canton’s sugar creek water treatment plant

Canton’s Sugar Creek Water Treatment PlantBackwash Water Lagoon Design Features O & M Flexibility

Ohio AWWA Northeast Ohio Section Meeting October 11, 2018

Canton’s Water Treatment Plants

Northwest WTP

Northeast WTP

Sugar Creek WTP

Northwest WTP:– Built 1956– Renovated 2010

Northeast WTP:– Built 1959– Renovated 2012

Sugar Creek WTP:– Built 1961– Expanded 1995– New SCADA System 2009

System OverviewWTP Northwest WTP Northeast WTP Sugar Creek WTP

ADFRated Capacity

4 MGD10 MGD

8 MGD14 MGD

10 MGD20 MGD

Well Field 3- Collector Wells2 - Wells

5 Wells 10 Wells

Iron/MnOxidation

Chlorine Chlorine Aerated Towers +Chlorine

FiltersAnthracite/Gravel in Inches of Depth

4- 15’ x 30’30” / 12”

8 Cells - 18’ x 18’30” / 15’’

6 Cells –15.3 x 20’30” / 12’’

High Service Pumps 1 - 4,200 GPM1 - 3,500 GPM1 - 2,100 GPM

3 - 4,900 GPM1 - 2,800 GPM

3 - 4,650 gpm1 – 5,090 gpm1 – 2,315 gpm

Pressure Zones, Storage Reservoirsand Elevated Tanks Normal Pressure Zone:

– Cromer Reservoir• 15 MG concrete tank (1925)

– 53rd Street Reservoirs• 2 - 5 MG concrete tanks (1978)• New membrane roof in 2016

High Pressure Zone:– Northwest WTP Booster Pump Station– Brentwood Elevated Tower

• 1.5 MG hydropillar (1996) Orchard View Booster Pump Station:

• Serves small residential developmentand Golf Course

Cromer Reservoir – 15 MG

53rd Street Reservoir 2 @ 5 MG

Sugar Creek Water Treatment Plant

Process Flow Diagram

Well Field 475 Acres Property Purchased in 1958 Source: Sand & Gravel Aquifer 10 Wells 185 feet to 250 feet Deep 20 MGD Continuous Capacity Supply

Wells 1 - 4 1,800 gpm Wells 4 - 5 2,000 gpm Wells 6 and 7 2,800 gpm Wells 8 – 10 2,450 gpm 4,160 Volt AC, 3 Phase New PLC-Based RTUs installed 2009

Well Locations and 30” and 36” Raw Water Transmission Mains

Well #1

#2#3

#4#5

#6

Wash Water

Reservoir

Sugar Creek WTP

#7

#8

#9

#10

Aerator Buildings• 2 – 30” Venturi Meters Measure Raw

Water Flow• Two 10 MGD Aerators• Stacked Trays Induces Air which will

Oxidize the Fe and Mn in Raw Water • 30 Minute Retention Time in Sump to

settle sediment prior to Filtration

Dual Cell Anthracite FiltersFiltersNo. of Dual-Cell Filters 6Size: 15’-4” x 20’ = 2 @ 306.67 SF Total Surface Area 3,680 SFLoading 3 gpm/SFCapacity 15.9 mgd

Media 30” Anthracite 3” Torpedo Sand12” Gradated GravelLeopold-Style Clay Underdrains

High Service Pumps Pump #1 4,630 gpm @ 400 HP Pump #2 2,315 gpm @ 250 HP Pump #3 4,630 gpm @ 400 HP Pump #4 4,630 gpm @ 400 HP Pump #5 5,090 gpm @ 500 HP

Two Separate Clearwells Vertical Turbine Pumps 4,160 Volt Synchronous Motors Controlled and Monitored by SCADA System

FiltersNo. of Dual-Cell Filters 6Size: 15’-4” x 20’ = 2 @ 306.67 SF Total Surface Area 3680 SFLoading 3 gpm/SFCapacity 15.9 mgd

Backwash Water Reservoir Capacity 100,800 gallons Backwash Rate (Max) 20 gpm/SFCurrent Backwash Vol. 77,000 gallons (2 cells)

Estimated Backwash Water Flow

Surface Sweeps 30” Anthracite 12” Gravel Leopold Underdrains

OEPA NPDES Requirements for Backwash Water Discharge to Sugar Creek

TABLE 1 – Comparisons of Existing and Draft NPDES Permits

Draft Permit Previous PermitMax./Mo. Avg. Max./Mo. Avg.

pH (mx. Min.) 9.0 6.5 9.0 6.5TSS, mg/l 45/30 45/30Iron, ug/l 2,000/1,000 2,000/1,000Manganese, ug/l 2,000/1,000 2,000/1,000Flow Rate, MGD 0.15 0.078Chlorine Residual 0.019 mg/l 0.019 mg/lSample Location Drain pipe

discharge before stream

Dual culverts under

well field road

Filter Backwash System 100,800 Gallon Backwash Reservoir 2 Makeup Water Pumps Interconnect with Finished Water Actual Backwash Rates Controlled

by SCADA System from Filter Console– 2,500 gpm for 6 minutes– 3,500 gpm for 3 minutes– 4,500 gpm for 2 minutes– 2,500 gpm for 2 minutes

Total Backwash Volume 77,000 gallon/Filter

Total suspended solids expressed as mg/L of dry solids per each wash rate are as follows:

Step 1: 2,500 gpm for 6 min = 2,429 mg/L Step 2: 3,500 gpm for 3 min = 1,312 mg/L Step 3: 4,500 gpm for 2 min = 868 mg/L Step 4: 2,500 gpm for 2 min = 56mg/L

TSS Results vary during Backwash Sequence

Proposed Backwash Water QuantitiesBasis of Design

Estimated Backwash Water FlowStep Description Flow rate,

GPMTime, Minutes Volume, Gallons

1 Surface Wash Flow Only 308 sf @ 1gpm/sf

5 1,540

2 Slow Rinse 2,500 5 12,5003 Medium Rinse 3,500 3 10,5004 Fast Rinse 4,500 4 18,0005 Slow Rinse to Re-settle Media 2,500 2 5,000

Subtotal Filter Cell “A” 47,5406 Filter Cell “B” (Same as Above) 47,5407 Cell “A” - Filter-to-Waste 150 30 4,5008 Cell “B” - Filter-to-Waste 4,500

TOTAL BACKWASH VOLUME 104,080

Treatability Testing

Verify Backwash Rates and Duration Confirm Suspended Solids Variability Measure Effluent TSS vs. Detention Time Evaluate Compliance with NPDES Permit Confirm if Polymer Addition is Required Quantify Settled Solids (Sludge) Quantities Optimize Lagoon Detention Times to Meet NPDES Requirements Optimize Lagoon Detention Time vs. TSS Removal

Sampling Each Step of Backwash Sequence

Sample Each Step of Backwash Sequence 2 Filter Cells Sampled Separately Beginning & End of Each Step

Backwash Treatment Alternatives No Mechanical Equipment Large Footprint for 4 Lagoons Periodic Sludge Removal and Disposal Lowest Capital and O&M Costs

Pump Station and 11,500 LF 4” Force Main to Strasburg WWTP

Limited to 1 Backwash/24 hours Future Cost-Sharing in Improvements

Site Limitations due to Raw Water Mains and Topo 50 Foot Diameter Clarifier with Collector Mechanism Overflow Discharge must meet NPDES requirements Sludge pumped to Sludge Storage Tank or Lagoon Higher O&M Costs

OPTION IBackwash Lagoons

OPTION II:Discharge to POTW

OPTION IIClarifier/Thickeneror Clarifier/Sludge Lagoon

OEPA Requirements for Lagoon Sizing The backwash volumes used for sizing the lagoons will be

based on the Recommended Standards for Water Works Section 4.2 Subsection 4.2.1.11 Backwash.

The total surface area for 2 filter cells (2 @ 308 sf = 616 sf)

Backwash Volume: Based on minimum rate of 10 gpm/sf for 15 minutes per OEPA minimum for full anthracite bed.

Backwash volume/Filter for 1 Backwash/Day is: 616 SF x 10 gpm/sf x 15 minutes = 92,400 Gallons

Basis of DesignTable 3 – Estimated Backwash Water Flow

Step DescriptionFlow rate,

GPM

Time, Minute

s

Volume, Gallons

TSS, mg/l

Backwash Solids

Removed lbs./cell

1 Surface Wash Flow Only308 sf @ 1gpm/sf

5 1,540

2 Slow Rinse 2,500 5 12,500 2,429 253.23 Medium Rinse 3,500 3 10,500 1312 114.94 Fast Rinse 4,500 4 18,000 868 130.3

5Slow Rinse to Re-settle Media

2,500 2 5,000 56 2.3

Subtotal Filter Cell “A” 47,540

6Filter Cell “B” (same as above)

47,540

7 Cell “A” - Filter-to-Waste 150 30 4,5008 Cell “B” - Filter-to-Waste 4,5009 TOTAL BACKWASH VOLUME 104,080

10 Solids in Backwash Solids Lbs. DS/ cell/BW 500.75Cells/Filter 2

lbs. DS/Day/Filter1,001.5

1Days 365

lbs. DS/Year365,55

0.8

Sludge Volume 25% Solids Gallons at 25%43817.

9Cubic Ft. Sludge/Yr. 5424.1Cubic Yards of Sludge/Yr.

200.9

2 cells @ 615 SF / Filter 2 Backwashes / 24-Hours 104,080 gpm / Backwash 500 lbs./day Dry Solids /cell Total TSS: 1,000 lbs./day

Drained Sludge Volume@ 25% TSS- 43,820 Gals. - 5,424 CF/Yr.- 200 CY/Yr.

Solids Disposal TSS for two cells 1000 lbs/day 200 CY @ 25% per year is distributed to two primary lagoons Equivalent to 0.125 feet per year of 25% solids accumulating in the

two primary lagoons. Lagoon taken out of service to drain and dewater solids. In 8 years, solids accumulate to depth of 1 foot in each lagoon. Sludge disposal cost is based on cleaning 1-foot depth of sludge from

both primary lagoons every 8 years. Sludge Volume: 8 Yrs. x 200 CY/Yr. = 1,600 CY Sludge Removal and Hauling: 1,600 CY x $100/CY = $160,000 Landfill Disposal Fees to Dump 1,600 CY@ $40/CY = $ 64,000 Combined disposal cost: $224,000 every 8 years = $24,000/Yr.

Locations for Backwash Water LagoonsOption I:Hillside Site

Option II:Creekside Site

Sugar Creek WTPWellfield

Ten States Standards for Backwash Lagoons Basis of Design: 10 times the backwash volume

discharged in 24 hours. Minimum useable depth of 3 feet. Outlet at end opposite of the inlet. Weir overflow at the outlet end Weir length equal to or greater than depth. Velocity dissipater at inlet end. Length = 4 times the width Width = 3 times the depth, based on operating water levels. An NPDES permit must be obtained to dispose of backwash

water into surface water (i.e. tributary to Sugar Creek)

Comparison of Lagoon SitesHillside Site Lagoons Cut into Hillside Balanced excavation Bottom slab on firm grade Above 100-YR Floodplain Gravity flow of backwash

water to Lagoon and Outfall

Creekside Site Lagoons built above grade Borrow Material needed for

lagoon embankments Bottom slab requires granular

backfill to construct slab on grade

Adjacent to 100-YR Floodplain Siphon needed on backwash

water main to Lagoon

Final Site Selection Both sites require 1,000 feet of 24” Influent Sewer to Divert Flow to Lagoon Sandy-Clay soil provides firm

foundation for concrete basins Rim Elevation above 100-Yr Flood Plain Site allows Gravity operation of lagoons Free Discharge of Overflow to Creek Perforated Drains minimize Uplift Issues Area available to Add 4th Lagoon Excess Excavation used for Embankments

Site Plan

New 30” Effluent Sewer

Future Lagoon

Diversion Chamber

Existing HillsideOutfall Channel

Existing Raw Water Transmission Mains

Existing Overhead Power Line

30”

36”

Influent Diversion Chamber

24” Backwash Water to Lagoon

24” Backwash Water to Lagoon

30” Overflow to Existing Overflow Pipe

30”Overflow

30” Backwash Water Drain

24” Backwash Water to Lagoon

Lagoon Influent Junction Chamber 3 Downward-Acting Weir Gates Stub-out for Future Lagoon #4 Allow Isolation of Lagoon for Cleaning Each Lagoon Handles up to 4,500 gpm

Lagoon Layout

Top: 196’ x 53’ Bottom: 132’ x 21’ Total Depth: 7.5’ Sidewater Depth: 6.0’

196’

21’ @ Base

132’ @ Base53’

Energy Dissipation Wall

Overflow Chamber6’ SWD (Normal WL)

Construction Details

Base Slab and Overflow Chamber

Construction of Concrete-Lined Lagoons

Overflow Chamber and Access Bridge

Influent Structure

Energy Dissipater Wall

Influent from Flow Distribution Chamber

Flow Distribution Chamber Equalizes Flow to Active Lagoons

20” Influent to Each Lagoon Maximum Flow 4,500 gpm Inlet Submerged below Water

Surface for winter operation.

20” Influent Pipe

Influent Energy Dissipater Wall

Effluent Overflow Junction Chamberw/Weir and Gate

OverflowWeir

Upper /LowerDecant Gates

Lower Decant Gate

Effluent to Outfall

Effluent Overflow and Decant Structure Gravity Overflow Maintain 6’ SWD Upper Weir Gate used to Decant up to 3’ of Supernate Lower Gate to Thicken Settled Solids up to 3’ Aluminum Access Bridge 6” Bottom Drain

Site Security

View from Influent End View from Effluent End

20’ Gravel Roadway around each Lagoons 6’ Fence with Barbed-Wire Encompasses Lagoon Site High Mast Flood Lights High Level Float Switch in each Lagoon Monitored by SCADA

The hydrological cycle, evaporation andrainfall is depicted at the top of the mural.A well and pump draw water from theaquafer below. A black line represents theraw water main extending from the wellfield to the aerator and filtration plant. TheCity of Canton is seen in silhouetterepresenting commerce, industry, and fireprotection. The Northeast and NorthwestWTPs and the 15 MG reservoir are showndirectly below. The dependency of man,animal, and agriculture is shown with 5cups, representing the basic qualities ofpotable water.

It must be clear and colorless It must be pure It must be free from disagreeable taste It must be free from disagreeable odor It must be biologically safe

Lobby Mural

Thank You!

Any Questions?

Carl M. Seifried, PESenior Project ManagerBurgess & Niple100 West Erie Street440.354.9700/440.413.3970carl.seifried@burgessniple.com

Brent Burrier, PEAsst. Superintendent Canton Water Works2664 Harrisburg Road N.E.330.438.6569Brent.burrier@cantonohio.gov

We wish to acknowledge the support and assistance provided by City of Canton Water Department Management, Supervisors, and Operators, and Staff throughout the designand construction phases of this project.