R0003.pdf

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

Except as provided herein, all terms and conditions of the document referenced in Item 9A or 10A, as heretofore changed, remains unchanged and in full force and effect.

15A. NAME AND TITLE OF SIGNER (Type or print)

30-105-04EXCEPTION TO SF 30

APPROVED BY OIRM 11-84

STANDARD FORM 30 (Rev. 10-83) Prescribed by GSA

FAR (48 CFR) 53.243

RFP W912DW18R0009

Amendment R0003

(Please see continuation page for more details)

1. CONTRACT ID CODE PAGE OF PAGES

J 1 3

16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)

16C. DATE SIGNED

BY 02-Aug-2018

16B. UNITED STATES OF AMERICA15C. DATE SIGNED15B. CONTRACTOR/OFFEROR

(Signature of Contracting Officer)(Signature of person authorized to sign)

8. NAME AND ADDRESS OF CONTRACTOR (No., Street, County, State and Zip Code) X W912DW18R0009

X 9B. DATED (SEE ITEM 11)

12-Jul-2018

10B. DATED (SEE ITEM 13)

9A. AMENDMENT OF SOLICITATION NO.

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

X The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of Offer is extended, X is not extended.

Offer must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended by one of the following methods:

(a) By completing Items 8 and 15, and returning copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted;

or (c) By separate letter or telegram which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGMENT TO BE RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN

REJECTION OF YOUR OFFER. If by virtue of this amendment you desire to change an offer already submitted, such change may be made by telegram or letter, provided each telegram or letter makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

12. ACCOUNTING AND APPROPRIATION DATA (If required)

13. THIS ITEM APPLIES ONLY TO MODIFICATIONS OF CONTRACTS/ORDERS.

IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE

CONTRACT ORDER NO. IN ITEM 10A.

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, appropriation date, etc.) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(B).

C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D. OTHER (Specify type of modification and authority)

E. IMPORTANT: Contractor is not, is required to sign this document and return copies to the issuing office.

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

10A. MOD. OF CONTRACT/ORDER NO.

2. AMENDMENT/MODIFICATION NO. 5. PROJECT NO.(If applicable)

6. ISSUED BY

3. EFFECTIVE DATE

02-Aug-2018

CODE

USA ENGINEER DISTRICT, SEATTLE

ATTN: CENWS-CT

4735 EAST MARGINAL WAY SOUTH, BLDG. 1202

SEATTLE WA 98134-2388

W912DW 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODECODE

EMAIL:TEL:

W912DW18R0009

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

SUMMARY OF CHANGES

The following have been added by full text: R0003

1. This amendment three (0003) provides for the following:

Final Flow Monitoring and RDII Analysis Report (For informational purposes only) Temporary Flow Monitoring and RDII Analysis (For informational purposes only) Drawing APX-101, N 16TH STREET TO 41ST DIVISION DRIVE (New) Drawing APX-102, 41ST DIVSION DRIVE TO PIERCE AVE (New) Drawing APX-103, PIERCE AVE (New) Drawing APX-104, PIERCE AVE (New) Drawing APX-105, PIERCE AVE TO PENDLETON AVE (New) Drawing APX-106, PENDLETON AVE TO 2ND DIVISION DRIVE (New) Drawing APX-107, 2ND DIVISION DRIVE (New) Drawing APX-108, 2ND DIVISION DRIVE (New) Drawing APX-109, 2ND DIVISION DRIVE (New) Drawing APX-110, 2ND DIVISION DRIVE (New) Drawing APX-111, 2ND DIVISION DRIVE AND MASTIN AVE (New) Drawing APX-112, 2ND DIVISION DRIVE (New) Drawing APX-113, PENDLETON AVE TO 3RD DIVISION DRIVE (New) Drawing APX-114, BENNETT AVE TO 3RD DIVISION DRIVE (New) Drawing APX-115, FAITH AVE (New) Drawing APX-116, HANDRICH AVE (New) Drawing APX-117, KYLE AVE (New) Drawing APX-118, LIBBY AVE (New) Drawing APX-119, LIBBY AVE TO 3RD DIVISION DRIVE (New) Drawing APX-120, 2ND DIVISON DRIVE TO 3RD DIVSION DRIVE (New) Drawing C-120, 2ND DIVISION DRIVE TO 3RD DIVISION DRIVE (Revised) Seed Project Statement of Work, Section 01 11 00 (Revised) Submittal Register (Form 4288) (New)

2. The proposal submittal time and date of 1:00:00 PM LOCAL TIME, 14 August 2018 remains the same.

3. The attached revised sections are to be replaced in their entirety. Specifications changes are generally identified, for convenience, either by strikeout for deletions, and double underlining of text for additions or a single dark line in the margin. All portions of the revised sections shall apply whether or not changes have been indicated.

4. NOTICE TO OFFERORS: Offerors must acknowledge receipt of all amendments including this amendment by number and date on bid.

Encl:

Drawing APX-101 (New) Drawing APX-102 (New) Drawing APX-103 (New) Drawing APX-104 (New) Drawing APX-105 (New) Drawing APX-106 (New) Drawing APX-107 (New) Drawing APX-108 (New)

W912DW18R0009

Drawing APX-109 (New) Drawing APX-110 (New) Drawing APX-111 (New) Drawing APX-112 (New) Drawing APX-113 (New) Drawing APX-114 (New) Drawing APX-115 (New) Drawing APX-116 (New) Drawing APX-117 (New) Drawing APX-118 (New) Drawing APX-119 (New) Drawing APX-120 (New) Drawing C-120 (Revised) Seed Project SOW, Section 01 11 00 (Revised) Submittal Register (Form 4288) (New)

(End of Summary of Changes)

US Army Corps of Engineers Repair Sewer System Lewis Main At JBLM, WA

CLIN 0001 – Final Flow Monitoring and RDII Analysis Report

USACE– W912DW-16-D-0001, Task Order 0001

September 7, 2017

W912DW18R0009 R0003

ii

US Army Corps of Engineers Seattle District

Repair Sewer System Lewis Main At JBLM, WA CLIN 0001 – Final Flow Monitoring and RDII Analysis Report

USACE – W912DW-16-D-0001, Task Order 0001

JBLM DPW IJO – DER001283J

September 7, 2017

Prepared for:

USACE, Seattle District

4735 East Marginal Way South, Bldg 1202 Seattle, Washington 98134-2388

Prepared by:

Tetra Tech Project # 200-25581-17001

WJA Project File – 15008-16D i

TABLE OF CONTENTS

ii

US Army Corps of Engineers, Seattle District Repair Sewer System Lewis Main At JBLM, WA

TABLE OF CONTENTS

Title Page No.

Executive Summary Project Background Summary of Results

Identification of Other I/I Locations

Appendices A. Temporary Flow Monitoring and RDII Analysis, ADS Environmental Service

TABLE OF CONTENTS

iii

LIST OF TABLES

No. Title Page No.

Table 1. RDII Results summary

LIST OF FIGURES

No. Title Page No.

Figure 1. Flow Meter and Rain Gauge Locations Figure 2. Other I/I Locations

EXECUTIVE SUMMARY

PROJECT BACKGROUND

The US Army Corps of Engineers (USACE) contracted with WJA Design Collaborative (WJA) in 2016 to provide consulting engineering services on a task order basis. Tetra Tech (Tt) is subcontracted through WJA to provide engineering services for a project named “Repair Sewer System Lewis Main At JBLM, WA.” The resulting task order contract includes two field efforts and evaluation reports, occurring separately, and concluding with recommendations for construction of system repairs and replacements.

Existing JBLM sanitary sewer collection system flow monitoring and rainfall data collection was performed to characterize the 6 sewer basins for their Infiltration and Inflow (I/I) characteristics. Tt and WJA coordinated with JBLM Department of Public Works (DPW) to field investigate and select meter locations. Tt coordinated with our subcontractor ADS to install 6 sewer flow meters and 2 rainfall gauges at the selected locations on base. Wet weather flow data collection started in November 2016 and, due to a wetter than normal winter season, the dry weather data collection was extended to June 2017.

The purpose of this Flow Monitoring and RDII Analysis Report is to use temporary flow monitors to quantify wastewater flows at the JBLM, WA, with a special focus on system response to wet weather conditions. The data obtained during the wet weather period would be used to identify areas contributing the most Inflow/Infiltration. The report presents the evaluation of the I/I characteristics for the entire base, including Basin 4 where proposed repair and replacement recommendations are being presented. Based upon review by the USACE and JBLM DPW, progress from previous system maintenance can be evaluated and the current recommendations for repair and/or replacement design can be considered in context of the overall system.

SUMMARY OF RESULTS

ADS Environmental Services conducted flow monitoring at (6) six metering points and (2) rain gauge locations in the Joint Base Lewis McChord, WA (JBLM) within the Sanitary Collection System. The study was conducted over a 7.5 month period. See Figure 1 for Flow Meter and Rain Gauge Locations.

Figure 1. Flow Meter and Rain Gauge Locations

The study included the following key components:

· Flow monitor installations.

· Flow monitor confirmations and data collections.

· Flow data analysis.

Flow monitoring and rainfall data were evaluated and summarized with a site report, using scattergraph and hydrograph methods. Wet weather impacts on system flows were presented by excess flow rates and volumes from the studied sewer shed areas (basins) associated with each flow monitoring site during rain events that occurred during the study period. A comparison with studies done in 2008 and 2011 was presented in Appendices A.

Rainfall Dependent Infiltration/Inflow (RDII) was evaluated using several evaluations parameters:

· Net Peak Hour/ADF Peaking Factor

· Normalized Net Peak RDII by Basin Area

· Normalized Net Peak RDII by Basin Pipe Length

· Net volume of RDII per storm

· Net normalized volume of RDII per storm: net RDII volume/basin area/rainfall depth

Table 1 summarizes the evaluation results. Basin 5 stands out as the basin with the highest RDII parameters. Depending on which evaluation parameter you refer to, Basin 5 shows two to five times greater RDII results than the next closest basin. Of the three highest priority basins (Basin 2, 3 and 5), Basin 5 shows a significantly higher normalized net peak RDII by area and normalized net RDII volume than the others and should be the highest priority for evaluation.

TABLE 1. RDII RESULTS SUMMARY

Basin Net Peak

Hour/ADF Peaking Factor

Normalized Net Peak RDII

By Area

Normalized Net Peak RDII By Pipe Length

Net RDII Volume

Normalized Net RDII Volume

(Gal RDII/acre/day)

(Gal RDII/lf/day) (MG) (%Rainfall )

FM01-MH1029 3 554 3 0.295 0.3

FM02-MH1842 3.5 1376 7 0.41 0.92

FM03-MH2163 7.2 1123 11 2.02 1.46

FM04-MH0909 2 422 3 0.021 0.04

FM05-MH1122 7.8 7861 35 0.932 9.18

FM06-MH2912 2.8 846 5 0.111 0.18

Identification of Other I/I Locations Item 1.1.1.1.4 in the Statement of Work Overview for CLIN 0001 identifies 1) 3220 Spring Street Sewer Lift Station, with possible ground water infiltration and located in Basin 3, and 2) a Building 9997 sewer line, with known groundwater infiltration and located in Basin 5. In our 06-28-16 meeting with USACE and DPW, we also discussed two other areas identified with problem I/I flows. These included 3) SE of Camp Murray with high I/I, within Basin 2, and high I/I expected in Basin 4. Basin 4 was selected for pipeline inspection, repairs, and replacement by the current contract. The other three locations are shown in Figure 2 below, and may be contributing factors to the RDII analysis results.

Figure 2. Other I/I Locations

APPENDIX A

TEMPORARY FLOW MONITORING AND RDII ANALYSIS

ADS ENVIRONMENTAL SERVICE

Joint Base Lewis McChord, WA

Temporary Flow Monitoring and RDII Analysis

November 17, 2016 – June 30, 2017

Report Submitted July 27, 2017

JBLM

Locations

FM_01-MH1029

Attachments Graphs

FM_02-MH1842

Attachments Graphs

FM_03-MH2163

Attachments Graphs

FM_04-MH0909

Attachments Graphs

FM_05-MH1122

Attachments Graphs

FM_06-MH2912

Attachments Graphs

RG_01

Attachments Graphs

RG_02

Attachments Graphs

Table of Contents

RDII Analysis

Appendix A

Letter of Transmittal

ADSLLC

July 27, 2017 Mark Hopkinson, P.E.

Tetra Tech 1420 Fifth Ave, Suite 600 Seattle, WA 98101

SUBJECT: JBLM Flow Monitoring and RDII Analysis 2017

Dear Mr. Hopkinson, ADS is pleased to submit the Report for the Flow Study and RDII analysis conducted for Tetra Tech. The metering was conducted for approximately seven a a half (7.5) months at six (6) flow monitoring locations and two (2) rain gauges in the system. The study period is November 17, 2016 - June 30, 2017. The report contains hourly averaged depth, velocity, and quantity hydrographs as well as an RDII analysis of the metering locations in pdf format. Excel files containing depth, quantity, and velocity entities for each flow monitoring location in 5-minute format are also provided.

In addition, we would be happy to further explain any details about the report that may seem unclear. Should you have any questions or comments, you may contact the Project Manager, Mike Pina at (206)762-5070.

Thank you for choosing ADS products and services to meet your flow monitoring needs.

Sincerely, ADS ENVIRONMENTAL SERVICES

Heather McPherson P.E. (CA)

Home Page

JBLM Flow Study and RDII Analysis 2017

November 17, 2016 to June 30, 2017

Prepared for:

Mark Hopkinson P.E.

Tetra Tech

1420 Fifth Ave, Suite 600 Seattle, WA 98101

Prepared by:

ADS, LLC

4455 South 134th

Tukwila, WA 98168-6204

Scope and Methodology

Introduction

Background and Scope

Tetra Tech entered into an agreement with ADS Environmental Services to conduct flow monitoring at (6) six metering points and (2) rain gauge locations in the Joint Base Lewis McChord, WA (JBLM) within the Sanitary Collection System. The study was conducted over a 7.5 month period. The objective of this study was to measure depth, velocity, and quantify flows with a special focus on system response to wet weather conditions. The data obtained during wet weather periods would be used to identify areas contributing the most Inflow/Infiltration.

Project Scope

The scope of this study involved using temporary flow monitors to quantify wastewater flows at the designated locations. Specifically, the study included the following key components.

• Flow monitor installations.

• Flow monitor confirmations and data collections.

• Flow data analysis.

Equipment installation was completed on November 16, 2016. Several rainfall events were recorded during the month of October. In order to provide this wet weather data, the monitoring period began on November 17, 2016 . The study was completed on June 30, 2017 .

Equipment

Flow Monitoring Equipment

The ADS FlowShark Triton monitor was selected for this project. This flow monitor is an area velocity flow monitor that uses both the Continuity and Manning's equations to measure flow.

The ADS FlowShark Triton monitor consists of data acquisition sensors and a battery-powered microcomputer. The microcomputer includes a processor unit, data storage, and an on-board clock to control and synchronize the sensor recordings. The monitor was programmed to acquire and store depth of flow and velocity readings at 5-minute intervals.

The FS Triton monitor features cross-checking using multiple technologies in each sensor for continuous running of comparisons and tolerances. The FS Triton monitor can support two (2) sets of sensors. The sensor option used for this project was:

The Peak Combo Sensor installed at the bottom of the pipe includes three types of data acquisition technologies.

The up looking ultrasonic depth uses sound waves from two independent transceivers to measure the distance from the sensor upward toward the flow surface;

applying the speed of sound in the water and the temperature measured by sensor to calculate depth.

The pressure depth is calculated by using a piezo-resistive crystal to determine the difference between hydrostatic and atmospheric pressure. The pressure sensor is temperature compensated and vented to the atmosphere through a desiccant filled breather tube.

To obtain peak velocity, the sensor sends an ultrasonic signal at an angle upward through the widest cross-section of the oncoming flow. The signal is reflected by suspended particles, air bubbles, or organic matter with a frequency shift proportional to the velocity of the reflecting objects. The reflected signal is received by the sensor and processed using digital spectrum analysis to determine the peak flow velocity.

Installation Installation of flow monitoring equipment typically proceeds in four steps. First, the site is investigated for safety and to determine physical and hydraulic suitability for the flow monitoring equipment. Second, the equipment is physically installed at the selected location. Third, the monitor is tested to assure proper operation of the velocity and depth of flow sensors and verify that the monitor clock is operational and synchronized to the master computer clock. Fourth, the depth and velocity sensors are confirmed and line confirmations are performed.

In pipes up to 42 inches in diameter, the sensors were mounted on expandable stainless steel rings, inserted at least a foot upstream into influent pipes and tightened against the inside walls of the pipes. Influent pipe installations reduce the influences of turbulence and backwater often caused by changes in channel geometry in manholes.

Data Collection, Confirmation, and Quality Assurance Data collects were done remotely via wireless connect on a weekly basis via ADS Field Representatives. During the monitoring period, field crews visit each monitoring location to verify proper monitor operation and document field conditions. The following quality assurance steps are taken to assure the integrity of the collected data:

Measure power supplies: monitors were powered by dry cell battery packs.

Voltages were recorded and battery packs replaced, as necessary. Separate batteries provided back-up power to memory allowing primary batteries to be replaced without loss of data.

Clock synchronization: Field crews synchronized monitor clocks to master clocks.

Confirm depth and velocity readings: Field crews descended into meter manholes to manually measure depths and velocities and compare them meter readings to confirm that they agreed. They also measured silt levels, if any, in the inverts of the pipes. Silt areas were subtracted from flow areas to compute true areas of flow.

Confirm average velocities through cross-sectional velocity profiles: Since ADS velocity sensors measure peak velocity, field crews collected cross-sectional velocity profiles in order to develop a relationship between peak and average velocity in lines that meet the hydraulic criteria.

Upload and Review Data: Data collected from the monitors were uploaded and reviewed by a Data Analyst for completeness, outliers and deviations in the flow patterns, which indicate system anomalies or equipment failure.

Methodology

Flow Quantification Methods There are two main equations used to measure open channel flow: the Continuity Equation and the Manning Equation. The Continuity Equation, which is considered the most accurate, can be used if both depth of flow and velocity are available. In cases where velocity measurements are not available or not practical to obtain, the Manning Equation can be used to estimate velocity from the depth data based on certain physical characteristics of the pipe (i.e. the slope and roughness of the pipe being measured). However, the Manning equation assumes uniform, steady flow hydraulic conditions with non-varying roughness, which are typically invalid assumptions in most sanitary sewers. The Continuity Equation was used exclusively for this study.

Continuity Equation The Continuity Equation states that the flow quantity (Q) is equal to the wetted area

(A) multiplied by the average velocity (V) of the flow.

Q = A * V

This equation is applicable in a variety of conditions including backwater, surcharge, and reverse flow.

Data Analysis and Presentation

Data Analysis A flow monitor is typically programmed to collect data at either 15-minute or 5-minute intervals throughout the monitoring period. The monitor stores raw data consisting of

(1) the ultrasonic depth, (2) the peak velocity and (3) the pressure depth. The data is imported into ADS's proprietary software and is examined by a data analyst to verify its integrity. The data analyst also reviews the daily field reports and site visit records to identify conditions that would affect the collected data.

Velocity profiles and the line confirmation data developed by the field personnel are reviewed by the data analyst to identify inconsistencies and verify data integrity.

Velocity profiles are reviewed and an average to peak velocity ratio is calculated for the site. This ratio is used in converting the peak velocity measured by the sensor to the average velocity used in the Continuity equation. The data analyst selects which depth sensor entity will be used to calculate the final depth information. Silt levels present at each site visit are reviewed and representative silt levels established.

Occasionally the velocity sensor's performance may be compromised resulting in invalid readings sporadically during the monitoring period. This is generally caused by excessive debris (silt) blocking the sensor's crystals, shallow flows (~< 2") that may drop below the top of the sensor or very clear flows lacking the particles needed to measure rate. In order to use the Continuity equation to quantify the flow during these periods, a Data Analyst and/or Engineer will use the site's historical pipe curve (depth vs. velocity) data along with valid field confirmations to reconstitute and replace the false velocity recordings with expected velocity readings for a given historical depth along the curve.

Selections for the above parameters can be constant or can change during the monitoring period. While the data analysis process is described in a linear manner, it often requires an iterative approach to accurately complete.

Data Presentation This type of flow monitoring project generates a large volume of data. To facilitate review of the data, results have been provided in graphical and excel formats. The flow data is presented graphically in the form of hydrographs. Hydrographs are based on hourly averaging. Excel data is in 5 minute average format. A sewer flow schematic showing the relative location of each of the sites has been provided for reference. In addition, a Summary Table containing site installation details is included.

The following explanation of terms may aid in interpretation of the tables and hydrographs.

DEPTH - Final calculated depth measurement (in inches)

QUANTITY - Final calculated flow rate (in MGD)

VELOCITY - Final calculated flow velocity (in feet per second)

REPORT TOTAL - Total volume of flow recorded for the indicated time period (in

MG)

Site Commentary

Site Information

FM_01-MH1029

Pipe Dimensions 35.5"

Silt Level 0"

Overview

Site FM_01-MH1029 functioned under normal conditions during the period Thursday, November 17, 2016 to Friday, June 30, 2017 . No surcharge conditions were experienced at this location. The site had several flow changes, shallower and faster flow, that indicates a continued removal of a downstream blockage.

Flow depth and velocity measurements recorded by the flow monitor are consistent with field confirmations conducted to date and support the relative accuracy of the flow monitor at this location.

Observations

The average depth, velocity, and quantity data observed during Thursday, November 17, 2016 to Friday, June 30, 2017 , along with observed minimum and maximum data, are provided in the following table. The minimum and maximum rates recorded in tables are based on 5-minute data intervals.

Observed Flow Conditions

Item Depth (in)

Velocity (ft/s)

Quantity

(MGD)

Average 6.82 0.79 0.459

Minimum 3.44 0.15 0.066

Maximum 13.49 1.64 2.072

Time of Minimum 6/22/2017 6:00 AM 4/27/2017 5:40 AM 6/1/2017 4:30 AM

Time of Maximum 3/15/2017 10:00 AM 6/27/2017 7:50 PM 5/4/2017 5:40 PM

Data Quality

Data uptime observed during the Thursday, November 17, 2016 to the Friday, June 30, 2017 monitoring period is provided in the table below. Based upon the quality and consistency of the observed flow depth and velocity data, the Continuity equation was used to calculate flow rate and quantities during the monitoring period.

Percent Uptime

Depth (in) 100

Velocity (ft/s) 100

Quantity (MGD) 100

Data quality is excellent with no data loss. The depth and velocity patterns match and are consistent with site hydraulics. The velocity data was reconstituted during the monitoring period using a best-fit curve. Data patterns are indicative of debris causing flow blockages.

Latitude: 47.116175°

Longitude: -122.637831°

Pipe Condition:

Single

Good

Manhole Pick / Vent Hole

Manhole Condition:

No

Unknown

NormalUnbolted

Downlooker Physical Offset (in) Measurement Confidence (in)

Peak Velocity (fps)

Silt (in)

Installation Confirmation:

Manhole Opening Diameter (in)

Silt Type

Hydraulic Comments:

JBLM

NoneDrive

Site Access Details:

Site Address /Location:

Site Name

3775 Pioneer Ave, DuPont WA 98327

0 - 5 psi

Installation Information

Elliptical

Monitor Series

Monitor Location:

Doppler Standard Ring and Crank

Manhole #

Installation Date:

11/16/2016

Upstream 0-5 FT Manhole

1029 Commercial

Map

Flow Monitoring

Site Report

Temporary

35.5 x 36

FM_01-MH1029

Access Traffic

TRITON+

System Characteristics

Location Type

Pipe Shape

Sensors / Devices:

35.5 x 36

0.25"

Manhole / Pipe Information:

Installation Type:

Pressure Sensor Range (psi)

Confirmation Time:

Site Sketch Profile View or Photo

Pipe Size (H x W)

Topside / Area Photo

Peak Combo (CS4)

Pipe Size (HxW)

3:37:00 PM

Monitoring Location (Sensors):

Depth of Flow (Wet DOF) (in) Range (Air DOF) (in)

6.38

Velocity Sensor Offset (in)

1.21 0

Site Sketch Plan View or Photo

Additional Site Info. / Comments:

Good

Antenna Location

Communication Information:

Active Drop Connections Air Quality:

Communication Type

22195.11.325

ADS Project Name:

ADS Project Number:

JBLM.TetraTech.TFM.WA16

Manhole Cover Manhole Frame

Manhole Material:

Manhole Diameter (Approx.):

Manhole Depth (Approx. FT): Manhole Configuration

Concrete

Wireless

Pipe Material

Additional Photos

Overflow

Top Down Location Location

Location

Upstream Downstream

FM_02-MH1842

Pipe Dimensions 28.5"

Silt Level 0"

Overview

Site FM_02-MH1842 functioned under normal conditions during the period Thursday, November 17, 2016 to Friday, June 30, 2017 . No surcharge conditions were experienced at this location. Review of the scattergraph shows that flow in this line remained free-flowing throughout the study.

Flow depth and velocity measurements recorded by the flow monitor are consistent with field confirmations conducted to date and support the relative accuracy of the flow monitor at this location.

Observations

The average depth, velocity, and quantity data observed during Thursday, November 17, 2016 to Friday, June 30, 2017 , along with observed minimum and maximum data, are provided in the following table. The minimum and maximum rates recorded in tables are based on 5-minute data intervals.

Observed Flow Conditions

Item Depth (in)

Velocity (ft/s)

Quantity

(MGD)

Average 9.98 2.60 2.453

Minimum 5.16 1.06 0.450

Maximum 18.38 3.81 7.401

Time of Minimum 1/16/2017 6:10 AM 1/2/2017 3:35 AM 1/2/2017 3:35 AM

Time of Maximum 3/23/2017 6:25 PM 3/23/2017 6:15 PM 3/23/2017 6:25 PM

Data Quality

Data uptime observed during the Thursday, November 17, 2016 to the Friday, June 30, 2017 monitoring period is provided in the table below. Based upon the quality and consistency of the observed flow depth and velocity data, the Continuity equation was used to calculate flow rate and quantities during the monitoring period.

Percent Uptime

Depth (in) 100

Velocity (ft/s) 100

Data quality is good with less than 5% data loss. The depth and velocity patterns match and are consistent with site hydraulics. Routine editing was performed to flag pops and drops in the data not consistent with site hydraulics. The velocity data was reconstituted at the beginning of the monitoring period using a best-fit curve.

Latitude: 47.107246°

Longitude: -122.590483°

Pipe is plastic lined, liner is corrugated

Poor

Antenna Location

Communication Information:

Active Drop Connections Air Quality:

Communication Type

22195.11.325

ADS Project Name:

ADS Project Number:

JBLM.TetraTech.TFM16

Manhole Cover Manhole Frame

Manhole Material:

Manhole Diameter (Approx.):

Manhole Depth (Approx. FT): Manhole Configuration

Concrete

Wireless

Pipe Material

Site is down hill on access road in bushes

Sensors / Devices:

28.5 x 28.5

0.25"

Manhole / Pipe Information:

Installation Type:

Pressure Sensor Range (psi)

Confirmation Time:

Site Sketch Profile View or Photo

Pipe Size (H x W)

Topside / Area Photo

Peak Combo (CS4)

Pipe Size (HxW)

1:39:00 PM

Monitoring Location (Sensors):

Depth of Flow (Wet DOF) (in) Range (Air DOF) (in)

8.50

Velocity Sensor Offset (in)

3.28

Temporary

28.5 x 28.5

FM_02-MH1842

Access Traffic

TRITON+

System Characteristics

Location Type

Pipe Shape

JBLM

NoneDrive

Site Access Details:

Site Address /Location:

Site Name

NCO Beach Rd

0 - 5 psi

Installation Information

Circular

Monitor Series

Monitor Location:

Doppler Standard Ring and Crank

Manhole #

Installation Date:

11/16/2016

Upstream 0-5 FT Manhole

1842 Other

Map

Flow Monitoring

Site Report

Downlooker Physical Offset (in) Measurement Confidence (in)

Peak Velocity (fps)

Silt (in)

Installation Confirmation:

Manhole Opening Diameter (in)

Silt Type

Hydraulic Comments:

Pipe Condition:

Single

Good

Manhole Pick / Vent Hole

Manhole Condition:

No

PVC

NormalUnbolted

Upstream Downstream Overflow

FM_03-MH2163

Pipe Dimensions 24"

Silt Level 0"

Overview

Site FM_03-MH2163 functioned under normal conditions during the period Thursday, November 17, 2016 to Friday, June 30, 2017 . Surcharge conditions were experienced at this location. Review of the scattergraph shows that flow in this line remained free-flowing throughout the study.

Flow depth and velocity measurements recorded by the flow monitor are consistent with field confirmations conducted to date and support the relative accuracy of the flow monitor at this location.

Observations

The average depth, velocity, and quantity data observed during Thursday, November 17, 2016 to Friday, June 30, 2017 , along with observed minimum and maximum data, are provided in the following table. The minimum and maximum rates recorded in tables are based on 5-minute data intervals.

Observed Flow Conditions

Item Depth (in)

Velocity (ft/s)

Quantity

(MGD)

Average 13.11 1.57 1.890

Minimum 6.97 0.75 0.370

Maximum 70.47 2.56 4.931

Time of Minimum 1/16/2017 8:15 AM 1/2/2017 1:40 AM 1/16/2017 7:50 AM

Time of Maximum 3/23/2017 5:45 PM 2/16/2017 12:45 AM 3/23/2017 6:00 PM

Data Quality

Data uptime observed during the Thursday, November 17, 2016 to the Friday, June 30, 2017 monitoring period is provided in the table below. Based upon the quality and consistency of the observed flow depth and velocity data, the Continuity equation was used to calculate flow rate and quantities during the monitoring period.

Percent Uptime

Depth (in) 100

Velocity (ft/s) 100 patterns match and are consistent with site hydraulics. The velocity data was reconstituted during the monitoring period using a best-fit curve. Site is responsive to storms with periods of pipe surcharge.

Latitude: 47.116262°

Longitude: -122.555685°

Communication Information:

Active Drop Connections Air Quality:

Communication Type

22195.11.325

ADS Project Name:

ADS Project Number:

JBLM.TetraTech.TFM16

Manhole Cover Manhole Frame

Manhole Material:

Manhole Diameter (Approx.):

Manhole Depth (Approx. FT): Manhole Configuration

Concrete

Wireless

Pipe Material

Sensors / Devices:

24 x 23.88

0.25"

Manhole / Pipe Information:

Installation Type:

Pressure Sensor Range (psi)

Confirmation Time:

Site Sketch Profile View or Photo

Pipe Size (H x W)

Topside / Area Photo

Peak Combo (CS4)

Pipe Size (HxW)

12:31:00 PM

Monitoring Location (Sensors):

Depth of Flow (Wet DOF) (in) Range (Air DOF) (in)

11.13

Velocity Sensor Offset (in)

1.45

Temporary

24 x 23.88

FM_03-MH2163

Access Traffic

TRITON+

System Characteristics

Location Type

Pipe Shape

JBLM

NoneDrive

Site Access Details:

Site Address /Location:

Site Name

Blaine Rd, end of road in grass by gate guard building

0 - 5 psi

Installation Information

Elliptical

Monitor Series

Monitor Location:

Doppler Standard Ring and Crank

Manhole #

Installation Date:

11/15/2016

Upstream 0-5 FT Manhole

2163 Other

Map

Flow Monitoring

Site Report

Downlooker Physical Offset (in) Measurement Confidence (in)

Peak Velocity (fps)

Silt (in)

Installation Confirmation:

Manhole Opening Diameter (in)

Silt Type

Hydraulic Comments:

Pipe Condition:

Single

Good

Manhole Pick / Vent Hole

Manhole Condition:

Yes, Inside

Concrete

FM_04-MH0909

Pipe Dimensions 16.5"

Silt Level 0"

Overview

Site FM_04-MH0909 functioned under normal conditions during the period Thursday, November 17, 2016 to Friday, June 30, 2017 . No surcharge conditions were experienced at this location. Review of the scattergraph shows that flow in this line remained free-flowing throughout the study.

Flow depth and velocity measurements recorded by the flow monitor are consistent with field confirmations conducted to date and support the relative accuracy of the flow monitor at this location.

Observations

The average depth, velocity, and quantity data observed during Thursday, November 17, 2016 to Friday, June 30, 2017 , along with observed minimum and maximum data, are provided in the following table. The minimum and maximum rates recorded in tables are based on 5-minute data intervals.

Observed Flow Conditions

Item Depth (in)

Velocity (ft/s)

Quantity

(MGD)

Average 4.49 1.58 0.348

Minimum 3.32 1.21 0.181

Maximum 6.74 2.23 0.831

Time of Minimum 5/22/2017 4:25 AM 6/24/2017 6:45 AM 6/24/2017 6:45 AM

Time of Maximum

11/30/2016 9:10

AM

12/13/2016 9:05

AM

11/30/2016 9:10

AM

Data Quality

Data uptime observed during the Thursday, November 17, 2016 to the Friday, June 30, 2017 monitoring period is provided in the table below. Based upon the quality and consistency of the observed flow depth and velocity data, the Continuity equation was used to calculate flow rate and quantities during the monitoring period.

Percent Uptime

Depth (in) 98

Velocity (ft/s) 98

Quantity (MGD) 98 performed to flag pops and drops not consistent with site hydraulics. The velocity data was reconstituted during the monitoring period using a best-fit curve.

Latitude: 47.099872°

Longitude: -122.587886°

Communication Information:

Active Drop Connections Air Quality:

Communication Type

22195.11.325

ADS Project Name:

ADS Project Number:

JBLM.TetraTech.TFM16

Manhole Cover Manhole Frame

Manhole Material:

Manhole Diameter (Approx.):

Manhole Depth (Approx. FT): Manhole Configuration

Concrete

Wireless

Pipe Material

In grass, off of residential road

Sensors / Devices:

24 x 23.88

0.25"

Manhole / Pipe Information:

Installation Type:

Pressure Sensor Range (psi)

Confirmation Time:

Site Sketch Profile View or Photo

Pipe Size (H x W)

Topside / Area Photo

Peak Combo (CS4)

Pipe Size (HxW)

12:31:00 PM

Monitoring Location (Sensors):

Depth of Flow (Wet DOF) (in) Range (Air DOF) (in)

11.13

Velocity Sensor Offset (in)

1.45

Temporary

24 x 23.88

FM_04-MH0909

Access Traffic

TRITON+

System Characteristics

Location Type

Pipe Shape

JBLM

NoneDrive

Site Access Details:

Site Address /Location:

Site Name

Directly East of intersection of Pennsylvania Ave & N 16th St

0 - 5 psi

Installation Information

Elliptical

Monitor Series

Monitor Location:

Doppler Standard Ring and Crank

Manhole #

Installation Date:

11/15/2016

Upstream 0-5 FT Manhole

2163 Residential

Map

Flow Monitoring

Site Report

Downlooker Physical Offset (in) Measurement Confidence (in)

Peak Velocity (fps)

Silt (in)

Installation Confirmation:

Manhole Opening Diameter (in)

Silt Type

Sideline coming in

Pipe Condition:

Single

Good

Manhole Pick / Vent Hole

Manhole Condition:

No

Concrete

FM_05-MH1122

Pipe Dimensions 17.75"

Silt Level 0"

Overview

Site FM_05-MH1122 functioned under normal conditions during the period Thursday, November 17, 2016 to Friday, June 30, 2017 . Surcharge conditions were experienced at this location. Review of the scattergraph indicates a backwater condition during most of the monitoring period.

Flow depth and velocity measurements recorded by the flow monitor are consistent with field confirmations conducted to date and support the relative accuracy of the flow monitor at this location.

Observations

The average depth, velocity, and quantity data observed during Thursday, November 17, 2016 to Friday, June 30, 2017 , along with observed minimum and maximum data, are provided in the following table. The minimum and maximum rates recorded in tables are based on 5-minute data intervals.

Observed Flow Conditions

Item Depth (in)

Velocity (ft/s)

Quantity

(MGD)

Average 11.41 1.02 0.724

Minimum 4.62 0.49 0.116

Maximum 27.72 1.47 1.622

Time of Minimum 1/16/2017 9:15 AM 1/17/2017 4:25 AM 1/17/2017 4:25 AM

Time of Maximum 3/16/2017 4:25 AM 3/18/2017 6:40 PM 3/18/2017 6:40 PM

Data Quality

Data uptime observed during the Thursday, November 17, 2016 to the Friday, June 30, 2017 monitoring period is provided in the table below. Based upon the quality and consistency of the observed flow depth and velocity data, the Continuity equation was used to calculate flow rate and quantities during the monitoring period.

Percent Uptime

Depth (in) 100

Velocity (ft/s) 100 performed to flag pops and drops not consistent with site hydraulics. The velocity data was reconstituted during the monitoring period using a best-fit curve. The hydraulics indicate slight backwater above 10". Site is responsive to storms with periods of pipe surcharge.

Latitude: 47.112270°

Longitude: -122.543208°

Site Sketch Plan View or Photo

Additional Site Info. / Comments:

Good

Antenna Location

Communication Information:

Active Drop Connections Air Quality:

Communication Type

22195.22.325

ADS Project Name:

ADS Project Number:

JBLM.TetraTech.TFM16

Manhole Cover Manhole Frame

Manhole Material:

Manhole Diameter (Approx.):

Manhole Depth (Approx. FT): Manhole Configuration

Concrete

Wireless

Pipe Material

Sensors / Devices:

17.75 x 17.63

Manhole / Pipe Information:

Installation Type:

Pressure Sensor Range (psi)

Confirmation Time:

Site Sketch Profile View or Photo

Pipe Size (H x W)

Topside / Area Photo

Peak Combo (CS4)

Pipe Size (HxW)

11:46:00 AM

Monitoring Location (Sensors):

Depth of Flow (Wet DOF) (in) Range (Air DOF) (in)

7.38

Velocity Sensor Offset (in)

1.4 0

Temporary

17.75 x 17.63

FM_05-MH1122

Access Traffic

TRITON+

System Characteristics

Location Type

Pipe Shape

JBLM

NoneDrive

Site Access Details:

Site Address /Location:

Site Name

S 1st St

0 - 5 psi

Installation Information

Elliptical

Monitor Series

Monitor Location:

Doppler Standard Ring and Crank

Manhole #

Installation Date:

11/15/2016

Upstream 0-5 FT Manhole

1122 Commercial

Map

Flow Monitoring

Site Report

Downlooker Physical Offset (in) Measurement Confidence (in)

Peak Velocity (fps)

Silt (in)

Installation Confirmation:

Manhole Opening Diameter (in)

Silt Type

Hydraulic Comments:

Pipe Condition:

Single

Good

Manhole Pick / Vent Hole

Manhole Condition:

No

Concrete

FM_06-MH2912

Pipe Dimensions 36.38"

Silt Level 0"

Overview

Site FM_06-MH2912 functioned under normal conditions during the period Thursday, November 17, 2016 to Friday, June 30, 2017 . No surcharge conditions were experienced at this location. Review of the scattergraph shows that flow in this line remained free-flowing throughout the study.

Flow depth and velocity measurements recorded by the flow monitor are consistent with field confirmations conducted to date and support the relative accuracy of the flow monitor at this location.

Observations

The average depth, velocity, and quantity data observed during Thursday, November 17, 2016 to Friday, June 30, 2017 , along with observed minimum and maximum data, are provided in the following table. The minimum and maximum rates recorded in tables are based on 5-minute data intervals.

Observed Flow Conditions

Item Depth (in)

Velocity (ft/s)

Quantity

(MGD)

Average 4.03 1.90 0.557

Minimum 1.71 1.24 0.112

Maximum 8.36 2.45 1.929

Time of Minimum 2/13/2017 5:05 AM 6/18/2017 6:55 AM 6/18/2017 6:55 AM

Time of Maximum 5/4/2017 5:10 PM 5/31/2017 8:00 AM 5/4/2017 5:10 PM

Data Quality

Data uptime observed during the Thursday, November 17, 2016 to the Friday, June 30, 2017 monitoring period is provided in the table below. Based upon the quality and consistency of the observed flow depth and velocity data, the Continuity equation was used to calculate flow rate and quantities during the monitoring period.

Percent Uptime

Depth (in) 96

Velocity (ft/s) 96

Quantity (MGD) 96 performed to flag pops and drops not consistent with site hydraulics. The velocity data was reconstituted during the monitoring period using a best-fit curve.

Latitude: 47.127122°

Longitude: -122.622369°

Site has anti-dump cover, need to loosen bolt and remove cover to access site

Good

Antenna Location

Communication Information:

Active Drop Connections Air Quality:

Communication Type

ADS Project Name:

ADS Project Number:

enter ADS Accounting Project Name Here

Manhole Cover Manhole Frame

Manhole Material:

Manhole Diameter (Approx.):

Manhole Depth (Approx. FT): Manhole Configuration

Concrete

Pipe Material

Near shooting range

Sensors / Devices:

36.38 x 36.25

0.25"

Manhole / Pipe Information:

Installation Type:

Pressure Sensor Range (psi)

Confirmation Time:

Site Sketch Profile View or Photo

Pipe Size (H x W)

Topside / Area Photo

Peak Combo (CS4)

Pipe Size (HxW)

2:47:00 PM

Monitoring Location (Sensors):

Depth of Flow (Wet DOF) (in) Range (Air DOF) (in)

4.38

Velocity Sensor Offset (in)

2.12 0

Temporary

36.38 x 36.25

FM_06-MH2912

Access Traffic

TRITON+

System Characteristics

Location Type

Pipe Shape

JBLM

LightDrive

Site Access Details:

Site Address /Location:

Site Name

Dupont Steilacoom Rd

0 - 5 psi

Installation Information

Elliptical

Monitor Series

Monitor Location:

Doppler Standard Ring and Crank

Manhole #

Installation Date:

11/16/2017

Upstream 0-5 FT Manhole

2912 Other

Map

Flow Monitoring

Site Report

Downlooker Physical Offset (in) Measurement Confidence (in)

Peak Velocity (fps)

Silt (in)

Installation Confirmation:

Manhole Opening Diameter (in)

Silt Type

Hydraulic Comments:

Pipe Condition:

Single

Manhole Condition:

No

Corrugated Metal Pipe

Bolted

Rainfall data

RG_01

Rain Collector Dimensions 8"

Silt Level N/A

The rainfall measured at RG_01 from November 17, 2016 to June 30, 2017 is

32.25 inches.

Latitude: 47.139115°

Longitude: -122.611090°

Pipe Condition:

Manhole Condition:

Downlooker Physical Offset (in) Measurement Confidence (in)

Peak Velocity (fps)

Silt (in)

Installation Confirmation:

Manhole Opening Diameter (in)

Silt Type

Hydraulic Comments:

JBLM

Drive

Site Access Details:

Site Address /Location:

Site Name

Ross Hill Reservior

Installation Information

Monitor Series

Monitor Location:

Rain Gauge

Manhole #

Installation Date:

11/29/2016

Rooftop Building - Contact Client

Map

Flow Monitoring

Site Report

Temporary

RG_01

Access Traffic

Rain Alert III

System Characteristics

Location Type

Pipe Shape On top of water tower, contact client to access

Sensors / Devices:

Manhole / Pipe Information:

Installation Type:

Pressure Sensor Range (psi)

Confirmation Time:

Site Sketch Profile View or Photo

Pipe Size (H x W)

Topside / Area Photo

Rain Gauge Tipping Bucket

Pipe Size (HxW)

Monitoring Location (Sensors):

Depth of Flow (Wet DOF) (in) Range (Air DOF) (in)

Velocity Sensor Offset (in)

Communication Information:

Active Drop Connections Air Quality:

Communication Type

22195.11.325

ADS Project Name:

ADS Project Number:

JBLM.TetraTech.TFM.WA16

Manhole Cover Manhole Frame

Manhole Material:

Manhole Diameter (Approx.):

Manhole Depth (Approx. FT): Manhole Configuration

Wireless

Pipe Material

Rainfall data

RG_02

Rain Collector Dimensions 8"

Silt Level N/A

The rainfall measured at RG_02 from November 17, 2016 to June 30, 2017 is

32.25 inches.

Latitude: 47.095399°

Longitude: -122.572096°

Communication Information:

Active Drop Connections Air Quality:

Communication Type

22195.11.325

ADS Project Name:

ADS Project Number:

JBLM.TetraTech.TFM.WA16

Manhole Cover Manhole Frame

Manhole Material:

Manhole Diameter (Approx.):

Manhole Depth (Approx. FT): Manhole Configuration

Wireless

Pipe Material

On top of water tank, contact client to access

Sensors / Devices:

Manhole / Pipe Information:

Installation Type:

Pressure Sensor Range (psi)

Confirmation Time:

Site Sketch Profile View or Photo

Pipe Size (H x W)

Topside / Area Photo

Rain Gauge Tipping Bucket

Pipe Size (HxW)

Monitoring Location (Sensors):

Depth of Flow (Wet DOF) (in) Range (Air DOF) (in)

Velocity Sensor Offset (in)

Temporary

RG_02

Access Traffic

Rain Alert III

System Characteristics

Location Type

Pipe Shape

JBLM

Drive

Site Access Details:

Site Address /Location:

Site Name

Reservoir behind Stone Ed Building

Installation Information

Monitor Series

Monitor Location:

Rain Gauge

Manhole #

Installation Date:

11/29/2016

Rooftop Building - Contact Client

Map

Flow Monitoring

Site Report

Downlooker Physical Offset (in) Measurement Confidence (in)

Peak Velocity (fps)

Silt (in)

Installation Confirmation:

Manhole Opening Diameter (in)

Silt Type

Hydraulic Comments:

Pipe Condition:

Manhole Condition:

RDII Analysis

This section describes an evaluation of wet weather impacts on system flows by summarizing excess flow rates and volumes from the studied sewer shed areas (basins) associated with each flow monitoring site during rain events that occurred during the study period. This section also describes an evaluation of dry weather flow data for purposes of determining base wastewater flows (to compare wet weather flows against).

A map of site/basin locations is depicted on the next page.

Some of the flow meters collected flow from more than one flow basin. Sites/basins that had upstream sites/basins had that flow subtracted from the flow data collected to obtain the net basin flow. Site/basins FM01-MH1029, FM04-MH09090, FM05-MH1122 and FM06-MH2912 were independent and did not require any subtraction of flows. Site/basin FM03-MH2163 required subtraction of upstream flows form basin/site FM05-MH1122.

Due to a bypass flow that was not metered between site/basin FM02-MH1842 and site/basin FM03-MH2163, the site/basin FM02-MH1842 data is assumed to have a lower confidence level. Figure 1.1 depicts the meter locations and flow schematic.

Figure 1.1 Flow Schematic and Flow Meter Locations.

Base Dry Weather Analysis

Prior to conducting a wet weather analysis, a dry weather analysis must first be performed by reviewing data obtained during dry weather conditions. For this analysis, a dry day is defined as any day in which there was less than 0.10 in. of rain in the previous day, less than 0.50 in. of rain in the previous three days, and less than 1.00 in. of rain in the previous five days. This process automatically eliminates the selection of most wet weather events and the periods associated with recovery from these events. Once the initial dry days are selected, they are compared to one another to make sure that the flow pattern for each day is repeatable. Any days that have an inconsistent flow pattern are removed from consideration. The resulting dry days are then averaged to establish an average diurnal flow pattern from the site. The dry weather analysis evaluates the weekday pattern separate from the weekend pattern to account for differences often observed. The dry days selection was also restricted to the beginning of monitoring period prior to the large rain events.

Dry weather flows were evaluated for each basin during the study period. Recorded flow rates from the sanitary sewer monitoring location for each dry day are overlaid on a hydrograph, enabling a typical or average dry day flow (ADF) and minimum daily flow (MDF) to be determined for Weekdays and Weekends (gross flow basis) as depicted in Figure 1.2 for basin FM_02-MH1842.

Figure 1.2 summarizes the gross flow values for ADF for weekdays and weekends.

It is possible to estimate the volume of flow from each sewer shed area that is attributable to groundwater infiltration (or Base Infiltration – BI) based on an evaluation of ADF and MDF values against expected wastewater flow generation rates from sewer shed areas comprised of typical residential/commercial land uses. The most refined empirical method to estimate BI is the Stevens/Schutzbach equation. The Equation below is the Stevens/Schutzbach equation that was used to estimate BI from these areas.

BI = ______0.4 * MDF________

1- 0.6 (MDF/ADF) ^ ADF 0.7

Reliability of BI calculations decreases in non-residential basins and in basins where the flow meter measures flow from cycling pump stations or other unusual flow patterns. It is important to understand that when only using flow data, BI is considered an estimate and only through more rigorous means of flow isolations (e.g. plugging all lateral connections in isolated small areas of the system and physically measuring continued flow during the plugging period) can actual BI values be determined.

The dry day weather flow for each site’s tributary area (or gross flow which includes any upstream basins) is presented in Table 1.1 below. Weekday dry days were calculated separately from weekend dry days due to the sites having different hydraulic patterns on weekdays compared to weekends. Table 1.2 presents the net dry weather flow summary for each basin (or net flow which subtracts flow from upstream basins). Note FM_02- MH1842 has a lower data confidence level due to the unmonitored diversion, which does not allow the basins flow and boundary to be clearly defined.

Table 1.1 Summarizes the gross base infiltration and gross minimum, average, and maximum daily flows.

Dry Weather Flow Summary (Gross Basis)

Average Daily Flow

(mgd) Minimum Daily Flow

(mgd) Maximum Daily Flow

(mgd) Base Infiltration (mgd)

Basin Weekdays Weekends Weekdays Weekends Weekdays Weekends Weekdays Weekends

FM01-

MH1029

0.476 0.403 0.17 0.18 0.786 0.574 0.101 0.118

FM02-

MH1842

1.095 1.039 0.638 0.631 1.392 1.354 0.385 0.394

FM03-

MH2163

0.698 0.627 0.512 0.460 0.807 0.751 0.387 0.353

FM04-

MH0909

0.384 0.315 0.244 0.232 0.64 0.376 0.186 0.195

FM05-

MH1122

0.199 0.16 0.169 0.139 0.229 0.187 0.157 0.132

FM06-

MH2912

0.551 0.443 0.235 0.225 1.123 0.638 0.143 0.153

Dry Weather Flow Summary (Net)

ADF (mgd) Minimum DF (mgd) Maximum DF (mgd)

Gross Base Infiltration (mgd)

Basin Weekdays…