5-capacity improvements and wet weather storage
TRANSCRIPT
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Capacity Improvements and
Wet Weather Storage
Prepared by
Michael N. Young, P.E.
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Michael N. Young, P.E.
BS in Civil Engineering - University of Illinois
MS in Environmental Engineering University of
Illinois
Wheaton Office Principal/Branch Manager - RJNGroup, Inc. Since 2008
19 Years Experience in Wastewater Collection and
Treatment
ACEC-IL - MWRDGC Committee Member
Project Director or Manager of Five Capacity
Improvement or Storage Projects in Past 2 Years
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Why Address Inflow and Infiltration?
Basement Backups, SSOs, & CSOs
Regulatory or District Pressures
Chronic Problem Areas
Lift Station or WWTP Capacity CMOM
Proactive Small Steps
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Comprehensive Sanitary Program
Existing Conditions Flow Monitoring
Mapping Updates, GPS Locating, and GISIntegration
Modeling of Sewer System
Evaluate Capacity Improvements and StorageOptions
Comprehensive SSES & Flow Balancing
Public Sector Rehabilitation
Private Sector Flow Reduction Post-Rehabilitation Flow Monitoring
Long-Term Sewer System O & M - CMOM
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Reduce Flow - Flow Balance
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Level 1 Rehabilitation
Public Sector Manhole defects
Mainline defects
Cross connections
Private Sector Direct sump pumps
Diverter valves
Downspouts
Cleanouts Window Well Covers
Possibly other area drains or combination sumps
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Level 2 Rehabilitation
Combination Sumps
Unsealed Sanitary Sumps
Area Drains
Tributary drainage area
Options to remove
Driveway drains
Difficult, but major source
Does it drain street?
Stairwell drains
Window wells not cost effective
Various other
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Level 3 Rehabilitation
Laterals Pilot area
Pre-inspections
Full or short?
All or some? Cost sharing?
Storm rehab?
Foundation Drains
Prevalence? Isolate to manageable area
Combine with overhead sewer?
Cost sharing?
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Increase Capacity
Treatment Facility Expansions
Very expensive to treat Clean water
Wet-Weather Facilities
Major improvements due to new regulations? Lift Station / Force Main Capacity
Sewer Capacity
Sewer Upsize
Relief Sewer Flow Diversion
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Capacity Improvements - Considerations
Frequency and Severity of Backups
Downstream Capacity
Interceptor
WWTP Downstream control?
Flow Monitoring and Modeling
Regulatory Limitations
Best Option When Feasible Immediate improvement
Get flow out of system
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Villa Park Background and Study
Central Combined (Partially Separated)
North and South Separate Systems
Consistent Annual Flow Reduction
Wet-Weather Facilities
Closing Ordinance
Isolated Issues
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Villa Park Sanitary Master Plan
Flow Monitoring
Hydraulic Model
Public Sector SSES
Evaluate Wet-Weather Facility Operation
Focus South Villa
Flow reduction
Lift station upgrades
Capacity improvements
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Villa Park - Existing Conditions
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Villa Park Proposed w/o LS Upgrade
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Villa Park Solution
Flow Reduction Point repairs and lining
MH rehab
Multi-year Closing Ordinance
Myrtle Relief Sewer
Existing backyard sewer kept as local sewer
Upsize from 10 to 12
Other minor flow diversions to minimize creek crossings
South Villa LS Capacity Improvements
Added second force main, but not pump upgrades
May need in future if new annexation
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Villa Park
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Wheaton - Background
Regional Basement Backups
Significant Public Sector Rehab
2006 Joint Study District and City
Large scale overview
Flow monitoring and skeletal modeling
District interceptor upgrades
City focus on Basins 1, 3, and 4
City Basin 4
Capacity improvements
40% flow reduction target
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Wheaton Study and Options
Basin 4 Focused Study
Local flow monitoring and modeling
Public SSES Smoke, MH and TV
Private SSES BI, Dye and Lateral TV Comprehensive flow balance
Flow Reduction
Complete Level 1 and Level 2
Laterals vs. Foundation Drains
Lateral Rehab Pilot
Refined Capacity Improvements
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Wheaton Flow Balance
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Wheaton Flow Reduction
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Wheaton - Solution
Pilot Results
~30% flow reduction
Some Level 2 remains
Lining challenges Full Scale Program
Level 1 and 2 removal
Lateral lining
Capacity improvements
Coordination w/ District
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Palatine - Background
Basement Backups Specific Location
Level 1 Flow Reduction
Improvement, But Backups Persist
Level 2 and 3 Defects
Overload System Downstream
Options:
Local storage Level 2 and 3 Flow Reduction
Other?
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Palatine Study and Options
Study
Problem and system understanding
Interceptor options
Flow Monitoring and Modeling Interceptor history research
Rohlwing Interceptor - Overloaded
Brockway Interceptor - Underloaded
Area Originally Intended for Brockway
Submit Report Findings
Coordination with MWRD
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Palatine Reallocation Area
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Palatine - Solution
Flow Diversion
MWRD ConceptualApproval Population Equivalency
Flow Mitigation
Village Mitigation
Preliminary Design
Interceptor Connection Deep Sewer On Grade
Final Design
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Palatine - Trenchless Construction
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Palatine - Trenchless Construction
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Des Plaines - Background
Basement Backups
Regional severe storm only
Local moderate also
Some Level 1 Removal Limited Local Capacity
All Options:
Upsize local interceptor
Divert flow
Local storage
More flow reduction
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Des Plaines Study and Options
Study
Problem and system understanding
Interceptor options
Flow monitoring and modeling
Severe capacity limitations
Flow reduction only likely not sufficient
Submit Report Findings
Coordination with MWRD
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Downstream Control
Basin
Severity of
DS Control Pipe Size
DS Control
Minimum
Flow Depth
DS Control
Minimum
Precipitation
Flow
Restriction
Discrete 3-Yr,
2-Hr PF
Max Flow
Depth
Down-
stream
System
(Inches) (Inches) (Inches) (mgd) (Feet)
DES-1
MOST
SEVERE 15 8 0.45 0.8 OR LESS 6.5 7.2 DES-2
DES-2 SEVERE 18 12 0.55 1.5 9.0 8.8 DES-4
DES-3 SEVERE 12 15 0.65 1.0 - 1.5 6.9 10.1 DES-4
DES-4 SEVERE 24 12.5 0.55 2.5 2.5 9.3 DES-6
DES-5 MODERATE 18 9 0.40 2.5 - 4.0 5.8 8.6 DES-6
DES-6 NONE 28 UNKNOWN UNKNOWN
NONE UP TO
3.6 3.8 2.5 MWRD
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Des Plaines Flow Diversion
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Proposed Conditions - South
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Storage
Significant Downstream Control High excess flows
Limited interceptor capacity
Reverse flow
Limited treatment capacity
Quick Solution Needed
Above Ground Storage Upgrade existing pump station
New pump station
Below Ground Regional open land and deep sewers
Local oversize and/or parallel sewers
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Storage - Considerations
Frequency and Severity of Backups
Downstream Capacity Reverse Flow?
Flow Monitoring and Modeling Critical
Regulatory Limitations
Storage Details
Available locations
Gravity or pumped flow
System overflow Cleaning and maintenance
Odor control
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Fresh Express - Background
Industrial Facility
Wash and process fruits and vegetables
Current wastewater flow: 400,000 gpd
Potential wastewater flow: 700,000 gpd
Current Facility - Combined Sewer System
Proposed Facility - Streamwood
Separate sewer system
Limited capacity
I/I concerns
No negative impact
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Fresh Express Study and Options
Initial Desktop Study
Capacity analysis
Potential, but more information needed
Second Study - Flow Monitoring and Modeling Check Dry- and Wet-Weather Capacity
Options
2 Mile Force Main: No Village Restrictions
Mile Force Main: Address Capacity Limitations
Additional MWRD Requirements
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Fresh Express Route Options
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Fresh Express Volume Risk Analysis
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Elmhurst Study and Options
Study Citywide flow monitoring
Hydraulic model skeletal with detailed areas
Smoke Testing and MH Inspection
Resident surveys from storm event
Review of 1988 building inspection record
All Available Options Needed
Capacity improvements
Storage
Flow reduction
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Elmhurst Flow Analysis
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Elmhurst Storage Volume
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Balancing Storage and Flow Reduction
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Elmhurst Solution
Local Focus Area Lift station upgrades
Influent line upsize from 18 to 24 and increase slope
Dry- and wet-weather pumps and force mains
Wet-weather FM to 2 million gallon storage tank Regional and Full City Improvements
Level 1 and 2 plus select Level 3 flow reduction
Long-term flow monitoring
Enhanced closing ordinance
New construction requirements
Overhead sewer cost sharing program
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Elmhurst Capacity and Storage
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Elmhurst Open Cut
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Elmhurst Trenchless
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Elmhurst Trenchless
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Glenview - Background
1 Square Mile Target Area
Basement Backups
Full Road Reconstruction
MWRD Tributary Area Limited Capacity Downstream
Limited Storage Options
Flow Reduction
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Glenview Study and Options
Previous Study
Flow monitoring
Storage not cost effective
Flow reduction
Road Reconstruction in Design
More Basement Backups
Review Previous Study
Review flow monitoring
New model
Storage and flow reduction options
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Glenview Storage vs. Flow Reduction
Rain Event Recurrence
Interval I/I Reduction (%)Amount of Storage Required
(gal)
1-Yr 0 66,200
1-Yr 20 0
5-Yr 0 318,300
5-Yr 15 184,750
5-Yr 20 165,700
5-Yr 35 66,200
5-Yr 50 0
10-Yr 0 466,400
10-Yr 20 265,250
10-Yr 30 188,05010-Yr 50 19,800
50-Yr 0 1,378,000
50-Yr 20 685,400
50-Yr 50 185,750
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Glenview - Solution
Major Storage Only Not Cost-Effective
Limited Storage Cost-Effective
Storage in ROW Road Reconstruction
Critical elevations Operation and Maintenance
Utility conflict
Flow backup into 48 sewers select locations
Flow Reduction Program Public
Private
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Glenview Storage
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Wilmette - Background
Half Combined, Half Separate Systems
Two Major Separate Sanitary Basins
Backups Regional and Severe in Major Events
Backups Isolated Areas in Moderate Events Late 1980s Flow Reduction
Princeton Basin Control Structure and Storage
Downstream Control Physical evidence
Not found in previous flow monitoring
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Wilmette Initial Study
Detailed Hydraulic Model
Utilize previous flow monitoring
Rim and invert survey of all manholes
Recommendations Address backpitched sewer
Address two local hydraulic bottlenecks
Initiate flow reduction Kenilworth Gardens
More detailed evaluation of Harms Basin Additional flow monitoring
Capacity and storage options
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Wilmette Localized Bottlenecks
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Wilmette Local Storage
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Wilmette Local Storage
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Wilmette Local Storage
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Wilmette Harms Basin Study
Longer Term Flow Monitoring
Various size rain events
Evidence of downstream control
Improvement Options Flow reduction
Public
Private
Storage options
Volume required?
Side stream sewers in ROW
Large scale location options
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Major Rain Event
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Model Target Event
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Diagnostics Model Solution
Number of Properties Subject to Backup by Alternative
Storm
Event
Average # of
Events Per
Year
Existing
Condition
1.5
MG
3.0
MG
4.5
MG
5.5
MG
8.0
MG
11.0
MG
9.0 MG
(P)
2-Month 6 0 0 0 0 0 0 0 06-Month 2 58 0 0 0 0 0 0 0
1-Year 1 267 40 38 17 7 7 7 7
2-Year 0.5 1,213 921 231 113 103 65 65 65
5-Year 0.2 1,669 1,626 1,651 1,258 373 308 291 308
10-Year 0.1 1,711 1,680 1,679 1,679 1,553 1,228 1,213 1,178
25-Year 0.04 1,711 1,700 1,690 1,687 1,678 1,489 1,374 1,362
50-Year 0.02 1,711 1,711 1,708 1,690 1,690 1,689 1,467 1,677
100-Year 0.01 1,712 1,712 1,712 1,712 1,712 1,695 1,681 1,700
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Wilmette Harms Basin Solution
Backflow Prevention / Pump Over Station Check Valve on 36 Interceptor
1 MGD Pump Station (Flow Set by MWRD)
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Wilmette West Park Storage 5.5 MG Cast-In-Place Concrete Tank
Sewer Overflow to Tank (No Mechanical / Electrical)
Provisions for Mixing and Flushing
Controls Building with Odor Control System
Pump Station to Pump Out Tank
Design-Build
IGA between Village and Park District
Phase I Excavation start two weeks after approval
Phase II Tank, Building, Lift Station and Piping
Field Area complete by September 15, 2015
Park District Field Turf
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Wilmette West Park Storage
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Wilmette West Park Storage
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Wilmette West Park Storage
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Wilmette Additional Improvements
Flow Reduction Comprehensive manhole rehabilitation
Sewer lining
Private Sector pilot
Princeton Basin Flow monitoring
Downstream control
Detailed Study
Model options
Village Only Option
Regional Option
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Princeton Basin Regional Approach
Coordination/Teaming with MWRD
Regional Flow Monitoring
Hydraulic Modeling
Downstream Control
Source
Combined Sewers
Options
Capacity
Storage
Flow Reduction
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Capacity and Storage
Fully Understand the Problem Flow monitoring long-term if necessary
Hydraulic modeling
Evaluate Capacity Options Downstream control Flow diversion
Flow Reduction vs. Storage Options for storage
Compare different ratios
Combination common for problem areas
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