Level 3 Stormwater Treatment Engineering Report Northwest Container Services–Tacoma Facility 1801 Taylor Way Tacoma, Washington 98409 Pierce County
Site Operator: Northwest Container Services, Inc Permit Number: WAR126969 Permit Type: Industrial Stormwater General Permit
Prepared by: PBS Engineering and Environmental Inc. 415 W 6th Street, Suite 601 Vancouver, Washington 98660
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415 W 6 TH STREET, SUITE 601 VANCOUVER, WA 98660 3 60. 695. 3 4 8 8 M A I N 866.727.0140 FAX PBS USA .COM Level 3 Stormwater Treatment Engineering Report Northwest Container Services – Tacoma Facility Northwest Container Services, Inc. Tacoma, Washington
TABLE OF CONTENTS
Industrial Stormwater General Permit S8.D.3.a References ...... iii General Information ...... iv 1 INTRODUCTION ...... 1 2 FACILITY ASSESSMENT ...... 2 2.1 Facility Description ...... 2 2.2 Surface Water Drainage ...... 2 3 TREATMENT ALTERNATIVE EVALUATION...... 3 3.1 Water Quality Characterization ...... 3 3.2 Hydrologic Analysis ...... 3 3.3 Treatment Alternatives ...... 4 3.4 Treatment Alternatives Expected Performance ...... 4 3.5 Preliminary Cost Estimates ...... 5 4 PROPOSED STORMWATER TREATMENT IMPROVEMENTS ...... 7 4.1 Selected Treatment BMP and Sizing Calculations ...... 7 4.2 Treatment Process and Operation ...... 7 4.3 Use of Chemicals in the Treatment Process ...... 7 4.4 Expected Treatment Performance...... 7 5 CERTIFICATION BY A LICENSED PROFESSIONAL ENGINEER ...... 9
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Level 3 Stormwater Treatment Engineering Report Northwest Container Services – Tacoma Facility Northwest Container Services, Inc. Tacoma, Washington
SUPPORTING DATA TABLES Table 1: Water Quality Characterization of NW Container Tacoma Stormwater (Q2 2013–Q2 2018) Table 2. Selected Design Flow Rates for Basin 1 Table 3. Summary of Projected Pollutant Reduction for Alternative 1 Table 4. Summary of Projected Pollutant Reduction for Alternative 2 Table 5: Treatment Technology Estimated Preliminary Cost Estimates Table 6. Summary of Projected Pollutant Reduction for the Proposed Basin 1 Treatment System
FIGURES Figure 1. Vicinity Map Figure 2. Site Map Figure 3. Plan View: Proposed Basin 1 Treatment System Figure 4. Flow Diagram: Proposed Basin 1 Treatment System
APPENDICES Appendix A: Conceptual Designs for Basin 1 Alternatives Appendix B: Western Washington Hydrology Model Results Appendix C: Contech Provided Studies
©2018 PBS Engineering and Environmental Inc.
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Level 3 Stormwater Treatment Engineering Report Northwest Container Services – Tacoma Facility Northwest Container Services, Inc. Tacoma, Washington
Industrial Stormwater General Permit S8.D.3.a References
S8.D.3.a The Engineering Report must include: Report Section
i. Brief summary of the treatment alternatives considered and why the proposed option was Sections 3.3, 3.4, and selected. Include cost estimates of ongoing operation and maintenance, including disposal of 3.5 any spent media;
ii. The basic design data, including characterization of stormwater influent, and sizing Sections 3.1, 3.2, and calculations of the treatment units; 4.1
iii. A description of the treatment process and operation, including a flow diagram; Section 4.2
iv. The amount and kind of chemicals used in the treatment process, if any. Note: use of Section 4.3 stormwater treatment chemicals requires submittal of Request for Chemical Treatment Form;
v. Results to be expected from the treatment process including the predicted stormwater Sections 3.4 and 4.4 discharge characteristics;
vi. A statement, expressing sound engineering justification through the use of pilot plant data, results from similar installations, and/or scientific evidence that the proposed treatment is Section 4.4 and 5 reasonably expected to meet the permit benchmarks; and
vii. Certification by a licensed professional engineer. Section 5
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Level 3 Stormwater Treatment Engineering Report Northwest Container Services – Tacoma Facility Northwest Container Services, Inc. Tacoma, Washington
General Information
Name of Facility: Northwest Container Services – Tacoma Facility Location of Facility: 1801 Taylor Way Tacoma, Washington 98409
Type of Facility: Intermodal Container Transfer Station Primary SIC Code 4731 (Arrangement of Transportation of Freight and Cargo) Primary NAICS 488510 (Freight Transportation Arrangement)
Type of Permit: Industrial Stormwater – General Permit Permit Number: WAR126969 County: Pierce County
Site Area: 305,216 square feet (7.01 acres) Impervious Area: 284,149 square feet (6.52 acres)
Chief Official: Gary Cardwell Title: Division Vice President
Site Contact Name: Bob Sherwood Site Contact Title: District Manager Telephone Number: 253.272.3134 Fax Number: 253.838.3745
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Level 3 Stormwater Treatment Engineering Report Northwest Container Services – Tacoma Facility Northwest Container Services, Inc. Tacoma, Washington
1 INTRODUCTION PBS Engineering and Environmental Inc. (PBS) has prepared this engineering report to present the selection and design of stormwater best management practices (BMPs) at the Northwest Container Services Tacoma facility (Facility) in Tacoma, Washington. The Facility is operated by Northwest Container Services, Inc. (NWCS). The Facility operates under coverage of an Industrial Stormwater General Permit (ISGP) issued by the Washington Department of Ecology (DOE) on May 16, 2013, and reissued on December 3, 2014.
In 2017, the Facility triggered a Level 3 corrective action for total zinc per ISGP Section 8.D at sample location OF1. It also triggered a Level 2 corrective action for turbidity per ISGP Section S8.C at OF1; however, NW Container elected to install a Level 3 corrective action in lieu of a Level 2 corrective action at OF1 as well. Therefore, this engineering report was written to address stormwater treatment measures that will address both total zinc and turbidity for Drainage Basin 1. This engineering report is consistent with the requirements set forth in S8.D.3.a of the Level 3 corrective action condition of the Permit.
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2 FACILITY ASSESSMENT Included in this section is a summary of the Facility operations as well as a description of the existing surface water drainage.
2.1 Facility Description The Facility is located at 1801 Taylor Way (47o 16’ 25” N latitude; 122o 23’ 10” W longitude) in Tacoma, Washington. The Facility is located within the Port of Tacoma. Land use surrounding the Facility is predominately industrial, with industrial properties bordering the site to the east and west, Taylor Way to the south, and the Hylebos Waterway to the north. Figure 1 shows the general location of the Facility in relation to surrounding properties, transportation routes, surface waters, and other relevant features. The Facility is approximately 7.0 acres in size, and the majority of the site is impervious. Impervious surfaces consist of pavement and building rooftops. The only pervious surface is a small stretch of gravel ballast rock around the railroad tracks along the western property boundary, which occupies approximately seven percent of the facility area.
The Northwest Container Services Tacoma facility is an intermodal container facility. The Facility is open Monday through Friday from 8:00 am to 5:00 pm and is operated by NW Container. Containers are moved between trucks and trains and vice versa. A small number of containers are routinely stored at the site, including a stock of refrigerated containers (i.e., “reefers”).
The Facility operates forklifts and container reach stackers (i.e., “stackers”) for moving containers between trucks and trains. The Facility consists of a main yard alongside a double set of railroad tracks. The main yard is used to move and store containers, perform maintenance, store maintenance supplies, park vehicles, and to house office buildings. A small entry gatehouse is located near the southeast corner of the site.
2.2 Surface Water Drainage The NW Container Tacoma yard consists of one drainage basin: Basin 1. Stormwater runoff from the site enters the stormwater system through a series of 19 catch basins located throughout the yard. Stormwater is conveyed by gravity through the site drainage system to a single consolidated point (manhole) in the northeast quadrant of the site. From here, stormwater flows into a BaySaver BayFilter underground stormwater treatment structure (BayFilter vault). The treatment structure consists of 14 stormwater Enhanced Media Cartridges (EMC). The current treatment BMPs used at the facility are catch basin inserts with secondary filter inserts with zeolite pouches, the BayFilter vault, and a zeolite pouch in the outlet chamber of the BayFilter vault.
The manhole directly downstream (north) of the BayFilter vault serves as the sample point (OF1) for Basin 1. The outlet of the BayFilter vault gravity flows to the site’s stormwater outfall to the Hylebos Waterway, which ultimately discharges into Commencement Bay of the Puget Sound. Figure 2 details the general configuration of the stormwater system, catch basin IDs, drainage basin boundaries and the location of the existing treatment system.
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3 TREATMENT ALTERNATIVE EVALUATION This section presents the treatment alternatives evaluation for the Level 3 corrective action. Included in this section is a summary of the treatment alternatives considered and their corresponding preliminary cost estimates as required in S8.D.3.a.i of the Permit. This section also presents the hydrologic analysis and water quality characterization used to size and select the treatment alternatives as required by S8.D.3.a.ii of the Permit.
3.1 Water Quality Characterization Stormwater samples have been collected from the Facility’s sample point and analyzed for permit-required analytes from the second quarter of 2013 to present. Table 1 presents average concentrations of the parameters analyzed as required by the Permit.
Table 1: Water Quality Characterization of NW Container Tacoma Stormwater (Q2 2013–Q2 2018) Basin Total Zinc (µg/L) Turbidity (NTU)
1 224 16 Note: Bold results indicate the pollutant concentration exceeded the statewide benchmark
3.2 Hydrologic Analysis The hydrologic analysis performed was in accordance with the criteria and guidelines set forth by the City of Tacoma’s Stormwater Management Manual and the Stormwater Management Manual for Western Washington (SWMMWW). Section 3.1.2 of Volume 5 of the City of Tacoma’s Stormwater Management Manual requires that treatment facilities not preceded by an equalization or storage basin shall be sized to receive and treat the water quality design “flow rate at or below 91 percent of the runoff volume, as estimated by [Western Washington Hydrology Model]” (WWHM). Section 4.1.2 of Volume 5 of the SWMMWW requires that stormwater treatment facilities are sized to treat at least 91 percent of the runoff volume as estimated by an approved continuous runoff model. The WWHM is a continuous simulation hydrologic model developed and approved by Ecology and was used to size the stormwater treatment systems in both alternatives for the Facility. The WWHM used 60 years of precipitation data from the National Weather Service’s Tacoma – S 36th St rain gauge station (A2143) in Pierce County, Washington. Precipitation data from this rain gauge were imported into the model to represent the local historical rainfall.
The WWHM evaluates both pre- and post-development scenarios where changes in the contributing pervious and impervious areas from the predevelopment scenario are compared to the post development scenario. None of the treatment alternatives considered were expected to change the existing pervious and impervious conditions of the facility; therefore, the impervious and pervious contributing areas in pre- and post- development scenarios were the same.
The water quality analysis tool of the WWHM was used to estimate the design flow rate or water quality flow rate that corresponds to treating 91 percent of the runoff volume. The water quality analysis tool used the simulated precipitation data and a surface area characterization to estimate the water quality flow rate. Water quality flow rates were estimated for offline and online facilities. An offline facility is sized to receive and treat the water quality design flow rate to the applicable performance goal, and the higher incremental portion of flow rates are bypassed around the treatment facility. Online facilities are sized to convey flow rates in excess of the design flow rate provided that a net pollutant reduction is maintained. The WWHM-estimated online and offline water quality flow rates for the two flow scenarios for Basin 1 are presented in Table 2.
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Level 3 Stormwater Treatment Engineering Report Northwest Container Services – Tacoma Facility Northwest Container Services, Inc. Tacoma, Washington
Table 2. Selected Design Flow Rates for Basin 1 Offline Water Quality Online Water Quality Selected Design Flow Rate (gpm) Flow Rate (gpm) Flow Rate Offline water 248.7 432.3 quality flow rate Note: gpm = gallons per minute
The offline water quality flow rate was used to size both alternatives because the bypassed flow will include peaks of large storm events that are not representative of typical stormwater discharges from the site. The WWHM output results are included in Appendix B.
3.3 Treatment Alternatives A total of two alternatives were considered for the Facility. Alternative 1 evaluated a two-stage Contech StormFilter cartridge vault treatment system to treat the stormwater flow, whereas Alternative 2 evaluated an enhanced media-bed filtration system to treat the stormwater flow. Appendix A provides conceptual designs for the proposed treatment alternatives. The exact location of vaults and tanks in either alternative have yet to be determined.
3.4 Treatment Alternatives Expected Performance The treatment technologies selected for the Facility have either been assessed for performance through the Technology Assessment Protocol – Ecology (TAPE) program or have been implemented at similar industrial facilities and are successfully meeting ISGP benchmarks. The TAPE program provides a peer-reviewed certification process for emerging stormwater treatment technologies. As part of the TAPE certification process, laboratory and field tests are performed on these technologies and the findings from these experiments are made available to the public. Findings evaluated to determine a technology’s ability to meet treatment performance goals are outlined in Volume 5 of the SWMMWW.
Ecology will certify a treatment technology for Pilot Use Level Designation (PULD) if it successfully meets one or more performance goals during laboratory tests and Conditional Use Level Designation (CULD) if it meets one or more performance goals during both laboratory and field tests. Once a technology receives a PULD and CULD, Ecology allows the technology to be installed and operated in the state of Washington where the technology can receive a final General Use Level Designation (GULD) certification based on performance data of the full-scale system in operation. A summary of the designations Ecology has provided for the technologies considered are listed below: • GULD for Contech StormFilter as basic treatment for TSS. • CULD for proprietary media filtration system as basic treatment for TSS and enhanced treatment for dissolved zinc.
TSS removal data was available for the Contech StormFilter cartridge treatment system from the TAPE program, as well as TSS and dissolved zinc removal data for the proprietary media filtration system. No total zinc removal data was available for either of the above treatment technologies from the TAPE program. In order to calculate expected treatment system capabilities, manufacturer-provided historic treatment system performance data from similar facilities was used to determine average expected treatment system pollutant removal for the StormFilter system.
In some instances, either only TSS or only dissolved zinc removal data was available. For the technologies evaluated in this study, treatment performance for TSS versus turbidity is generally expected to be similar.
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However, the two parameters are not equivalent and in PBS’ experience treatment performance for turbidity is more difficult to accurately quantify due to the variety of water quality characteristics that can influence this measurement. Therefore, where only TSS removal data was available, PBS used a correlation factor of 1.5 to estimate turbidity removal. For example, for a predicted TSS removal of 50 percent, an estimated turbidity removal of 33 percent was used.
Treatment performance for total zinc versus dissolved zinc is also expected to be similar, although a portion of the total zinc can be expected to be removed as TSS and turbidity is removed. Dissolved or soluble metals speciation analyses was performed, and most results indicate that the dissolved fraction is 70 to 100% of the total concentration. However, to be conservative in this estimate, PBS used a correlation factor of 1.5 to estimate total zinc removal when only dissolved zinc removal data was available.
Table 3 and Table 4 summarize the projected pollutant concentration and net total pollutant removal for Alternative 1 and Alternative 2, respectively.
Table 3. Summary of Projected Pollutant Reduction for Alternative 1
Parameter Average Influent Projected Pollutant Projected Pollutant (unit of measure) Concentration Removal (%) Concentration
Total Zinc 224 82.4% 39.5 (µg/L) Turbidity 16 76.0% 3.8 (NTU) Note: Bold results indicate the pollutant concentration exceeded the statewide benchmark
Table 4. Summary of Projected Pollutant Reduction for Alternative 2
Parameter Average Influent Projected Pollutant Projected Pollutant (unit of measure) Concentration Removal (%) Concentration
Total Zinc 224 51.0% 109.8 (µg/L) Turbidity 16 65.3% 5.6 (NTU) Note: Bold results indicate the pollutant concentration exceeded the statewide benchmark
3.5 Preliminary Cost Estimates Table 5 provides the estimated preliminary capital and annual O&M costs for each alternative. Capital costs include both construction and non-construction related costs. Engineering, contractor selection support, permitting, construction-period engineering support, and contingency funds are included in the non- construction related costs. O&M costs include labor that may be needed to operate the treatment system, purchase of any required consumables (including replacement media), and disposal of solids generated by or accumulated within the treatment system.
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Level 3 Stormwater Treatment Engineering Report Northwest Container Services – Tacoma Facility Northwest Container Services, Inc. Tacoma, Washington
Table 5: Treatment Technology Preliminary Cost Estimates
Non- Construction Total Capital Annual Alternative Construction Costs Costs2 O&M Costs3 Costs1
1. Treatment: Two-stage Contech $315,000 $178,000 $495,000 $27,000 StormFilter
2. Treatment: Enhanced Media $353,000 $196,000 $550,000 $27,900 Filtration System
Notes: 1. Non-construction costs include construction management, general and administrative expenses, contractor profit, overhead, mechanical and electrical work, engineering, and permitting. 2. Capital costs were rounded up to the nearest $5,000. 3. Annual operation and maintenance costs were rounded to the nearest $100.
Alternative 2 is the most expensive option when considering both capital and annual O&M costs, and the treatment system would be aboveground. The equipment cost for the enhanced media filtration system is the primary factor in this alternative’s high cost.
NW Container and PBS identified Alternative 1 as the preferred alternative. While both alternatives have similar O&M costs, the projected O&M costs for Alternative 1 are lower. Other advantages include that it is simple to operate, does not require the use of chemicals, and will be installed underground to preserve operational space for the Facility.
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Level 3 Stormwater Treatment Engineering Report Northwest Container Services – Tacoma Facility Northwest Container Services, Inc. Tacoma, Washington
4 PROPOSED STORMWATER TREATMENT IMPROVEMENTS This section presents the design of the preferred treatment alternative selected for the Level 3 corrective action.
4.1 Selected Treatment BMP and Sizing Calculations Alternative 1 was selected as the treatment BMP for the Level 3 corrective action in Basin 1. Stormwater will be treated in a subgrade, two-stage Contech StormFilter filtration system. Using the offline flow rate of 248.7 gpm, two 8-foot by 16-foot Contech StormFilter vaults will be installed in series. The type of media, size, and number of treatment cartridges has yet to be determined at this time.
4.2 Treatment Process and Operation Currently, stormwater collected throughout Basin 1 flows to an existing manhole that discharges to the existing BayFilter vault. In the proposed treatment system, the outlet of the existing BayFilter vault will be converted into a lift station and routed into the Contech treatment system. The existing BayFilter cartridges and manifold piping will be removed, but the vault will remain to house the pumps as well as provide settling and storage volume. However, this may be insufficient and subsequent design may include other solids removal pretreatment technology, which will be determined in detailed engineering design. A new manhole will be installed downstream of the treatment system that will act as the new sample point (OF1) for Basin 1.
The invert elevation of the inlet piping into the existing BayFilter vault is equal to the invert elevation of the outlet piping, providing no hydraulic drop through the treatment system. The Contech StormFilter vault will require hydraulic drop through the vault to ensure solids are adequately settled in the pretreatment chamber and metals and solids are removed in the treatment system. The required amount of hydraulic drop through the system depends on the design cartridge height. Detailed engineering design is still needed to determine the required cartridge size and necessary hydraulic drop to implement the treatment system; although it is expected that stormwater will need to be pumped to supply the necessary elevation drop.
Figure 3 provides the plan view of the proposed stormwater improvements for Basin 1. Figure 4 provides the treatment process flow diagram for the proposed stormwater improvements in Basin 1.
4.3 Use of Chemicals in the Treatment Process The ISGP requires that the amount and kind of any chemicals used in the proposed treatment process are described in the engineering report for the Level 3 corrective action. The proposed treatment BMP for the Facility does not use any treatment chemicals.
4.4 Expected Treatment Performance Contech provided results from a pilot study performed in a laboratory as well as field tests performed on a full-scale system installed in Milwaukee, Wisconsin. In the pilot study, seven different simulations were performed in a controlled, laboratory environment to determine TSS and turbidity removal capabilities. Results indicated that the StormFilter cartridge using ZPG media provided a mean TSS reduction of 87 percent and a 51 percent mean decrease in turbidity.1 The field tests were performed at the “Riverwalk” site in Milwaukee, Wisconsin, to determine the sediment, metals, and nutrients removal capabilities of StormFilter cartridges using ZPG media.2 NSF International (NSF) teamed with the U.S. Environmental Protection Agency
1 Evaluation of the Stormwater Management StormFilter® for the removal of SIL-CO-SIL 106, a standardized silica product: ZPGTM StormFilter cartridge at 28 L/min (7.5 gpm). Contech Stormwater Solutions Product Evaluation. Publication #PE- E062. April 11, 2006. 2 Environmental Technology Verification Report, Stormwater Source Area Treatment Device, The Stormwater Management StormFilter® using ZPG Filter Media. NSF International, under a cooperative agreement with U.S. Environmental Protection Agency. Publication #04/17/WQPC-WWF. July 2004.
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(EPA) to evaluate the performance of the StormFilter using ZPG filter media. A total of 20 precipitation events were sampled over the course of the study. Of those, 17 events produced zinc removal data. The average zinc influent concentration was 406 micrograms per liter (µg/L), and the average effluent concentration was 135 µg/L. The corresponding average percent removal was 58 percent. The influent total zinc concentrations from this facility are similar to the range of concentrations historically observed at NW Container. Therefore, the range of removal is expected to be similar as well. Appendix C provides the results from these studies.
Table 6 presents the projected pollutant reductions for the Basin 1 proposed treatment system. Using the total zinc and turbidity removals presented in the TAPE results as well as the Contech-provided studies, the proposed treatment systems are projected to reduce pollutant concentrations to below the benchmarks.
Table 6. Summary of Projected Pollutant Reduction for the Proposed Basin 1 Treatment System
Parameter Average Influent Net Pollutant Projected Pollutant (unit of measure) Concentration Removal (%) Concentration Total Zinc 224 82.4% 39.5 (µg/L) Turbidity 16 76.0% 3.8 (NTU) Note: Bold results indicate the pollutant concentration exceeded the statewide benchmark
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Level 3 Stormwater Treatment Engineering Report Northwest Container Services – Tacoma Facility Northwest Container Services, Inc. Tacoma, Washington
5 CERTIFICATION BY A LICENSED PROFESSIONAL ENGINEER The undersigned registered professional engineer (PE) is familiar with the current engineering report requirements set forth in the Industrial Stormwater General Permit issued by the State of Washington Department of Ecology to satisfy the requirements of a Level 3 corrective action. The PE attests that the necessary treatment BMPs that are suited to remove turbidity and total zinc from stormwater runoff with the goal of attaining the benchmark values specified under Section 5 of the Permit, were selected in consultation with the PE.
Name: Sean Hanrahan, PE
Registration Number: 50726
State: Washington
Title, Company: Environmental Engineer PBS Engineering and Environmental Inc.
Date: 05/15/2018
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FIGURES Figure 1. Vicinity Map Figure 2. Site Map Figure 3. Plan View : Proposed Drainage Basin 1 Treatment System Figure 4. Flow Diagram : Proposed Drainage Basin 1 Treatment System
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SOURCE: USGS TACOMA NORTH WA QUADRANGLE 1994, PHOTO REVISED 1993.
SEATTLE SITE OLYMPIA SCALE: 1" = 2,000'
VANCOUVER 0' 1,000' 2,000' 4,000' WASHINGTON PREPARED FOR: NORTHWEST CONTAINER SERVICES, INC
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L:\Projects\17000\17600-17699\17635_NWCS-Tacoma\Stormwater Treatment\Reports\Engineering Report\AppA_Conceptual Designs\Conceptual Designs.dwg FIGURE 0 40' 80' 160' 3 Full Size Sheet Format Is 11x17; If Printed Size Is Not 11x17, Then This Sheet Format Has Been Modified & Indicated Drawing Scale Is Not Accurate. PREPARED FOR: NORTHWEST CONTAINER SERVICES, INC Filename: Filename: L:\Projects\17000\17600-17699\17635_NWCS-Tacoma\Stormwater Treatment\Reports\Engineering Report\AppA_Conceptual Designs\Conceptual Designs.dwg Layout Tab: FLOW DIAGRAM User: Taylor Ford CAD Plot Date/Time: 5/15/2018 11:06:46 AM Full SizeSheet FormatIs11x17; IfPrintedSizeIsNot 11x17, ThenThisSheet FormatHasBeenModified &IndicatedDrawing ScaleIsNotAccurate. SITE STORMWATERRUNOFF STORMFILTER STORMFILTER EXISTING CONTECH CONTECH OUTFALL STATION SAMPLE BASINS CATCH POINT PUMP (OF1) PREPARED FOR:NORTHWEST CONTAINER SERVICES, INC PROJECT
17635.005 PBS Engineering and MAY 2018 PROPOSED BASIN 1 TREATMENT SYSTEM FLOW DIAGRAM FIGURE Environmental Inc. DATE
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APPENDIX A Conceptual Designs for Basin 1 Alternatives Alternative 1 Alternative 2
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APPENDIX B Western Washington Hydrology Model Results
WWHM2012 PROJECT REPORT ______
Project Name: 17635.004_Flow Calcs Site Name: Site Address: City : Report Date: 5/15/2018 Gage : Data Start : 10/01/1901 Data End : 09/30/2059 Precip Scale: 1.00 Version Date: 2018/03/08 Version : 4.2.14 ______
Low Flow Threshold for POC 1 : 50 Percent of the 2 Year ______
High Flow Threshold for POC 1: 50 year ______
PREDEVELOPED LAND USE
Name : Basin 1 Bypass: No
GroundWater: No
Pervious Land Use acre C, Lawn, Mod .49
Pervious Total 0.49
Impervious Land Use acre DRIVEWAYS FLAT 6.52
Impervious Total 6.52
Basin Total 7.01
______
Element Flows To: Surface Interflow Groundwater
______
MITIGATED LAND USE
Name : Basin 1 Bypass: No
GroundWater: No Pervious Land Use acre C, Lawn, Mod .49
Pervious Total 0.49
Impervious Land Use acre DRIVEWAYS FLAT 6.52
Impervious Total 6.52
Basin Total 7.01
______
Element Flows To: Surface Interflow Groundwater
______
______
ANALYSIS RESULTS
Stream Protection Duration
______
Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.49 Total Impervious Area:6.52 ______
Mitigated Landuse Totals for POC #1 Total Pervious Area:0.49 Total Impervious Area:6.52 ______
Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 2.307285 5 year 3.105531 10 year 3.686916 25 year 4.48396 50 year 5.124592 100 year 5.806715
Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 ______
Stream Protection Duration Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1902 2.703 2.703 1903 2.997 2.997 1904 3.488 3.488 1905 1.529 1.529 1906 1.702 1.702 1907 2.321 2.321 1908 1.889 1.889 1909 2.307 2.307 1910 2.221 2.221 1911 2.509 2.509 1912 4.274 4.274 1913 1.788 1.788 1914 7.641 7.641 1915 1.550 1.550 1916 2.879 2.879 1917 1.087 1.087 1918 2.304 2.304 1919 1.424 1.424 1920 1.911 1.911 1921 1.633 1.633 1922 2.588 2.588 1923 1.784 1.784 1924 3.331 3.331 1925 1.400 1.400 1926 2.710 2.710 1927 2.210 2.210 1928 1.654 1.654 1929 3.313 3.313 1930 3.428 3.428 1931 1.664 1.664 1932 1.799 1.799 1933 1.776 1.776 1934 2.948 2.948 1935 1.520 1.520 1936 2.148 2.148 1937 3.163 3.163 1938 1.552 1.552 1939 1.949 1.949 1940 3.435 3.435 1941 3.391 3.391 1942 2.602 2.602 1943 2.549 2.549 1944 3.695 3.695 1945 2.764 2.764 1946 2.175 2.175 1947 1.671 1.671 1948 2.308 2.308 1949 3.541 3.541 1950 2.001 2.001 1951 3.028 3.028 1952 3.523 3.523 1953 3.249 3.249 1954 1.879 1.879 1955 1.730 1.730 1956 1.705 1.705 1957 1.856 1.856 1958 2.340 2.340 1959 2.350 2.350 1960 1.826 1.826 1961 5.278 5.278 1962 2.247 2.247 1963 1.658 1.658 1964 4.925 4.925 1965 2.191 2.191 1966 1.818 1.818 1967 2.585 2.585 1968 2.150 2.150 1969 1.942 1.942 1970 2.230 2.230 1971 2.164 2.164 1972 7.172 7.172 1973 4.066 4.066 1974 2.975 2.975 1975 3.148 3.148 1976 3.321 3.321 1977 1.397 1.397 1978 2.416 2.416 1979 2.493 2.493 1980 2.449 2.449 1981 2.300 2.300 1982 1.876 1.876 1983 2.567 2.567 1984 2.554 2.554 1985 2.933 2.933 1986 1.471 1.471 1987 2.550 2.550 1988 1.533 1.533 1989 1.400 1.400 1990 1.864 1.864 1991 2.786 2.786 1992 2.611 2.611 1993 2.985 2.985 1994 2.070 2.070 1995 1.599 1.599 1996 2.164 2.164 1997 1.924 1.924 1998 2.308 2.308 1999 2.462 2.462 2000 2.186 2.186 2001 1.735 1.735 2002 3.262 3.262 2003 1.857 1.857 2004 2.773 2.773 2005 5.298 5.298 2006 2.476 2.476 2007 2.797 2.797 2008 2.295 2.295 2009 1.739 1.739 2010 2.246 2.246 2011 2.349 2.349 2012 2.199 2.199 2013 2.092 2.092 2014 1.989 1.989 2015 3.448 3.448 2016 2.089 2.089 2017 3.369 3.369 2018 2.071 2.071 2019 3.078 3.078 2020 2.482 2.482 2021 2.079 2.079 2022 3.513 3.513 2023 4.311 4.311 2024 4.768 4.768 2025 2.244 2.244 2026 2.469 2.469 2027 2.750 2.750 2028 1.076 1.076 2029 1.790 1.790 2030 3.543 3.543 2031 1.119 1.119 2032 1.885 1.885 2033 2.367 2.367 2034 1.853 1.853 2035 2.337 2.337 2036 1.851 1.851 2037 2.489 2.489 2038 2.423 2.423 2039 4.750 4.750 2040 1.872 1.872 2041 2.379 2.379 2042 2.721 2.721 2043 3.010 3.010 2044 2.084 2.084 2045 1.690 1.690 2046 1.873 1.873 2047 2.290 2.290 2048 1.888 1.888 2049 2.803 2.803 2050 2.114 2.114 2051 3.009 3.009 2052 2.246 2.246 2053 1.910 1.910 2054 3.917 3.917 2055 2.319 2.319 2056 2.998 2.998 2057 1.471 1.471 2058 2.817 2.817 2059 3.513 3.513 ______
Stream Protection Duration Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 7.6405 7.6405 2 7.1721 7.1721 3 5.2984 5.2984 4 5.2777 5.2777 5 4.9251 4.9251 6 4.7679 4.7679 7 4.7500 4.7500 8 4.3112 4.3112 9 4.2740 4.2740 10 4.0664 4.0664 11 3.9165 3.9165 12 3.6947 3.6947 13 3.5430 3.5430 14 3.5408 3.5408 15 3.5235 3.5235 16 3.5131 3.5131 17 3.5127 3.5127 18 3.4881 3.4881 19 3.4485 3.4485 20 3.4347 3.4347 21 3.4278 3.4278 22 3.3913 3.3913 23 3.3694 3.3694 24 3.3310 3.3310 25 3.3215 3.3215 26 3.3134 3.3134 27 3.2620 3.2620 28 3.2488 3.2488 29 3.1630 3.1630 30 3.1478 3.1478 31 3.0778 3.0778 32 3.0277 3.0277 33 3.0097 3.0097 34 3.0094 3.0094 35 2.9980 2.9980 36 2.9974 2.9974 37 2.9850 2.9850 38 2.9746 2.9746 39 2.9481 2.9481 40 2.9333 2.9333 41 2.8792 2.8792 42 2.8168 2.8168 43 2.8032 2.8032 44 2.7972 2.7972 45 2.7863 2.7863 46 2.7734 2.7734 47 2.7644 2.7644 48 2.7500 2.7500 49 2.7211 2.7211 50 2.7105 2.7105 51 2.7030 2.7030 52 2.6108 2.6108 53 2.6023 2.6023 54 2.5877 2.5877 55 2.5846 2.5846 56 2.5673 2.5673 57 2.5545 2.5545 58 2.5497 2.5497 59 2.5487 2.5487 60 2.5094 2.5094 61 2.4928 2.4928 62 2.4893 2.4893 63 2.4816 2.4816 64 2.4758 2.4758 65 2.4687 2.4687 66 2.4617 2.4617 67 2.4487 2.4487 68 2.4232 2.4232 69 2.4158 2.4158 70 2.3786 2.3786 71 2.3671 2.3671 72 2.3502 2.3502 73 2.3489 2.3489 74 2.3396 2.3396 75 2.3375 2.3375 76 2.3210 2.3210 77 2.3195 2.3195 78 2.3078 2.3078 79 2.3077 2.3077 80 2.3069 2.3069 81 2.3038 2.3038 82 2.3002 2.3002 83 2.2951 2.2951 84 2.2899 2.2899 85 2.2473 2.2473 86 2.2462 2.2462 87 2.2459 2.2459 88 2.2435 2.2435 89 2.2302 2.2302 90 2.2205 2.2205 91 2.2101 2.2101 92 2.1994 2.1994 93 2.1914 2.1914 94 2.1855 2.1855 95 2.1750 2.1750 96 2.1643 2.1643 97 2.1640 2.1640 98 2.1502 2.1502 99 2.1478 2.1478 100 2.1142 2.1142 101 2.0924 2.0924 102 2.0888 2.0888 103 2.0839 2.0839 104 2.0791 2.0791 105 2.0705 2.0705 106 2.0704 2.0704 107 2.0012 2.0012 108 1.9889 1.9889 109 1.9488 1.9488 110 1.9424 1.9424 111 1.9244 1.9244 112 1.9107 1.9107 113 1.9099 1.9099 114 1.8889 1.8889 115 1.8883 1.8883 116 1.8849 1.8849 117 1.8794 1.8794 118 1.8763 1.8763 119 1.8726 1.8726 120 1.8717 1.8717 121 1.8640 1.8640 122 1.8568 1.8568 123 1.8559 1.8559 124 1.8533 1.8533 125 1.8513 1.8513 126 1.8263 1.8263 127 1.8181 1.8181 128 1.7987 1.7987 129 1.7897 1.7897 130 1.7881 1.7881 131 1.7836 1.7836 132 1.7761 1.7761 133 1.7391 1.7391 134 1.7354 1.7354 135 1.7299 1.7299 136 1.7055 1.7055 137 1.7018 1.7018 138 1.6897 1.6897 139 1.6709 1.6709 140 1.6644 1.6644 141 1.6583 1.6583 142 1.6545 1.6545 143 1.6328 1.6328 144 1.5989 1.5989 145 1.5523 1.5523 146 1.5505 1.5505 147 1.5327 1.5327 148 1.5287 1.5287 149 1.5196 1.5196 150 1.4713 1.4713 151 1.4708 1.4708 152 1.4239 1.4239 153 1.4004 1.4004 154 1.4003 1.4003 155 1.3968 1.3968 156 1.1186 1.1186 157 1.0865 1.0865 158 1.0761 1.0761 ______
Stream Protection Duration POC #1 The Facility PASSED
The Facility PASSED.
Flow(cfs) Predev Mit Percentage Pass/Fail 1.1536 4724 4724 100 Pass 1.1938 4186 4186 100 Pass 1.2339 3668 3668 100 Pass 1.2740 3247 3247 100 Pass 1.3141 2891 2891 100 Pass 1.3542 2593 2593 100 Pass 1.3943 2338 2338 100 Pass 1.4344 2090 2090 100 Pass 1.4745 1900 1900 100 Pass 1.5146 1695 1695 100 Pass 1.5547 1516 1516 100 Pass 1.5949 1379 1379 100 Pass 1.6350 1249 1249 100 Pass 1.6751 1123 1123 100 Pass 1.7152 1030 1030 100 Pass 1.7553 940 940 100 Pass 1.7954 852 852 100 Pass 1.8355 780 780 100 Pass 1.8756 715 715 100 Pass 1.9157 643 643 100 Pass 1.9559 589 589 100 Pass 1.9960 536 536 100 Pass 2.0361 494 494 100 Pass 2.0762 451 451 100 Pass 2.1163 416 416 100 Pass 2.1564 375 375 100 Pass 2.1965 341 341 100 Pass 2.2366 319 319 100 Pass 2.2767 289 289 100 Pass 2.3168 265 265 100 Pass 2.3570 239 239 100 Pass 2.3971 220 220 100 Pass 2.4372 195 195 100 Pass 2.4773 187 187 100 Pass 2.5174 169 169 100 Pass 2.5575 157 157 100 Pass 2.5976 142 142 100 Pass 2.6377 132 132 100 Pass 2.6778 125 125 100 Pass 2.7180 119 119 100 Pass 2.7581 113 113 100 Pass 2.7982 104 104 100 Pass 2.8383 95 95 100 Pass 2.8784 90 90 100 Pass 2.9185 84 84 100 Pass 2.9586 81 81 100 Pass 2.9987 70 70 100 Pass 3.0388 65 65 100 Pass 3.0790 62 62 100 Pass 3.1191 61 61 100 Pass 3.1592 58 58 100 Pass 3.1993 57 57 100 Pass 3.2394 55 55 100 Pass 3.2795 52 52 100 Pass 3.3196 50 50 100 Pass 3.3597 47 47 100 Pass 3.3998 42 42 100 Pass 3.4399 40 40 100 Pass 3.4801 38 38 100 Pass 3.5202 34 34 100 Pass 3.5603 30 30 100 Pass 3.6004 29 29 100 Pass 3.6405 28 28 100 Pass 3.6806 28 28 100 Pass 3.7207 27 27 100 Pass 3.7608 27 27 100 Pass 3.8009 26 26 100 Pass 3.8411 26 26 100 Pass 3.8812 25 25 100 Pass 3.9213 24 24 100 Pass 3.9614 23 23 100 Pass 4.0015 22 22 100 Pass 4.0416 20 20 100 Pass 4.0817 19 19 100 Pass 4.1218 18 18 100 Pass 4.1619 18 18 100 Pass 4.2020 17 17 100 Pass 4.2422 16 16 100 Pass 4.2823 15 15 100 Pass 4.3224 14 14 100 Pass 4.3625 14 14 100 Pass 4.4026 14 14 100 Pass 4.4427 14 14 100 Pass 4.4828 14 14 100 Pass 4.5229 13 13 100 Pass 4.5630 13 13 100 Pass 4.6032 13 13 100 Pass 4.6433 13 13 100 Pass 4.6834 12 12 100 Pass 4.7235 12 12 100 Pass 4.7636 11 11 100 Pass 4.8037 10 10 100 Pass 4.8438 10 10 100 Pass 4.8839 10 10 100 Pass 4.9240 10 10 100 Pass 4.9641 9 9 100 Pass 5.0043 9 9 100 Pass 5.0444 9 9 100 Pass 5.0845 8 8 100 Pass 5.1246 7 7 100 Pass ______
______
Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0.7139 acre-feet On-line facility target flow: 0.9632 cfs. Adjusted for 15 min: 0.9632 cfs. Off-line facility target flow: 0.5541 cfs. Adjusted for 15 min: 0.5541 cfs. ______
LID Report
LID Technique Used for Total Volume Volume Infiltration Cumulative Percent Water Quality Percent Comment Treatment? Needs Through Volume Volume Volume Water Quality Treatment Facility (ac-ft.) Infiltration Infiltrated Treated (ac-ft) (ac-ft) Credit Total Volume Infiltrated 0.00 0.00 0.00 0.00 0.00 0% No Treat. Credit Compliance with LID Standard 8 Duration Analysis Result = Passed
______
Perlnd and Implnd Changes No changes have been made. ______
This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2018; All Rights Reserved.
APPENDIX C Contech Provided Studies Evaluation of the Stormwater Management StormFilter for the Removal of SIL-CO-SIL® 106, a standardized silica product: ZPGTM StormFilter cartridge at 28 L/min (7.5 gpm) Environmental Technology Verification Report, Stormwater Source Area Treatment Device, The Stormwater Management StormFilter® Using ZPG Filter Media
Product Evaluation
Evaluation of the Stormwater Management StormFilter® for the removal of SIL-CO-SIL® 106, a standardized silica product: ZPG™ StormFilter cartridge at 28 L/min (7.5 gpm)
Overview A Stormwater Management StormFilter® (StormFilter) ZPG™ cartridge was tested to assess its ability to remove total suspended solids (TSS) and decrease turbidity from simulated stormwater. Under controlled conditions, 7 runoff simulations (sims) were performed using influent TSS with a silt texture (20% sand, 80% silt, 0% clay), variable event mean concentrations (EMCs) between 0 and 300 mg/L, and a filtration rate of 28 L/min (7.5 gpm) (100% design, per cartridge, operating rate for this configuration). The mean TSS (silt) removal efficiency for this StormFilter cartridge configuration was determined using regression statistics and found to be 87% (P=0.05: L1=86%, L2=89%) over the range of influent EMCs tested. Turbidity data was also collected and indicated that this StormFilter cartridge configuration was capable of a 51% (P=0.05: L1=47%, L2=55%) mean decrease in turbidity.
Introduction The goal of testing the ZPG™ StormFilter cartridge was to determine its TSS and turbidity removal performance given a standardized commercial product as the contaminant surrogate. Utilizing a standardized contaminant surrogate eliminates contaminant characteristics as a variable, thereby providing opportunities to compare StormFilter performance with that of other StormFilter configurations or treatment systems tested using the same contaminant surrogate. To assure the comparability of this experiment with other StormFilter performance evaluations, the methodology used for this experiment is identical to that used in previous cartridge-scale StormFilter evaluations for solids removal (Stormwater360, 2002; SMI, 2002a).
Procedure Media A StormFilter ZPG™ cartridge was used for this experiment. This specific type of cartridge contains ZPG™ multipurpose media, a proprietary blend of organic and inorganic media (as per Stormwater360 product specifications). ZPG™ media is effective in the removal of solids, metals and organic chemicals. Prior to testing, the ZPG™ StormFilter cartridge used for testing was flushed so as to remove the residual dust within the media left over from the cartridge production process, as well as to allow the media to approach a typical, wet operating condition. Individual, ~400-L, tap water flushes were performed according to the operation segment of the procedure section. Flushing was ceased after eight flushes, at which point the effluent TSS EMC had decreased to 8.8 mg/L from an initial value of 218 mg/L.
©2004 CONTECH Stormwater Solutions PE-E062 1 of 9 contechstormwater.com 4/11/06 GPT
Contaminant A commercial ground silica product, SIL-CO-SIL® 106 (SCS 106), was used as the surrogate for TSS. This product is manufactured by the US Silica Company∗ and the sample used for testing originated from the Mill Creek, OK plant. SCS 106 has a uniform specific gravity of 2.65 and is specified by the State of Washington Department of Ecology (WADOE) for the laboratory evaluation of stormwater treatment technologies (WADOE, 2002) for TSS removal. An average particle size distribution is shown in Figure 1, revealing a silt texture (USDA scale) consisting of 20% sand, 80% silt, and 0% clay-sized particles (Stormwater360, 2002). Based upon a 400-L influent volume, target TSS EMCs were determined for each planned contaminated simulation and associated masses of contaminant were placed in 1-L HDPE bottles of tap water--one bottle of concentrate per planned contaminated simulation. Target TSS EMCs were distributed between 0 and 300 mg/L. The order in which they were used was randomly selected using random number techniques so as not to bias the performance results. The SCS 106 concentrates were given the opportunity to hydrate prior to experimentation so as to promote the disintegration of any aggregate particles that may have been present. The concentrates were then left out at room temperature and periodically shaken to encourage the dissolution of any aggregates.
CLAY SILT SAND 1.0 0.9 0.8 0.7 0.6 0.5 0.4 0.3 % Finer (by mass) 0.2 0.1 0.0 1 10 100
Particle Size (um) Figure 1. Particle size distribution for SCS 106. Sand/silt/clay fractions according to USDA definitions are approximately 20%, 80%, and 0% for SCS 106, indicating that the texture corresponds to a silt material. Test Apparatus The typical precast StormFilter system is composed of three bays: the inlet bay, the filtration bay, and the outlet bay. Stormwater first enters the inlet bay of the StormFilter vault through the inlet pipe. Stormwater in the inlet bay is then directed through the flow spreader, which traps some floatables, oils, and surface scum, and over the energy dissipator into the filtration bay where treatment takes place. Once in the filtration bay, the stormwater begins to
∗U.S. Silica Company, P.O. Box 187, Berkeley Springs, WV 25411; (800) 243-7500; www.u-s-silica.com
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pond and percolate horizontally through the media contained in the StormFilter cartridges. After passing through the media, the treated water in each cartridge collects in the cartridge’s center tube from where it is directed into the outlet bay by an under-drain manifold. The treated water in the outlet bay is then discharged through the single outlet pipe to a collection pipe or to an open channel drainage way. The test apparatus used for this experiment simulates the filtration bay component of a full-scale StormFilter system, including the energy dissipator. Since the design of full-scale StormFilter systems varies, and since the operation of a full-scale system in the laboratory environment would require very large volumes of water, the use of the most common components among all of the possible designs, the StormFilter cartridge and the associated volume of filtration bay area, were selected so as to provide a very conservative estimate of StormFilter performance. Unlike chemical removal testing, suspended solids removal testing is challenging due to the relatively large, dense, insoluble nature of the contaminant. Care must be taken to maintain the suspension of solids within the influent and effluent reservoirs, maintain the suspension of solids within the conveyance system, avoid the fouling of flow metering devices, avoid the destruction of individual solids by the pumping system, and avoid the destruction of the pumping system by the solids. Mixer Flow Meter (Recirculation) Delivery Manifold
Influent Tank Test Tank StormFilter Cartridge
Mixer
3-way (Recirculation)
Ball Valve Energy Effluent Dissipator Pump Tank
Under Drain Manifold
Pump
Figure 2. Schematic diagram of the cartridge-scale test apparatus. Arrows indicate flow pathways. Dashed arrows indicate recirculation pathways employed during influent and effluent sampling. The apparatus used for this experiment was carefully designed to meet these challenges. Figure 2 demonstrates the layout of the test apparatus. Influent and effluent storage is provided by individual 950-L (250 gallon), conical bottom polyethylene tanks (Chem- Tainer). The conical bottom design ensures full drainage of the tanks, in addition to the movement of all solids out of the tanks. Four, evenly-spaced, vertically-oriented baffles, measuring 91 x 8 x 1-cm (36 x 3 x 0.5-in) (L x W x Thickness), affixed to the sidewalls of the influent and effluent tank prevent a mixer-induced vortex. Suspension of solids within the tanks is maintained by individual, 1/2-hp, electric propeller mixers with stainless steel mixing assemblies (J.L. Wingert, B-3-TE-PRP/316). The propeller design maximizes the vertical circulation of solids within the tank and ensures the homogeneity of the mixture. Magnetic drive pumps (Little Giant, TE-6-MD-HC) are used to transfer the influent, and also to re-circulate
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water through the underlying manifolds of both tanks during sampling so as to eliminate any possibility of sediment accumulation in the manifolds. Influent is carried from the influent tank by the magnetic drive pump plumbed with 25- mm (1-in) PVC hose into a PVC intake manifold below the influent tank and discharging into a delivery manifold of 25-mm PVC pipe. Despite the associated head loss, 25-mm diameter hose and pipe are used to ensure high flow velocities that maintain the suspension of solids during transfer. A 25-mm, 3-way, side-control, ball valve used for flow control assures very high flow velocities in the intake manifold, allows some degree of re-circulation back into the reservoir, and allows the high power pump to operate relatively unrestricted. Discharge from the delivery manifold into the 56 x 56 x 62-cm (22 x 22 x 24.5-in) (L x W x H) polypropylene StormFilter cartridge test tank is by discharge into the tank-mounted energy dissipater, which consists of a vertical length of 76-mm (3-in) PVC pipe with an open bottom and multiple 3-mm (0.125-in) wide horizontal slots along its entire length. The energy dissipater is a typical component of a StormFilter system and is used to minimize the re-suspension of settled material within the test tank by restricting turbulence to the region within the dissipater. Discharge from the StormFilter cartridge test tank into the effluent tank is through free discharge from the under-drain manifold component of the test tank positioned over the top of the effluent tank. Flow into the StormFilter cartridge test tank is controlled by the 3-way ball valve placed between the pump and the delivery manifold, and flow is monitored with a paddle-wheel type electronic flow meter (GF Signet, Rotor-X Low Flow) coupled with a flow transmitter with totalizer (GF Signet, Processpro). Operation The operational procedure consisted of performing multiple runoff simulations (sims) using the same StormFilter cartridge test tank and apparatus described in the Test Apparatus section above. Sims proceeded as follows. The influent tank was filled with ~400-L of tap water, and the predetermined contaminant concentrate was added to the influent tank. The influent tank was then mixed thoroughly with the mechanical mixer while influent was re-circulated through the underlying manifold and allowed to equilibrate for 5 to 10 minutes before sampling. Following influent sample collection, a portion of flow was redirected to the test tank energy dissipator via the delivery manifold through adjustment of the 3-way valve. Flow rate was controlled through periodic adjustment of the 3-way valve so as to maintain a constant flow rate reading of 28 L/min ± 2 L/min (7.5 gpm ± 0.5 gpm). Mixing and re-circulation of the effluent reservoir was started towards the end of a sim to allow effluent equilibration prior to sample collection. The influent pump was operated until as much of the influent had been pumped from the influent reservoir and underlying manifold as was possible, at which point the influent pump was shut down and the StormFilter cartridge test tank was allowed to drain. Once the float valve within the StormFilter cartridge closed, effluent was sampled and the total sim volume reported by the totalizer was recorded. Sampling Composite samples of influent and effluent were collected for TSS and turbidity analysis. One set of samples was collected for TSS analysis by North Creek Analytical (NCA), Beaverton, OR, and an additional set was collected for internal turbidity analysis. For this document, a set is defined as a collection of influent and effluent sample pairs corresponding to a specific sim. Sample handling was performed in accordance with standard handling techniques. All samples to be tested for TSS were promptly refrigerated following collection. Samples were shipped to the laboratory in coolers, accompanied by ice-packs and chain-of-custody documentation for analysis within seven days. NCA performed TSS analysis according to
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ASTM method D3977, which is essentially the same as the “whole-sample” variation of EPA method 160.2 (SMI, 2002b). Samples were extracted with a 1-L PE, 1.2-m ladle using a sweeping motion across and through the center of the reservoir. Six 1-L grab samples were collected in an 8-L churn sample splitter (Bel-Art Products) for composite sample extraction according to manufacturer instructions. Care was taken to transfer all solids from the ladle through quick emptying of the ladle while using a swirling motion. The churn splitter was used to dispense approximately 250- mL of composite sample into 250-mL (8-oz) HDPE bottles for TSS analysis and an additional 500-mL composite sample was dispensed to a 1-L (32-oz) HDPE bottle for turbidity analysis. The sampling ladle and churn splitter were subject to a high-pressure wash between uses. Internal Analysis Turbidity, a measure of the light-dispersing characteristics of a fluid, was measured using a bench-top turbidimeter (LaMotte Model 2020). The sample was swirled in its bottle immediately before pouring a subsample to the turbidimeter tube. The tube was wiped clean of moisture using lint-free wipes and then swirled, taking care to prevent bubbles in the sample and to maintain a clean tube surface, prior to insertion into the turbidimeter. The turbidimeter tube was rinsed with deionized water between each use. Results TSS removal and turbidity results are shown in Table 1. The discrete efficiencies, efficiencies of individual pairs of associated influent and effluent TSS EMCs, suggest an increase with increasing influent TSS EMC. A similar trend is evident for the generally increasing turbidity reduction contrasted to increasing average influent turbidity.
Table 1. Summary of influent and effluent TSS EMCs and turbidity along with TSS removal and turbidity decrease results shown according to increasing influent TSS EMC.
Discrete TSS Average Average Discrete Influent Effluent Sim Removal Influent Effluent Turbidity TSS EMC TSS EMC Sim Volume Efficiency Turbidity Turbidity Decrease (mg/L) (mg/L) (L) (%) (NTU) (NTU) (%) ND (4.00) 7.09 addition 0.45 2.3 addition 7 401 25.4 14.2 44.1 4.1 5.4 addition 4 398 49.1 17.0 65.4 8.8 7.7 12.5 6 397 107 21.1 80.3 17 10.2 40.0 1 393 144 28.2 80.4 25 15 40.0 2 396 188 33.2 82.3 35 19 45.7 5 393 292 45.5 84.4 53 29 45.3 3 389
Discussion Quality Control For TSS analysis, Method Blank and Duplicate quality control samples are typically used to measure bias and precision. Method Blank results as reported by the analytical laboratory were non-detect (<4 mg/L) for the four sets of analyses that comprised the data set shown in Table 1. Unfortunately, since the “whole-sample” nature of ASTM method D3977 involves the use of the entire sample volume, none of the sample volume is left over for traditional Duplicate analysis. Thus dedicated Duplicate samples were collected for 2 of the 14 TSS analyses (14% duplicates) and are displayed in Table 2. The results of the Method Blank and Duplicate analyses demonstrate an acceptable level of bias and precision according to SMI (2002c).
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Table 2. Summary of Quality Control results.
Official Duplicate Relative Sim Influent/Effluent Result Result Percent (I or E) (mg/L) (mg/L) Difference (%) 2 I 144 143 0.7 2 E 28.2 29.0 2.8
TSS and Turbidity Removal Performance Evaluation The graphed results of the external TSS analysis, displayed in Figure 3, show a regressed removal efficiency of 87% (P=0.05: L1=86%, L2=89%), which is calculated by subtracting the regression coefficient (slope) from 1. Based upon an analysis of variance (ANOVA), the regression is significant at the P<0.001 level (<0.1% probability of no correlation between influent and effluent TSS EMC’s). Coupled with y-intercept and regression coefficients that are both significant at the P<0.001 levels, this signals a good fit of the data points to the regression equation, which is visually supported by the tight 95% confidence intervals. At P<0.001, the confidence in the TSS EMC removal performance estimate is within the 0.05 limit considered by SMI (2002d) to indicate a valid estimate.
200 ANOVA Source of Variation df SS MS F Explained 1 987.3 987.3 303.8*** Unexplained 5 16.25 3.2495 Total 6 1003.5 150 SIGNIFICANCE OF COEFFICIENTS Coeff. Std. Error t y0=9.193 1.078 8.527*** a=0.1259 0.0072 17.43*** 100 * = 0.01 < P < 0.05 ** = 0.001 < P < 0.01 ***= P < 0.001
Effluent TSS EMC (mg/L) TSS Effluent 50
Regression Equation: y = 0.13x + 9.19 r2 = 0.984 0 0 100 200 300 Influent TSS EMC (mg/L) Figure 3. Regression analysis applied to the TSS data associated with the estimation of the SCS 106 TSS removal efficiency of the ZPG™ StormFilter cartridge at 28 L/min. The solid line is the regression. The dotted lines signify the lower and upper 95% confidence intervals. ANOVA indicates a significant (P<0.001) linear relationship between influent and effluent TSS EMC. The decrease in turbidity associated with the ZPG™ cartridge test is less than the reduction of TSS. The mean turbidity reduction, shown in Figure 4, was observed to be 51% (P=0.05: L1=47%, L2=55%) based upon regression analysis that is significant at the P<0.001 level. The y-intercept and regression coefficients, significant at the P<0.01 and P<0.001 levels, respectively, provide ample confidence in the observed relationship.
6
35 ANOVA Source of Variation df SS MS F 30 Explained 1 500.6 500.6 893.0*** Unexplained 5 2.803 0.561 Total 6 503.4
25 SIGNIFICANCE OF COEFFICIENTS Coeff. Std. Error t y0=2.675 0.4378 6.111** a=0.4874 0.0163 29.88*** 20 * = 0.01 < P < 0.05 ** = 0.001 < P < 0.01 15 ***= P < 0.001
10 Effluent Turbidity (NTU) Turbidity Effluent
5 Regression Equation: y = 0.49x + 2.68 r2 = 0.994 0 0 102030405060
Influent Turbidity (NTU) Figure 4. SCS 106 turbidity reduction by the ZPG™ StormFilter cartridge at 28 L/min. The solid line is the regression. The dotted lines signify the upper and lower 95% confidence intervals. ANOVA indicates a significant (P<0.001) linear relationship between influent and effluent turbidity.
TSS Removal Performance with Regard to Particle Size Based upon the particle size distribution presented in Figure 1, SCS 106 consists primarily of silt-sized silica particles (80% by mass between 2 and 50 microns). Combined with the TSS removal estimate of 87% (by mass) demonstrated in Figure 3, some qualitative inferences concerning the particle size specific removal efficiency of the system can be made. Assuming that larger particles are preferentially removed over smaller particles, it could be said that the system under review removed particles down to the 6 micron level since, conservatively, 87% (by mass) of SCS 106 is composed of silica particles larger than 6 microns. Since it is likely that some particles smaller than 6 microns were retained and some particles larger than 6 microns were lost by the system, the efficiency of the system under review with regard to particle size is probably best represented by a size range. With this in mind, a better qualitative statement with regard to the particle size removal efficiency of the system under review would be that it is capable of removing silica particles in the vicinity of 10 microns.
Conclusions The tests utilizing SCS 106 as a contaminant generated results for the assessment of the silt TSS and turbidity removal efficiency of the ZPG™ StormFilter cartridge. The use of a standardized contaminant surrogate allows the results from laboratory evaluations of the TSS removal performance of stormwater treatment systems to be easily compared. In summary:
7
1. A ZPG™ StormFilter cartridge test unit, operating at 28 L/min, and subject to TSS with a silt texture (20% sand, 80% silt, and 0% clay by mass) originating from SCS 106 provides a mean TSS removal efficiency of 87% (P=0.05: L1=86%, L2=89%); 2. A ZPG™ StormFilter cartridge test unit, operating at 28 L/min, and subject to TSS with a silt texture (20% sand, 80% silt, and 0% clay by mass) originating from SCS 106 provides a mean turbidity reduction of 51% (P=0.05: L1=47%, L2=55%); 3. A ZPG™ StormFilter cartridge test unit, operating at 28 L/min is effective on silica particles down to the 10 micron size range;
It is important to emphasize that these conclusions reflect laboratory-based testing performed under controlled conditions. Field conditions are notoriously variable with regard to TSS characteristics and sampling methods, and comparison of this experiment to field-derived data will be accordingly affected. Laboratory studies are beneficial for the evaluation of system performance potential as part of the product development or system comparison process.
Stormwater360, Stormwater Management Inc, and Vortechnics Inc. are now CONTECH Stormwater Solutions Inc.
References Stormwater360. (2002). Evaluation of the Stormwater Management StormFilter® cartridge for the removal of SIL-CO-SIL 106, a synthetically graded sand material: Coarse/fine perlite StormFilter cartridge at 28 L/min (7.5 gpm). (Report No. PD-02-003.1). Portland, Oregon: Author.
Stormwater Management Inc (SMI). (2002a). Evaluation of the Stormwater Management StormFilter® cartridge for the removal of SIL-CO-SIL 106, a synthetically graded sand material: Coarse perlite StormFilter cartridge at 28 L/min (7.5 gpm). (Report No. PD-02-002.1). Portland, Oregon: Author.
Stormwater Management Inc. (2002b). Influence of analytical method, data summarization method, and particle size on total suspended solids (TSS) removal efficiency (Report No. PD- 02-006.1). Portland, Oregon: Author.
Stormwater Management Inc (SMI). (2002c). Stormwater Management StormFilter Quality Assurance Project Plan. Portland, Oregon: Author.
Stormwater Management Inc. (2002d). Performance Summarization Guidelines (SMI PD-02- 001.0). Portland, OR: Author.
State of Washington Department of Ecology (WADOE). (2002, October). Guidance for Evaluating Emerging Stormwater Treatment Technologies: Technology Assessment Protocol— Ecology (WADOE Publication No. 02-10-037). Retrieved November 11, 2002, from: http://www.ecy.wa.gov/programs/wq/stormwater/newtech/02-10-037%20TAPE.pdf
8
Revision Summary PE-E062 Document rebranded.
PE-E061 Document number changed; document rebranded; no substantial changes.
PD-04-006.0 Original
July 2004 04/17/WQPC-WWF EPA/600/R-04/125
Environmental Technology Verification Report
Stormwater Source Area Treatment Device
The Stormwater Management StormFilter Using ZPG Filter Media
Prepared by
NSF International
Under a Cooperative Agreement with U.S. Environmental Protection Agency
THE ENVIRONMENTAL TECHNOLOGY VERIFICATION PROGRAM
U.S. Environmental Protection Agency NSF International
ETV Joint Verification Statement
TECHNOLOGY TYPE: STORMWATER TREATMENT TECHNOLOGY APPLICATION: SUSPENDED SOLIDS AND ROADWAY POLLUTANT TREATMENT TECHNOLOGY NAME: THE STORMWATER MANAGEMENT STORMFILTER® USING ZPG FILTER MEDIA TEST LOCATION: MILWAUKEE, WISCONSIN COMPANY: STORMWATER MANAGEMENT, INC. ADDRESS: 12021-B NE Airport Way PHONE: (800) 548-4667 Portland, Oregon 97220 FAX: (503) 240-9553 WEB SITE: http://www.stormwaterinc.com EMAIL: mail@ stormwaterinc.com
NSF International (NSF), in cooperation with the EPA, operates the Water Quality Protection Center (WQPC), one of six centers under ETV. The WQPC recently evaluated the performance of the Stormwater Management StormFilter® (StormFilter) using ZPG filter media manufactured by Stormwater Management, Inc. (SMI). The system was installed at the “Riverwalk” site in Milwaukee, Wisconsin. Earth Tech, Inc. and the United States Geologic Survey (USGS) performed the testing. The U.S. Environmental Protection Agency (EPA) has created the Environmental Technology Verification (ETV) Program to facilitate the deployment of innovative or improved environmental technologies through performance verification and dissemination of information. The goal of the ETV program is to further environmental protection by accelerating the acceptance and use of improved and more cost-effective technologies. ETV seeks to achieve this goal by providing high quality, peer- reviewed data on technology performance to those involved in the design, distribution, permitting, purchase, and use of environmental technologies. ETV works in partnership with recognized standards and testing organizations; stakeholder groups, which consist of buyers, vendor organizations, and permitters; and with the full participation of individual technology developers. The program evaluates the performance of innovative technologies by developing test plans that are responsive to the needs of stakeholders, conducting field or laboratory tests (as appropriate), collecting and analyzing data, and preparing peer-reviewed reports. All evaluations are conducted in accordance with rigorous quality assurance protocols to ensure that data of known and adequate quality are generated and that the results are defensible.
04/17/WQPC-WWF The accompanying notice is an integral part of this verification statement. July 2004 VS-i TECHNOLOGY DESCRIPTION The following description of the StormFilter was provided by the vendor and does not represent verified information. The StormFilter installed at the Riverwalk site consists of an inlet bay, flow spreader, cartridge bay, overflow baffle, and outlet bay, housed in a 12 foot by 6 foot pre-cast concrete vault. The inlet bay serves as a grit chamber and provides for flow transition into the cartridge bay. The flow spreader traps floatables, oil, and surface scum. This StormFilter was designed to treat stormwater with a maximum flow rate of 0.29 cubic feet per second (cfs). Flows greater than the maximum flow rate would pass the overflow baffle to the discharge pipe, bypassing the filter media. The StormFilter contains filter cartridges filled with ZPG filter media (a mixture of zeolite, perlite, and granular activated carbon), which are designed to remove sediments, metals, and stormwater pollutants from wet weather runoff. Water in the cartridge bay infiltrates the filter media into a tube in the center of the filter cartridge. When the center tube fills, a float valve opens and a check valve on top of the filter cartridge closes, creating a siphon that draws water through the filter media. The filtered water drains into a manifold under the filter cartridges and to the outlet bay, where it exits the system through the discharge pipe. The system resets when the cartridge bay is drained and the siphon is broken. The vendor claims that the treatment system can remove 50 to 85 percent of the suspended solids in stormwater, along with removal of total phosphorus, total and dissolved zinc, and total and dissolved copper in ranges from 20 to 60 percent. VERIFICATION TESTING DESCRIPTION Methods and Procedures The test methods and procedures used during the study are described in the Test Plan for Verification of Stormwater Management, Inc. StormFilter® Treatment System Using ZPG Media, “Riverwalk Site,” Milwaukee, Wisconsin (NSF International and Earth Tech, March 2004) (VTP). The StormFilter treats runoff collected from a 0.19-acre portion of the eastbound highway surface of Interstate 794. Milwaukee receives an average of nearly 33 inches of precipitation, approximately 31 percent of which occurs during the summer months. Verification testing consisted of collecting data during a minimum of 15 qualified events that met the following criteria: • The total rainfall depth for the event, measured at the site, was 0.2 inches (5 mm) or greater (snow fall and snow melt events do not qualify); • Flow through the treatment device was successfully measured and recorded over the duration of the runoff period; • A flow-proportional composite sample was successfully collected for both the influent and effluent over the duration of the runoff event; • Each composite sample was comprised of a minimum of five aliquots, including at least two aliquots on the rising limb of the runoff hydrograph, at least one aliquot near the peak, and at least two aliquots on the falling limb of the runoff hydrograph; and • There was a minimum of six hours between qualified sampling events. Automated sample monitoring and collection devices were installed and programmed to collect composite samples from the influent, the treated effluent, and the untreated bypass during qualified flow events. In addition to the flow and analytical data, operation and maintenance (O&M) data were recorded. Samples were analyzed for the following parameters:
04/17/WQPC-WWF The accompanying notice is an integral part of this verification statement. July 2004 VS-ii
Sediments Metals Nutrients Water Quality Parameters • total suspended solids (TSS) • total and • total and • chemical oxygen • total dissolved solids (TDS) dissolved dissolved demand (COD) • suspended sediment cadmium, lead, phosphorus • dissolved chloride concentration (SSC) copper and zinc • total calcium and • particle size analysis magnesium VERIFICATION OF PERFORMANCE Verification testing of the StormFilter lasted approximately 16 months, and coincided with testing conducted by USGS and the Wisconsin Department of Natural Resources. A total of 20 storm events were sampled. Conditions during certain storm events prevented sampling for some parameters. However, samples were successfully taken and analyzed for all parameters for at least 15 of the 20 total storm events. Test Results The precipitation data for the 20 rain events are summarized in Table 1.
Table 1. Rainfall Data Summary Peak Rainfall Rainfall Runoff Discharge Event Start Start Amount Duration Volume Rate Number Date Time (inches) (hr:min) (ft3)1 (gpm)1 1 6/21/02 6:54 0.52 0:23 420 447 2 7/8/02 21:16 1.5 2:04 1,610 651 3 8/21/02 20:08 1.7 15:59 1,620 671 4 9/2/02 5:24 1.2 3:24 1,180 164 5 9/18/02 5:25 0.37 4:54 350 136 6 9/29/02 0:49 0.74 7:54 730 70.9 7 12/18/02 1:18 0.37 3:47 300 61.0 8 4/19/03 5:39 0.55 10:00 340 96.9 9 5/4/03 21:21 0.90 11:44 540 73.2 10 5/30/03 18:55 0.54 4:06 320 83.9 11 6/8/03 3:26 0.62 11:09 450 140 12 6/27/03 17:30 0.57 13:25 460 107 13 7/4/03 7:25 0.53 40:43 550 143 14 7/8/03 9:49 0.33 3:37 260 62.8 15 9/12/03 15:33 0.22 1:55 150 21.5 16 9/14/03 5:22 0.47 6:35 340 264 17 9/22/03 2:28 0.27 2:09 270 104 18 10/14/03 1:03 0.25 2:07 220 56.5 19 10/24/03 16:46 0.71 15:07 410 75.8 20 11/4/03 16:14 0.60 2:09 560 906 1 Runoff volume and peak discharge volume was measured at the outlet monitoring point.
04/17/WQPC-WWF The accompanying notice is an integral part of this verification statement. July 2004 VS-iii
The monitoring results were evaluated using event mean concentration (EMC) and sum of loads (SOL) comparisons. The EMC or efficiency ratio comparison evaluates treatment efficiency on a percentage basis by dividing the effluent concentration by the influent concentration and multiplying the quotient by 100. The efficiency ratio was calculated for each analytical parameter and each individual storm event. The SOL comparison evaluates the treatment efficiency on a percentage basis by comparing the sum of the influent and effluent loads (the product of multiplying the parameter concentration by the precipitation volume) for all 15 storm events. The calculation is made by subtracting the quotient of the total effluent load divided by the total influent load from one, and multiplying by 100. SOL results can be summarized on an overall basis since the loading calculation takes into account both the concentration and volume of runoff from each event. The analytical data ranges, EMC range, and SOL reduction values are shown in Table 2.
Table 2. Analytical Data, EMC Range, and SOL Reduction Results
SOL
Inlet Outlet EMC Range Reduction Parameter1 Units Range Range (percent) (percent) TSS mg/L 29 – 780 20 – 380 -33 – 95 46 SSC mg/L 51 – 5,600 12 – 370 3 – 99 92 TDS mg/L <50 – 600 <50 – 4,2002 -600 – 10 -1702 Total phosphorus mg/L as P 0.05 – 0.63 0.03 – 0.30 0 – 70 38 Dissolved phosphorus mg/L as P 0.01 – 0.20 0.01 – 0.19 -35 – 38 6 Total magnesium mg/L 4.0 – 174 1.1 – 26 53 – 96 85 Total calcium mg/L 9.4 – 430 4.0 – 68 26 – 93 79 Total copper µg/L 15 – 440 7.0 – 140 8.3 – 96 59 Total lead µg/L <31 – 280 <31 – 94 33 – 91 64 Total zinc µg/L 77 – 1,400 28 – 540 20 – 89 64 Dissolved copper µg/L <5 – 58 <5 – 42 -47 – 64 16 Dissolved zinc µg/L 26 – 360 16 – 160 -86 – 56 17 COD mg/L 18 – 320 17 – 190 -91 – 47 16 Dissolved chloride mg/L 3.2 – 470 3.3 – 2,6002 -740 – 24 -2422 1 Total and dissolved cadmium and dissolved lead concentrations were below method detection limits for every storm event. 2 Dissolved chloride and TDS results were heavily influenced by a December storm event when road salt was applied to melt snow and ice. Based on the SOL evaluation method, the TSS reductions nearly met the vendor’s performance claim, while SSC reductions exceeded the vendor’s performance claim of 50 to 85 percent solids reduction. The StormFilter also met or exceeded the performance claim for total and dissolved phosphorus, total copper, and total zinc. The StormFilter did not meet the performance claim for dissolved copper or dissolved zinc, both of which were 20 to 40 percent reduction, and had no performance claims for any other parameters. The TDS and dissolved chloride values were heavily influenced by a single event (December 18, 2002), where high TDS and dissolved chloride concentrations were detected in the effluent. The event was likely influenced by application of road salt on the freeway. When this event is omitted from the SOL calculation, the SOL value is -37 percent for TDS and -31 percent for dissolved chloride.
04/17/WQPC-WWF The accompanying notice is an integral part of this verification statement. July 2004 VS-iv Particle size distribution analysis was conducted on samples when adequate sample volume was collected. The analysis identified that the runoff entering the StormFilter contained a large proportion of coarse sediment. The effluent contained a larger proportion of fine sediment, which passed through the pores within the filter cartridges. For example, 20 percent of the sediment in the inlet samples was less than 62.5 µm in size, while 78 percent of the sediment in the outlet samples was less than 62.5 µm in size. System Operation The StormFilter was installed prior to verification testing, so verification of installation procedures on the system was not documented. The StormFilter was cleaned and equipped with new filter cartridges prior to the start of verification. During the verification period, two inspections were conducted as recommended by the manufacturer. Based on visual observations, the inspectors concluded that a major maintenance event, consisting of cleaning the vault and replacing the filter cartridges, was not required. After the verification was complete, a major maintenance event was conducted, and approximately 570 pounds (dry weight) of sediment was removed from the StormFilter’s sediment collection chamber. Quality Assurance/Quality Control NSF personnel completed a technical systems audit during testing to ensure that the testing was in compliance with the test plan. NSF also completed a data quality audit of at least 10 percent of the test data to ensure that the reported data represented the data generated during testing. In addition to QA/QC audits performed by NSF, EPA personnel conducted an audit of NSF's QA Management Program.
Original signed by Original Signed by Lawrence W. Reiter, Ph. D. September 21, 2004 Gordon E. Bellen September 23, 2004 Lawrence W. Reiter, Ph. D. Date Gordon E. Bellen Date Acting Director Vice President National Risk Management Laboratory Research Office of Research and Development NSF International United States Environmental Protection Agency
NOTICE: Verifications are based on an evaluation of technology performance under specific, predetermined criteria and the appropriate quality assurance procedures. EPA and NSF make no expressed or implied warranties as to the performance of the technology and do not certify that a technology will always operate as verified. The end user is solely responsible for complying with any and all applicable federal, state, and local requirements. Mention of corporate names, trade names, or commercial products does not constitute endorsement or recommendation for use of specific products. This report is not an NSF Certification of the specific product mentioned herein. Availability of Supporting Documents Copies of the ETV Verification Protocol, Stormwater Source Area Treatment Technologies Draft 4.1, March 2002, the verification statement, and the verification report (NSF Report Number 04/17/WQPC-WWF) are available from: ETV Water Quality Protection Center Program Manager (hard copy) NSF International P.O. Box 130140 Ann Arbor, Michigan 48113-0140 NSF website: http://www.nsf.org/etv (electronic copy) EPA website: http://www.epa.gov/etv (electronic copy) Appendices are not included in the verification report, but are available from NSF upon request.
04/17/WQPC-WWF The accompanying notice is an integral part of this verification statement. July 2004 VS-v
Environmental Technology Verification Report
Stormwater Source Area Treatment Device
The Stormwater Management StormFilter Using ZPG Filter Media
Prepared for: NSF International Ann Arbor, MI 48105
Prepared by Earth Tech Inc. Madison, Wisconsin
With assistance from: United States Geologic Survey (Wisconsin Division) Wisconsin Department of Natural Resources
Under a cooperative agreement with the U.S. Environmental Protection Agency
Raymond Frederick, Project Officer ETV Water Quality Protection Center National Risk Management Research Laboratory Water Supply and Water Resources Division U.S. Environmental Protection Agency Edison, New Jersey
July 2004
Notice
The U.S. Environmental Protection Agency (EPA) through its Office of Research and Development has financially supported and collaborated with NSF International (NSF) under a Cooperative Agreement. The Water Quality Protection Center (WQPC), operating under the Environmental Technology Verification (ETV) Program, supported this verification effort. This document has been peer reviewed and reviewed by NSF and EPA and recommended for public release. Mention of trade names or commercial products does not constitute endorsement or recommendation by the EPA for use.
i Foreword
The following is the final report on an Environmental Technology Verification (ETV) test performed for NSF International (NSF) and the United States Environmental Protection Agency (EPA). The verification test for The Stormwater Management StormFilter® using ZPG Media was conducted at a testing site in downtown Milwaukee, Wisconsin, maintained by Wisconsin Department of Transportation (WisDOT).
The U.S. Environmental Protection Agency (EPA) is charged by Congress with protecting the Nation’s land, air, and water resources. Under a mandate of national environmental laws, the Agency strives to formulate and implement actions leading to a compatible balance between human activities and the ability of natural systems to support and nurture life. To meet this mandate, EPA’s research program is providing data and technical support for solving environmental problems today and building a science knowledge base necessary to manage our ecological resources wisely, understand how pollutants affect our health, and prevent or reduce environmental risks in the future.
The National Risk Management Research Laboratory (NRMRL) is the Agency’s center for investigation of technological and management approaches for preventing and reducing risks from pollution that threaten human health and the environment. The focus of the Laboratory’s research program is on methods and their cost-effectiveness for prevention and control of pollution to air, land, water, and subsurface resources; protection of water quality in public water systems; remediation of contaminated sites, sediments and ground water; prevention and control of indoor air pollution; and restoration of ecosystems. NRMRL collaborates with both public and private sector partners to foster technologies that reduce the cost of compliance and to anticipate emerging problems. NRMRL’s research provides solutions to environmental problems by: developing and promoting technologies that protect and improve the environment; advancing scientific and engineering information to support regulatory and policy decisions; and providing the technical support and information transfer to ensure implementation of environmental regulations and strategies at the national, state, and community levels.
This publication has been produced as part of the Laboratory’s strategic long-term research plan. It is published and made available by EPA’s Office of Research and Development to assist the user community and to link researchers with their clients.
Lawrence W. Reiter, Acting Director National Risk Management Research Laboratory
ii Contents
Verification Statement ...... VS-i Notice...... i Foreword...... ii Contents ...... iii Figures...... iv Tables...... iv Abbreviations and Acronyms ...... vi Chapter 1 Introduction ...... 1 1.1 ETV Purpose and Program Operation...... 1 1.2 Testing Participants and Responsibilities...... 1 1.2.1 U.S. Environmental Protection Agency ...... 2 1.2.2 Verification Organization...... 2 1.2.3 Testing Organization...... 3 1.2.4 Analytical Laboratories...... 4 1.2.5 Vendor...... 4 1.2.6 Verification Testing Site...... 4 Chapter 2 Technology Description ...... 6 2.1 Treatment System Description...... 6 2.2 Filtration Process...... 7 2.3 Technology Application and Limitations...... 8 2.4 Performance Claim...... 8 Chapter 3 Test Site Description ...... 9 3.1 Location and Land Use ...... 9 3.2 Contaminant Sources and Site Maintenance...... 10 3.3 Stormwater Conveyance System...... 11 3.4 Water Quality/Water Resources...... 11 3.5 Local Meteorological Conditions...... 11 Chapter 4 Sampling Procedures and Analytical Methods ...... 12 4.1 Sampling Locations...... 12 4.1.1 Site 1 - Influent...... 12 4.1.2 Site 2 - Treated Effluent...... 12 4.1.3 Other Monitoring Locations...... 13 4.2 Monitoring Equipment ...... 14 4.3 Contaminant Constituents Analyzed...... 15 4.4 Sampling Schedule...... 16 4.5 Field Procedures for Sample Handling and Preservation...... 18 Chapter 5 Monitoring Results and Discussion...... 20 5.1 Monitoring Results: Performance Parameters...... 20 5.1.1 Concentration Efficiency Ratio...... 20 5.1.2 Sum of Loads...... 27 5.2 Particle Size Distribution ...... 33 Chapter 6 QA/QC Results and Summary ...... 35 6.1 Laboratory/Analytical Data QA/QC...... 35 6.1.1 Bias (Field Blanks)...... 35 6.1.2 Replicates (Precision)...... 36
iii 6.1.3 Accuracy...... 38 6.1.4 Representativeness ...... 40 6.1.5 Completeness ...... 40 6.2 Flow Measurement Calibration...... 41 6.2.1 Inlet – Outlet Volume Comparison ...... 41 6.2.2 Gauge Height Calibration...... 44 6.2.3 Point Velocity Correction...... 44 6.2.4 Correction for Missing Velocity Data...... 44 Chapter 7 Operations and Maintenance Activities ...... 47 7.1 System Operation and Maintenance...... 47 7.1.1 Major Maintenance Procedure ...... 48 Chapter 8 References ...... 49 Glossary ...... 50 Appendices...... 52 A Verification Test Plan...... 52 B Event Hydrographs and Rain Distribution...... 52 C Analytical Data Reports...... 52
Figures
Figure 2-1. Schematic drawing of a typical StormFilter system...... 6 Figure 2-2. Schematic drawing of a StormFilter cartridge...... 7 Figure 3-1. Location of test site...... 9 Figure 3-2. Drainage area detail...... 10 Figure 3-3. StormFilter drainage area condition...... 10 Figure 4-1. View of monitoring station...... 12 Figure 4-2. View of ISCO samplers...... 13 Figure 4-3. View of datalogger...... 13 Figure 4-4. View of rain gauge...... 14 Figure 6-1. Calibration curves used to correct flow measurements...... 42 Figure 6-2. Event 2 example hydrograph showing period of missing velocity data...... 45
Tables
Table 2-1. StormFilter Performance Claims...... 8 Table 4-1. Field Monitoring Equipment ...... 14 Table 4-2. Constituent List for Water Quality Monitoring...... 15 Table 4-3. Summary of Events Monitored for Verification Testing ...... 17 Table 4-4. Rainfall Summary for Monitored Events ...... 18 Table 5-1. Monitoring Results and Efficiency Ratios for Sediment Parameters...... 21 Table 5-2. Monitoring Results and Efficiency Ratios for Nutrient Parameters...... 23 Table 5-3. Monitoring Results and Efficiency Ratios for Metals...... 24 Table 5-4. Monitoring Results and Efficiency Ratios for Water Quality Parameters ...... 26 Table 5-5. Sediment Sum of Loads Efficiencies Calculated Using Various Flow Volumes ...... 28 Table 5-6. Sediment Sum of Loads Results...... 29
iv Table 5-7. Nutrient Sum of Loads Results...... 30 Table 5-8. Metals Sum of Loads Results...... 31 Table 5-9. Water Quality Parameter Sum of Loads Results...... 32 Table 5-10. Particle Size Distribution Analysis Results...... 34 Table 6-1. Field Blank Analytical Data Summary...... 35 Table 6-2. Field Duplicate Sample Relative Percent Difference Data Summary...... 37 Table 6-3. Laboratory Duplicate Sample Relative Percent Difference Data Summary ...... 38 Table 6-4. Laboratory MS/MSD Data Summary...... 39 Table 6-5. Laboratory Control Sample Data Summary...... 39 Table 6-6. Comparison of Inlet and Outlet Event Runoff Volumes...... 43 Table 6-7. Gauge Corrections for Flow Measurements at the Inlet...... 44 Table 6-8. Missing Sample Aliquots Due to Missing Inlet Velocity Data ...... 46 Table 7-1. Operation and Maintenance During Verification Testing...... 47
v Abbreviations and Acronyms
ASTM American Society for Testing and Materials BMP Best Management Practice cfs Cubic feet per second COD Chemical oxygen demand EMC Event mean concentration EPA U.S. Environmental Protection Agency ETV Environmental Technology Verification ft2 Square feet ft3 Cubic feet g Gram gal Gallon gpm Gallon per minute in Inch kg Kilogram L Liters lb Pound LOD Limit of detection LOQ Limit of quantification NRMRL National Risk Management Research Laboratory µg/L Microgram per liter (ppb) µm Micron mg/L Milligram per liter NSF NSF International, formerly known as National Sanitation Foundation NIST National Institute of Standards and Technology O&M Operations and maintenance QA Quality assurance QAPP Quality Assurance Project Plan QC Quality control SMI Stormwater Management, Inc. SSC Suspended sediment concentration SOL Sum of loads SOP Standard Operating Procedure TDS Total dissolved solids TO Testing Organization TP Total phosphorus TSS Total suspended solids USGS United States Geological Survey VA Visual accumulator VO Verification Organization (NSF) VTP Verification test plan WDNR Wisconsin Department of Natural Resources WQPC Water Quality Protection Center WisDOT Wisconsin Department of Transportation WSLH Wisconsin State Laboratory of Hygiene ZPG ZPG media, a mixture of zeolite, perlite, and granular activated carbon
vi Chapter 1 Introduction
1.1 ETV Purpose and Program Operation
The U.S. Environmental Protection Agency (EPA) has created the Environmental Technology Verification (ETV) Program to facilitate the deployment of innovative or improved environmental technologies through performance verification and dissemination of information. The goal of the ETV program is to further environmental protection by substantially accelerating the acceptance and use of improved and more cost-effective technologies. ETV seeks to achieve this goal by providing high quality, peer reviewed data on technology performance to those involved in the design, distribution, permitting, purchase, and use of environmental technologies.
ETV works in partnership with recognized standards and testing organizations; stakeholders groups, which consist of buyers, vendor organizations, and permitters; and with the full participation of individual technology developers. The program evaluates the performance of innovative technologies by developing test plans that are responsive to the needs of stakeholders, conducting field or laboratory (as appropriate) testing, collecting and analyzing data, and preparing peer reviewed reports. All evaluations are conducted in accordance with rigorous quality assurance protocols to ensure that data of known and adequate quality are generated and that the results are defensible.
NSF International (NSF), in cooperation with the EPA, operates the Water Quality Protection Center (WQPC). The WQPC evaluated the performance of The Stormwater Management StormFilter® using ZPG Filter Media (StormFilter), a stormwater treatment device designed to remove suspended solids, metals, and other stormwater pollutants from wet weather runoff.
It is important to note that verification of the equipment does not mean that the equipment is “certified” by NSF or “accepted” by EPA. Rather, it recognizes that the performance of the equipment has been determined and verified by these organizations for those conditions tested by the Testing Organization (TO).
1.2 Testing Participants and Responsibilities
The ETV testing of the StormFilter was a cooperative effort among the following participants: