0.32 fps Vel Velocity (fps) Rainfall (in/hr) Total Weekly Rainfall: inches Rain Flow BLFlow /3 3/4 3/5 3/6 3/7 3/8 3/9 Avg Flow: 77 MGD Peak 40 Flow: MGD Min Flow: 15 MGD

86 Level, Velocity and Flow From 3/10/2008 to 3/17/2008 Monitoring Site: Site Mon Tue Wed Thu Fri Sat Sun Avg Level: 2.85 in. Peak 40 Level: 4.4 in. Min Level: 1.33 in. Lev Level (in) Avg Velocity: 1.04 fps Peak 40 Velocity: 1.28 fps Min Velocity: 0.6 fps Vel Velocity (fps) Rainfall (in/hr) Total Weekly Rainfall: inches Rain Flow BLFlow /10 3/11 3/12 3/13 3/14 3/15 3/16 Avg Flow: 81 MGD Peak 540 Flow: MGD Min Flow: 16 MGD

87 Level, Velocity and Flow From 3/17/2008 to 3/24/2008 Monitoring Site: Site Mon Tue Wed Thu Fri Sat Sun Avg Level: 3.09 in. Peak 40 Level: 6.06 in. Min Level: 1.28 in. Lev Level (in) Avg Velocity: 0.99 fps Peak 40 Velocity: 1.27 fps Min Velocity: 7 fps Vel Velocity (fps) Rainfall (in/hr) Total Weekly Rainfall: inches Rain Flow BLFlow /17 3/18 3/19 3/20 3/21 3/22 3/23 Avg Flow: 84 MGD Peak 640 Flow: MGD Min Flow: 13 MGD

88 Level, Velocity and Flow From 3/24/2008 to 3/31/2008 Monitoring Site: Site Mon Tue Wed Thu Fri Sat Sun Avg Level: 3.37 in. Peak 40 Level: 5.07 in. Min Level: 1.84 in. Lev Level (in) Avg Velocity: 1 fps Peak 40 Velocity: 1.17 fps Min Velocity: 0.64 fps Vel Velocity (fps) Rainfall (in/hr) Total Weekly Rainfall: inches Rain Flow BLFlow /24 3/25 3/26 3/27 3/28 3/29 3/30 Avg Flow: 95 MGD Peak 740 Flow: MGD Min Flow: 25 MGD

89 Monitoring Site: Manhole Address: Site 5 Temporary Flow Monitoring Study Sanitary Sewer Collection System 5th Street at Tuttle Lane Size/Type of Line: 8-inch Sanitary Sewer Pipe Data Summary Report Site 3 Site 4 Site 5 Site 2 Site 1

90 Site Information Report Monitoring Site: Site 5 Location: 5th Street at Tuttle Lane Street-level photo: Diameter: 8 inches Average Dry Weather Flow: 30 MGD Peak Measured Flow: 97 MGD Street map: Sanitary sewer map: Site 5 Plan view photo: Flow sketch: 6 N 8 8 Flow Meter

91 Feb Fri 2-Feb Sat 3-Feb Sun 4-Feb Mon 5-Feb Tue 6-Feb Wed 7-Feb Thu 8-Feb Fri 9-Feb Sat 10-Feb Sun 11-Feb Mon 12-Feb Tue Monitoring Site: Site 5 13-Feb Wed Rain Flow BLFlow 14-Feb Thu 15-Feb Fri Rainfall (in/hr) Monthly Flow Summary February, /1 2/2 2/3 2/4 2/5 2/6 2/7 2/8 2/9 2/10 2/11 2/12 2/13 2/14 2/15 2/16 2/17 2/18 2/19 2/20 2/21 2/22 2/23 2/24 Flow (MGal) 2/25 2/26 2/27 2/28 2/29 Rainfall (in/day) Feb Sat 17-Feb Sun 18-Feb Mon 19-Feb Tue 20-Feb Wed 21-Feb Thu 22-Feb Fri 23-Feb Sat 24-Feb Sun 25-Feb Mon 26-Feb Tue 27-Feb Wed 28-Feb Thu 29-Feb Fri Rainfall (in/hr) Total Monthly Rainfall: inches 2 Avg Flow: 33 MGD Peak Flow: 97 MGD Min Flow: 05 MGD

92 Mar Sat 2-Mar Sun 3-Mar Mon 4-Mar Tue 5-Mar Wed 6-Mar Thu 7-Mar Fri 8-Mar Sat 9-Mar Sun 10-Mar Mon 11-Mar Tue 12-Mar Wed Monitoring Site: Site 5 13-Mar Thu Rain Flow BLFlow 14-Mar Fri 15-Mar Sat Rainfall (in/hr) Monthly Flow Summary March, /1 3/2 3/3 3/4 3/5 3/6 3/7 3/8 3/9 3/10 3/11 3/12 3/13 3/14 3/15 3/16 3/17 3/18 3/19 3/20 3/21 3/22 3/23 3/24 3/25 3/26 Flow (MGal) 3/27 3/28 3/29 3/30 3/31 Rainfall (in/day) Mar Sun 17-Mar Mon 18-Mar Tue 19-Mar Wed 20-Mar Thu 21-Mar Fri 22-Mar Sat 23-Mar Sun 24-Mar Mon 25-Mar Tue 26-Mar Wed 27-Mar Thu 28-Mar Fri 29-Mar Sat 30-Mar Sun 31-Mar Mon Rainfall (in/hr) Total Monthly Rainfall: inches 3 Avg Flow: 32 MGD Peak Flow: 96 MGD Min Flow: 05 MGD

93 I/I Summary Monitoring Site: Site 5 Baseline, Realtime, and I/I Flows over Monitoring Period: Storm Event Rainfall: 0.76 inches /23 02/24 02/25 02/26 02/27 02/28 02/29 02/14 02/15 02/16 02/17 02/18 02/19 02/20 02/21 02/22 02/23 02/24 02/25 02/26 02/27 02/28 02/29 03/01 03/02 Rain (in/hr) Storm Event #1 Detail I/I Graph 0.3 Rain (in/hr) Storm Event #1 I/I Analysis Rainfall: Peak Flow: Peak I/I Rate: Peak Level: Total I/I: 0.76 inches ,000 MGD MGD inches gallons PF: Pk I/I:ADWF: d/d Ratio: 0.24 R-Value: 1.0% I/I per ADWF: 6

94 Average Dry Weather Flow Weekday Weekend ADWF Monitoring Site: Site 5 Average Dry Weather Flow: 30 MGD 15 % Peak Measured Flow: 97 MGD 24 % Peak measured flow shown on following pages in weekly flow data graphs 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00

95 Scatter Plots (Flow, Velocity vs. Depth) Monitoring Site: Site Velocity (fps) Level (in) Level (in)

96 Level, Velocity and Flow From 2/11/2008 to 2/18/2008 Monitoring Site: Site Mon Tue Wed Thu Fri Sat Sun Avg Level: 1.11 in. Peak 41 Level: 1.64 in. Min Level: 7 in. Lev Level (in) Avg Velocity: 1.48 fps Peak 41 Velocity: 2.1 fps Min Velocity: 0.74 fps Vel 2.5 Velocity (fps) Total Weekly Rainfall: inches Rain Flow BLFlow Rainfall (in/hr) /11 2/12 2/13 2/14 2/15 2/16 2/17 Avg Flow: 3 MGD Peak 141 Flow: 67 MGD Min Flow: 05 MGD

97 Level, Velocity and Flow From 2/18/2008 to 2/25/2008 Monitoring Site: Site Mon Tue Wed Thu Fri Sat Sun Avg Level: 1.15 in. Peak 41 Level: 1.95 in. Min Level: 9 in. Lev Level (in) Avg Velocity: 1.52 fps Peak 41 Velocity: 2.26 fps Min Velocity: fps Vel 2.5 Velocity (fps) Total Weekly Rainfall: inches Rain Flow BLFlow Rainfall (in/hr) /18 2/19 2/20 2/21 2/22 2/23 2/24 Avg Flow: 33 MGD Peak 241 Flow: 97 MGD Min Flow: 07 MGD

98 Level, Velocity and Flow From 2/25/2008 to 3/3/2008 Monitoring Site: Site Mon Tue Wed Thu Fri Sat Sun Avg Level: 1.22 in. Peak 41 Level: 1.74 in. Min Level: 0.64 in. Lev Level (in) Avg Velocity: 1.56 fps Peak 41 Velocity: 2.11 fps Min Velocity: 0.7 fps Vel 2.5 Velocity (fps) Total Weekly Rainfall: inches Rain Flow BLFlow Rainfall (in/hr) /25 2/26 2/27 2/28 2/29 3/1 3/2 Avg Flow: 36 MGD Peak 341 Flow: 72 MGD Min Flow: 07 MGD

99 Level, Velocity and Flow From 3/3/2008 to 3/10/2008 Monitoring Site: Site Mon Tue Wed Thu Fri Sat Sun Avg Level: 1.16 in. Peak 41 Level: 1.94 in. Min Level: 6 in. Lev Level (in) Avg Velocity: 1.47 fps Peak 41 Velocity: 2.26 fps Min Velocity: 6 fps Vel 2.5 Velocity (fps) Total Weekly Rainfall: inches Rain Flow BLFlow Rainfall (in/hr) /3 3/4 3/5 3/6 3/7 3/8 3/9 Avg Flow: 32 MGD Peak 41 Flow: 96 MGD Min Flow: 06 MGD

100 Level, Velocity and Flow From 3/10/2008 to 3/17/2008 Monitoring Site: Site Mon Tue Wed Thu Fri Sat Sun Avg Level: 1.17 in. Peak 41 Level: 1.66 in. Min Level: in. Lev Level (in) Avg Velocity: 1.5 fps Peak 41Velocity: 2.14 fps Min Velocity: 0.62 fps Vel 2.5 Velocity (fps) Total Weekly Rainfall: inches Rain Flow BLFlow Rainfall (in/hr) /10 3/11 3/12 3/13 3/14 3/15 3/16 Avg Flow: 32 MGD Peak 541 Flow: 68 MGD Min Flow: 05 MGD

101 Level, Velocity and Flow From 3/17/2008 to 3/24/2008 Monitoring Site: Site Mon Tue Wed Thu Fri Sat Sun Avg Level: 1.18 in. Peak 41 Level: 1.77 in. Min Level: 0.62 in. Lev Level (in) Avg Velocity: 1.46 fps Peak 41 Velocity: 2.1 fps Min Velocity: 0.75 fps Vel 2.5 Velocity (fps) Total Weekly Rainfall: inches Rain Flow BLFlow Rainfall (in/hr) /17 3/18 3/19 3/20 3/21 3/22 3/23 Avg Flow: 32 MGD Peak 641 Flow: 7 MGD Min Flow: 06 MGD

102 Level, Velocity and Flow From 3/24/2008 to 3/31/2008 Monitoring Site: Site Mon Tue Wed Thu Fri Sat Sun Avg Level: 1.15 in. Peak 41 Level: 1.57 in. Min Level: 0.74 in. Lev Level (in) Avg Velocity: 1.42 fps Peak 41 Velocity: 6 fps Min Velocity: 0.74 fps Vel 2.5 Velocity (fps) Total Weekly Rainfall: inches Rain Flow BLFlow Rainfall (in/hr) /24 3/25 3/26 3/27 3/28 3/29 3/30 Avg Flow: 3 MGD Peak 741 Flow: 55 MGD Min Flow: 08 MGD

103 Site 3 Site 4 Site 5 Site 2 Site 1 Western Region 1999 Harrison Street, Suite 975 Oakland, CA Tel Fax Southwest Region 8291 Aero Place, Suite 110 San Diego, CA Tel Fax Northwest Region Interurban Avenue, Suite 268 Seattle, WA Tel Fax South Central Region One Riverway, Suite 1700 Houston, TX Tel Fax vaengineering.com

104 Appendix B Average Daily Dry Weather Flow Calibration Figures

105 M:\Colusa\PDF\Collection System Model Figures\Dry Weather Calibration_Basin 1.pdf MLM 0 00:00 2/14/2008 Legend Observed Flow Simulated Flow 06:00 12:00 18:00 24:00 Figure B-1 Colusa Dry Weather Flow Calibration for Basin 1

106 M:\Colusa\PDF\Collection System Model Figures\Dry Weather Calibration_Basin 2.pdf MLM :00 2/14/2008 Legend Observed Flow Simulated Flow 06:00 12:00 18:00 24:00 Figure B-2 Colusa Dry Weather Flow Calibration for Basin 2

107 0 M:\Colusa\PDF\Collection System Model Figures\Dry Weather Calibration_Basin 3.pdf MLM 0 00:00 2/14/2008 Legend Observed Flow Simulated Flow 06:00 12:00 18:00 00:00 Figure B-3 Colusa Dry Weather Flow Calibration for Basin 3

108 M:\Colusa\PDF\Collection System Model Figures\Dry Weather Calibration_Basin 4.pdf MLM :00 2/14/2008 Legend Observed Flow Simulated Flow 06:00 12:00 18:00 00:00 Figure B-4 Colusa Dry Weather Flow Calibration for Basin 4

109 M:\Colusa\PDF\Collection System Model Figures\Dry Weather Calibration_Basin 5.pdf MLM :00 2/14/2008 Legend Observed Flow Simulated Flow 06:00 12:00 18:00 00:00 Figure B-5 Colusa Dry Weather Flow Calibration for Basin 5

110 Appendix C Peak Hourly Wet Weather Flow Calibration Figures

111 Rainfall Event February 19-24, 2008 Rainfall (in/hr) Simulated Peak Hourly Wet Weather Flow = 0.63 MGD Observed Peak Hourly Wet Weather Flow = 0.63 MGD 0.60 M:\Colusa\PDF\Collection System Model Figures\Wet Weather Calibration_Basin 1.pdf MLM 0 0 2/14/2008 2/19/2008 2/24/2008 2/29/2008 Legend Observed Flow Simulated Flow Figure C-1 Colusa Wet Weather Flow Calibration for Basin 1

112 Rainfall Event February 19-24, 2008 Rainfall (in/hr) Observed Peak Hourly Wet Weather Flow = 0.19 MGD Simulated Peak Hourly Wet Weather Flow = MGD M:\Colusa\PDF\Collection System Model Figures\Wet Weather Calibration_Basin 2.pdf MLM /14/2008 2/19/2008 2/24/2008 2/29/2008 Legend Observed Flow Simulated Flow Figure C-2 Colusa Wet Weather Flow Calibration for Basin 2

113 Rainfall Event February 19-24, 2008 Rainfall (in/hr) Simulated Peak Hourly Wet Weather Flow = 0.37 MGD Observed Peak Hourly Wet Weather Flow = 0.36 MGD M:\Colusa\PDF\Collection System Model Figures\Wet Weather Calibration_Basin 3.pdf MLM 0 2/14/2008 2/19/2008 2/24/2008 2/29/2008 Legend Observed Flow Simulated Flow Figure C-3 Colusa Wet Weather Flow Calibration for Basin 3

114 Rainfall Event February 19-24, 2008 Rainfall (in/hr) Simulated Peak Hourly Wet Weather Flow = 0.16 MGD Observed Peak Hourly Wet Weather Flow = 0.15 MGD M:\Colusa\PDF\Collection System Model Figures\Wet Weather Calibration_Basin 4.pdf MLM /14/2008 2/19/2008 2/24/2008 2/29/2008 Legend Observed Flow Simulated Flow Figure C-4 Colusa Wet Weather Flow Calibration for Basin 4

115 Rainfall Event February 19-24, 2008 Rainfall (in/hr) Observed Peak Hourly Wet Weather Flow = 72 MGD Simulated Peak Hourly Wet Weather Flow = 72 MGD 6 M:\Colusa\PDF\Collection System Model Figures\Wet Weather Calibration_Basin 5.pdf MLM /14/2008 2/19/2008 2/24/2008 2/29/2008 Legend Observed Flow Simulated Flow Figure C-5 Colusa Wet Weather Flow Calibration for Basin 5

116 Appendix D Hydraulic Model Results

117 Appendix D Hydraulic Model Results Table D-1 City of Colusa Modeled Manhole Attributes (a) MH ID Rim Elev. Floor Elev. Max Water Level (ft) (ft) (ft) (b) E E F F F F F F F F F F F F F F F F F F F F F F F F F F F F F F F F F F F F F G G G G G G G March 2009 COLU D-1 City of Colusa Wastewater Collection System Master Plan

118 Appendix D Hydraulic Model Results MH ID Table D-1 City of Colusa Modeled Manhole Attributes (a) Rim Elev. (ft) Floor Elev. (ft) Max Water Level (ft) (b) G G G G G G G G G G G G G G G G G G G G G G G G G G G G G H H H H H H H H H H H H H H H H March 2009 COLU D-2 City of Colusa Wastewater Collection System Master Plan

119 Appendix D Hydraulic Model Results MH ID Table D-1 City of Colusa Modeled Manhole Attributes (a) Rim Elev. (ft) Floor Elev. (ft) Max Water Level (ft) (b) H H H H H H H H H H H H H H H H H H H H H H H H H H H H H I I I I I I I I I I I I I I I I March 2009 COLU D-3 City of Colusa Wastewater Collection System Master Plan

120 Appendix D Hydraulic Model Results MH ID Table D-1 City of Colusa Modeled Manhole Attributes (a) Rim Elev. (ft) Floor Elev. (ft) Max Water Level (ft) (b) I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Indian Oaks PS J J J J J March 2009 COLU D-4 City of Colusa Wastewater Collection System Master Plan

121 Appendix D Hydraulic Model Results MH ID Table D-1 City of Colusa Modeled Manhole Attributes (a) Rim Elev. (ft) Floor Elev. (ft) Max Water Level (ft) (b) J J J J J J J J J J J J J J J J J J J J J J J J J J K K K K K K K L WWTP (a) MH = manhole, WWTP = wastewater treatment plant. (b) Model results of existing level of development at 10-year, 6-hour design storm. March 2009 COLU D-5 City of Colusa Wastewater Collection System Master Plan

122 Appendix D Hydraulic Model Results Table D-2 City of Colusa (a), (d) Modeled Sewer Line Attributes US MH ID DS MH ID Length Diameter Roughness US Invert DS Invert Full Pipe Capacity Max Flow Max Velocity Slope (ft/ft) (ft) (in) (n) (ft) (ft) (MGD) (MGD) (c) (b), (c) (fps) E F E F F F F F F F F F F F F F F F F F F F F G F F F G F F F F F F F F F F F F F F F F F F F F F F F F F F F F F F F F F F F F F F March 2009 COLU D-1 City of Colusa Wastewater Collection System Master Plan

123 Appendix D Hydraulic Model Results Table D-2 City of Colusa (a), (d) Modeled Sewer Line Attributes US MH ID DS MH ID Length Diameter Roughness US Invert DS Invert Full Pipe Capacity Max Flow Max Velocity Slope (ft/ft) (ft) (in) (n) (ft) (ft) (MGD) (MGD) (c) (b), (c) (fps) F F F F F F F F F F F F G G G G G G G G G G G G G G G G G G G G G G G G G G G H G H G H G G G G G G G G G G G G G G G G G G G G G G March 2009 COLU D-2 City of Colusa Wastewater Collection System Master Plan

124 Appendix D Hydraulic Model Results Table D-2 City of Colusa (a), (d) Modeled Sewer Line Attributes US MH ID DS MH ID Length Diameter Roughness US Invert DS Invert Full Pipe Capacity Max Flow Max Velocity Slope (ft/ft) (ft) (in) (n) (ft) (ft) (MGD) (MGD) (c) (b), (c) (fps) G G G G G G G G G G G H G G G H G G H H H H H H H H H H H H H H H H H H H H H I H H H H H H H I H I H H H H H H H H H H H H H H H H March 2009 COLU D-3 City of Colusa Wastewater Collection System Master Plan

125 Appendix D Hydraulic Model Results Table D-2 City of Colusa (a), (d) Modeled Sewer Line Attributes US MH ID DS MH ID Length Diameter Roughness US Invert DS Invert Full Pipe Capacity Max Flow Max Velocity Slope (ft/ft) (ft) (in) (n) (ft) (ft) (MGD) (MGD) (c) (b), (c) (fps) H H H H H H H H H H H H H H H H H H H H H H H H H I H H H I H H H H H H H I H H H H H I I I I I I I I I I I I I I I I I I I I J I I March 2009 COLU D-4 City of Colusa Wastewater Collection System Master Plan

126 Appendix D Hydraulic Model Results Table D-2 City of Colusa (a), (d) Modeled Sewer Line Attributes US MH ID DS MH ID Length Diameter Roughness US Invert DS Invert Full Pipe Capacity Max Flow Max Velocity Slope (ft/ft) (ft) (in) (n) (ft) (ft) (MGD) (MGD) (c) (b), (c) (fps) I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Indian Oaks PS I I I I I I I I I I I I I I I I I I I I I I I I I I I I March 2009 COLU D-5 City of Colusa Wastewater Collection System Master Plan

127 Appendix D Hydraulic Model Results Table D-2 City of Colusa (a), (d) Modeled Sewer Line Attributes US MH ID DS MH ID Length Diameter Roughness US Invert DS Invert Full Pipe Capacity Max Flow Max Velocity Slope (ft/ft) (ft) (in) (n) (ft) (ft) (MGD) (MGD) (c) (b), (c) (fps) I J I I I I I I I I I I I I I J I I I I I H I I J J J J J J J J J J J L J I J I J J J J J J J J J J J I J J J J J J J J J J J J J J March 2009 COLU D-6 City of Colusa Wastewater Collection System Master Plan

128 Appendix D Hydraulic Model Results (a) Table D-2 City of Colusa (a), (d) Modeled Sewer Line Attributes US MH ID DS MH ID Length Diameter Roughness US Invert DS Invert Full Pipe Capacity Max Flow Max Velocity Slope (ft/ft) (ft) (in) (n) (ft) (ft) (MGD) (MGD) (c) (b), (c) (fps) J J J J J J J J J J J J J K J J J J J J J K K K K K K K K K K K K K US = upstream, DS = downstream, MH = manhole, MGD = million gallons per day, fps = feet per second. (b) Max velocity does not necessarly correspond with max flow. The values of max flow and max velocity are the maximum flow and velocities calculated by the dynamic modeling software during the simulation under 10-year, 6-hour design storm conditions. (c) Negative flows and negative velocities shown in particular pipe segments represent backflow due to downstream flow restrictions. (d) Model results of existing level of development at 10-year, 6-hour design storm. March 2009 COLU D-7 City of Colusa Wastewater Collection System Master Plan

129 Appendix E Manhole Reference IDs

130 45 Southwest Region Lurline Ave E F F F F F F F F E F F F F F F F F F F F F F F F F G F F F F F F G G F F F F G G F Wilson Ave F F G04-026G G G G G G G G G G G G H H G G H G G H H H G G G H G G G H G H G G H G H G G G G H H H H H H H H H H H H H H H H H I H H I H H I I H I H I I I H H I H H I I I H H I J I I I I I I I I I I I I I J I I I I I I I05-038I I I I I I I I J I I I J J I I J J I J J I I J J J I J J J J J J J J J J J J J K J K J J K J K K th St Will S. Green Ave 14th St Market St Jay St Oak St Clay St Parkhill St Webster St Lafayette St Fremont St 13th St Colus Ave 12th St 8th St 11th St Harris St 10th St Carson St 9th St So 5th St 8th St 7th St 6th St 5th St H I I Wescott Rd North Region Main St 3rd St 4th St Sioc St 2nd St 1st St I Bridge St H H B St C St State HWY 20 & 45 D St Commer Ave Moonbend Rd K K Southeast Region City of Colusa WWTP M:\Colusa\GIS\Map - MXD\CDY\Draft Figures\Appendix E-1 Modeled Manholes - Labeleld ± Modeled Manholes LEGEND Modeled Sewer Lines Existing Force Mains Southeast Region North Region Southwest Region General Plan SOI ECO:LOGIC Engineering City of Colusa Wastewater Collection System Master Plan Miles Figure E-1 City of Colusa Modeled Manholes - Labeled

131 E F F F F F Main St F F F F F E F F F F F F F F F F G F Clay St F F F F G F F F F F th St G G G F F F F F M:\Colusa\GIS\Map - MXD\CDY\Draft Figures\Appendix E-2 Modeled Manholes (Labeled) - North Region G H G H H G G H H G G H H H th St G G H H Harris St G G H G G H rd St H G G G G G Bridge St F G F G G G G G G G G G G G G G ECO:LOGIC Engineering City of Colusa Wastewater Collection System Master Plan Figure E-2 City of Colusa Modeled Manholes - North Region

132 Will S. Green Ave H Screens Pump Station H th St 10th St I I I I Colus Ave I I J I I J Primary Pump Station J J J J J M:\Colusa\GIS\Map - MXD\CDY\Draft Figures\Appendix E-3 Modeled Manholes (Labeled) - Southwest Region South Wescott Force Main ECO:LOGIC Engineering City of Colusa Wastewater Collection System Master Plan Figure E-3 City of Colusa Modeled Manholes - Southwest Region

133 B H H Wye Pump Station H H H H H H H H H H H H H H H H H State HWY 20 & 45 H H I H I I H H H H H I I I H H H H I I I I I I I I I I Indian Oaks Pump Station I I I I I I I I I I I I I I I I I I I I J J I I I I I I I Ross Pump Station J J I I J J J J J J J J J J J Wescott Rd J J J M:\Colusa\GIS\Map - MXD\CDY\Draft Figures\Figure E-4 Modeled Manholes (Labeled) Southeast Region South Wescott Force Main K K K K K K J K South Wescott Pump Station J J J J ECO:LOGIC Engineering City of Colusa Wastewater Collection System Master Plan Figure E-4 City of Colusa Modeled Manholes - Southeast Region

134 Appendix F Minimum Sewer Line Gradients and Manhole Depths

135 45 Lurline Ave 12th St 11th St 10th St 9th St 8th St 7th St 6th St 5th St Main St 14th St 13th St Jay St Oak St Clay St Market St 4th St 3rd St 2nd St 1st St B St C St D St Parkhill St Wilson Ave Webster St Lafayette St Fremont St Commer Ave Carson St Harris St Sioc St Bridge St Screens Pump Station 20 10th St [Ú Colus Ave 8th St So 5th St [Ú 45 Wye Pump Station 20 [Ú Primary Pump Station [Ú Will S. Green Ave Indian Oaks Pump Station Wescott Rd [Ú State HWY 20 & 45 Ross Pump Station Moonbend Rd [Ú City of Colusa WWTP South Wescott Pump Station M:\Colusa\GIS\Map - MXD\CDY\Draft Figures/Appendix F-1 Modeled Sewer Lines - Minimum Slope MLM LEGEND [Ú Modeled Pump Stations Modeled Manholes Sewer Lines with Greater Than Minimum Slope Sewer Lines with Less Than Minimum Slope Existing Force Mains City Limits General Plan SOI ECO:LOGIC Engineering City of Colusa Wastewater Collection System Master Plan ± Minimum Slopes 4" " " " " " Miles Figure F-1 City of Colusa Modeled Sewer Lines - Minimum Slope

136 45 Lurline Ave 12th St 11th St 10th St 9th St 8th St 7th St 6th St 5th St Main St 14th St 13th St Jay St Oak St Clay St Market St 4th St 3rd St 2nd St 1st St B St C St D St Parkhill St Wilson Ave Webster St Lafayette St Fremont St Commer Ave Carson St Harris St Sioc St Bridge St Screens Pump Station 20 10th St [Ú Colus Ave 8th St So 5th St [Ú 45 Wye Pump Station 20 Primary Pump Station [Ú Will S. Green Ave Indian Oaks Pump Station Wescott Rd [Ú [Ú State HWY 20 & 45 Ross Pump Station Moonbend Rd [Ú M:\Colusa\GIS\Map - MXD\CDY\Draft Figures\Appendix F-2 Modeled Sewer Manholes - Minimum Depth MLM ± Manholed Depth <4 feet LEGEND Manhole Depth 4 to 6 feet Manhole Depth >6 feet Existing Force Mains Modeled Sewer Lines [Ú Modeled Pump Stations City Limits General Plan SOI City of Colusa WWTP NOTE: ECO:LOGIC Engineering City of Colusa Wastewater Collection System Master Plan South Wescott Pump Station MANHOLE DEPTH MEASUREDFROM CROWN OF PIPE TO MANHOLE RIM Miles Figure F-2 City of Colusa Modeled Sewer Manholes - Minimum Depth

137 Appendix G Future Wastewater Flow Routing Analysis for Goads and Riverbend Developments

138 45 Lurline Ave 12th St 11th St 10th St 9th St 8th St 7th St 6th St 5th St Main St 14th St 13th St Jay St Oak St Clay St Market St 4th St 3rd St 2nd St 1st St B St C St D St Parkhill St Wilson Ave Webster St Lafayette St Fremont St [Ú Commer Ave Carson St Harris St Sioc St Bridge St Goads and Riverbend Pump Station Screens Pump Station 20 10th St [Ú Colus Ave 8th St So 5th St [Ú 45 Wye Pump Station 20 [Ú Primary Pump Station [Ú Will S. Green Ave Indian Oaks Pump Station Wescott Rd [Ú State HWY 20 & 45 Ross Pump Station Moonbend Rd [Ú M:\Colusa\GIS\Map - MXD\CDY\Draft Figures\Appendix G-1 Goads and Riverbend - 6th Street Route MLM LEGEND City of Colusa WWTP [Ú Modeled Pump Stations [Ú Upsized Pump Stations [Ú Future Pump Station Modeled Manholes Modeled Sewer Lines Goads and Riverbend Force Main 6th Street Trunk Improvements Goads and Riverbend Route to WWTP Existing Force Mains ECO:LOGIC Engineering City of Colusa Wastewater Collection System Master Plan South Wescott Pump Station ± Existing Development Areas Special Consideration Areas City Limits General Plan SOI Miles Figure G-1 City of Colusa Goads and Riverbend Developments - 6th Street Route

139 45 Lurline Ave 12th St 11th St 10th St 9th St 8th St 7th St 6th St 5th St Main St 14th St 13th St Jay St Oak St Clay St Market St 4th St 3rd St 2nd St 1st St B St C St D St Parkhill St Wilson Ave Webster St Lafayette St Fremont St [Ú Commer Ave Carson St Harris St Sioc St Bridge St Goads and Riverbend Pump Station Screens Pump Station 20 10th St [Ú Colus Ave 8th St So 5th St [Ú 45 Wye Pump Station 20 [Ú Primary Pump Station [Ú Will S. Green Ave Indian Oaks Pump Station Wescott Rd [Ú State HWY 20 & 45 Ross Pump Station Moonbend Rd [Ú City of Colusa WWTP South Wescott Pump Station M:\Colusa\GIS\Map - MXD\CDY\Draft Figures\Appendix G-2 Goads and Riverbend - Wye Route MLM LEGEND [Ú Modeled Pump Stations [Ú Upsized Pump Stations [Ú Future Pump Station Modeled Manholes Modeled Sewer Lines Goad and Riverbend Force Main South Wescott Trunk Improvements Route to WWTP Existing Force Mains ECO:LOGIC Engineering City of Colusa Wastewater Collection System Master Plan ± Existing Development Areas Special Consideration Areas City Limits General Plan SOI Miles Figure G-2 City of Colusa Goads and Riverbend Developments - South Wescott Route

140 Appendix G Future Wastewater Flow Routing Analysis for Goads and Riverbend Developments Component Table G-1 City of Colusa Summary of Future Wastewater Flow Routing Analysis for Goads and Riverbend Developments (a) Current Capacity Existing System (gpm) Existing Development Needed Capacity (in gpm) / Needed Improvements Future Development (Riverbend & Goads via 6 th Street) Future Development (Riverbend & Goads via South Wescott Trunk) Indian Oaks PS 310 Primary PS ,390 1,390 Ross PS 300 South Wescott PS ,530 2,085 Supply Yard/Screens PS , Wye PS 393 South Wescott Force Main 900 New force main with 1,530 gpm total New force main with 2,085 gpm total capacity (4,600 ft) capacity South Wescott Trunk Sewer 1,115 Upsize: 1,250 into Wye PS (from N) from 10 to from Ross force main to Wescott from 4 to 10 1,450 South Wescott from 12 to 15 4,500 South Wescott from 15 to 18 Other Pipelines Upsize: 4,500 of 6 th St sewer from 8 to 12 Upsize: 3,300 of 6 th St sewer from 8 to 10 1,500 into Wye PS (along Hwy 45/20) from 8 to 10 Summary of Improvements due ONLY to Goads and Riverbend Developments Larger (or new) PS: Screens, Primary Larger (or new) PS: Wye, South Wescott 1,200' ADDITIONAL upsizing of 6 th St Additional ~700 gpm capacity in South Wescott force main sewer ALL 4,500' of 6 th St sewer Upsize 1,250' into Wye PS and 15' from Ross force main improvements upsized to 12" (instead of 10") Upsize 6,000' of South Wescott (to 15" and 18") (a) gpm = gallons per minute, PS = pump station March 2009 COLU G-1 City of Colusa Wastewater Collection System Master Plan

141 Appendix H Future Sewer System Collection Areas

142 45 Lurline Pump Station Colusa Crossings Pump Station New Primary Pump Station Wilson Ave Lurline Ave [Ú 20 [Ú [Ú [Ú [Ú 45 Indian Oaks Will S. Green Ave 14th St 13th St Screens Pump Station (To be abandoned) 10th St Colus Ave 12th St 11th St Harris St 8th St 10th St 9th St 8th St 7th St Jay St Oak St Clay St Parkhill St Webster St Lafayette St Fremont St Carson St Sioc St So 5th St Pump Station [Ú [Ú 6th St Wescott Rd 5th St Market St 4th St Main St 3rd St 2nd St [Ú Bridge St 1st St 20 B St [Ú C St State HWY 20 & 45 [Ú D St Wye Pump Station Ross Pump Station Commer Ave Moonbend Rd Goads and Riverbend Pump Station Moonbend Pump Station City of Colusa WWTP New South Wescott Pump Station M:\Colusa\GIS\Map - MXD\CDY\Draft Figures\Appendix H-1 Future Sewer System Collection Areas LEGEND Tributary to Lurline Pump Station Tributary to Colusa Crossings Pump Station Tributary to Goads and Riverbend Pump Station Tributary to Screens Pump Station Tributary to Primary Pump Station Tributary to Wye Pump Station Tributary to Indian Oaks Pump Station Tributary to Ross Pump Station Tributary to Moonbend Pump Station Tributary to South Wescott Pump Station ECO:LOGIC Engineering City of Colusa Wastewater Collection System Master Plan [Ú Existing Pump Stations [Ú Future Pump Stations Goads and Riverbend Force Main Existing Manholes Existing Sewer Lines Build-out Trunk Sewers City Limits General Plan SOI ± NOTE: ROSS, INDIAN OAKS AND WYE PUMP STATIONS DISCHARGE TO SOUTH WESCOTT TRUNK. Miles Figure H-1 City of Colusa Future Sewer System Collection Areas

143 Appendix I New Gravity Sewer Information

144 Appendix I New Gravity Sewer Information City of Colusa Sizing Assumptions for New Gravity Sewer The proposed new gravity sewer infrastructure to serve unsewered portions of the City of Colusa's SOI at build-out was sized and routed based on the following assumptions: 1. The alignment of these new sewer lines follow future collector roads as identified in the General Plan s Circulation Diagram. 2. The minimum slope for each proposed diameter of new sewer is based on the City Design Standards. 3. The minimum pipe cover for trunk lines and minimum manhole depth is based on values established in the City Design Standards. 4. The minimum proposed diameter is 10-inches. Some smaller diameter trunk pipelines are shown (Figure 7-5) for clarity. However, it is assumed that the cost of these sewer pipes will be the responsibility of the developer. 5. Proposed new sewer pipelines were sized assuming 70% full as described in the City Design Standards. A peaking factor of 3.1 (as described in Section 4.2.2) was applied to dry weather flows from Future Developments Phase II. 6. The roughness value, Manning's n, of 13 was used in sizing all new trunks. March 2009 COLU I-1 City of Colusa Wastewater Collection System Master Plan

145 Appendix I New Gravity Sewer Information Table I-1 City of Colusa New Gravity Sewer Approximate Characteristics Gravity Trunk Ground Elevation (estimated) (ft) Top of Pipe Elevation (ft) (a) Pipe Starting Invert (ft) End invert (ft) Length of Trunk Sewer (ft) Size of Pipeline (in) Pipe slope Colusa Crossing Trunk North SOI to Lurline Ave , Lurline Ave to Colusa Crossing PS , , , Colusa Crossing PS to New Primary PS , , MoonBend Trunk Commer Ave to Moonbend PS , , Moonbend PS to New South Wescott PS , (a) Assumes 6 feet of ground cover, per City of Colusa design standards March 2009 COLU I-2 City of Colusa Wastewater Collection System Master Plan

146 Appendix I New Gravity Sewer Information Pump Station Table I-2 City of Colusa New Pump Station Approximate Ground and Floor Elevations Ground Elevation (estimated) (ft) Pump Station Wet Well Floor Elevation (ft) Lurline Pump Station Colusa Crossing Pump Station New Primary Pump Station Moonbend Pump Station New Wescott Pump Station 5 3 March 2009 COLU I-3 City of Colusa Wastewater Collection System Master Plan

147 Appendix J Pump Station Cost Estimates

148 Appendix J Pump Station Cost Estimates Table J-1 Pump Station Cost Estimates March 2009 City of Colusa COLU J-1 Wastewater Collection System Master Plan

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