Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
02/05/2024 - Letter to Jean Enright (Planning Department) Regarding Initial Stormwater Peer Review - -
i CIVIL ENGINEERS, SURVEYORS&LAND PLANNERS i 80 Montvale Ave.',Suite 201 l Stoneham,MA02180 0 C , ASSOCIATES, INC. 781-279--0180 www.rioconnell.com February 5,2024 s. Jean Enright Town of North Andover c/o Planning Department 120 Main Street North Andover, MA 01845 Regarding-. Horsley Witten Peer Review Letter(January 16, 2024) North Andover Mall Redevelopment North Andover, MA 17070.00 Dear Ms. Enright: RJ O'Connell&.Associates(RJOC) is in receipt of Horsley Witten's(H.W.)peer review letter dated January 16, 2024 as it pertains to their review of the stormwater management design as prepared by RJOC in conjunction with the property owner's plan to redevelop the North Andover Mall. RJOC has summarized below the comments outlined in H.W.'s letter of January 161 followed by a response: Standard 1(a)(i) H.W. Comment:No further action requested. RJOC Response:No response required. Standard 1(a)(ii) H.W. Comment:H.W. recommends that the applicant confirm that the existing outfalls are not causing erosion in the wetland(series A) :RJOC Response: RJOC's wetland consultant,Mr. Tom Liddy, Lucas Environmental, performed a site walk with Ms. Amy Maxner, Conservation Agent, on Friday, January 5,2024. During the course of their walk.,they observed erosion scouring at the outfall of the twin 3 6"RCP drain pipes between wetland flag Nos. A-74 to A-76. As part of the redevelopment improvements planned for the shopping center,the erosion scouring occurring at the outfall of the twin 36"RCP drain pipes will be repaired and stabilized with rip-rap stone. Prior to the repair work being performed, RJOC will submit a sketch plan to the Conservation Commission Agent, Amy Maxner which outlines the planned improvements to stabilize the limits of erosion scouring. Standard 1 (a)(ifi) H.W. Comment:No further action requested. RJOC Response: No response required. Standard 2 (a) H.W. Comment:No further action requested. RJOC Response: No response required. Standard 2(b) H.W. Comment: H.W. recommends that the Applicant review the design and confirm the dimensions of the wet basin spillways are consistent with the HydroCad model. RJOC Response: RJOC has revised the dimensions of the rip-rap spillways to both Wet Basin-I and Wet Basin-2 as shown on Dwg. C-2 titled Grading and Drainage Plan to match the hydrocad design model parameters. Standard 2(c) H.W. Comment:H.W. recommends that the Applicant provide a detail far the proposed drainage channel and check dams in the plan set. RJOC Response: RJOC has prepared and added to Dwg. C-8 titled Miscellaneous Details IV, a detail of the proposed drainage channel and rip-rap splash pad. Standard 2(d) H.W. Comment:A summary of pre-and past-development peak rates and volumes ofstormwater demonstrating no adverse impacts should be provided as part of the narrative. RJOC Response: Section 8.2 titled Post-Redevelopment Hydrological Conditions has been revised to include a paragraph which summarizes the pre and post development peak discharge rate and its impact to the on-site stormwater management system. Standard 3(a) H.W. Comment:No further action requested. RJOC Response:No response required. Standard 4(a) H.W. Comment:H.W. recommends that the.Applicant just ify the use of the 80% TSS removal rate and provide applicable documentation from a third party reviewer supporting the listed TSS removal rate. RJOC Response: Submitted herein is supporting documentation from ConTech(manufacturer of the CDS units)of the TSS removal efficiency rates for each CDS unit. CDS-1 is estimated to provide a net annual TSS removal rate of 90%with CDS-2 providing a TSS removal rate of 87.7%. In addition to the manufacturer's documentation on TSS removal rates, a third-party study(copy submitted herein) performed by the New Jersey Corporation for Advance Technology (NJCAT)in 2010 has concluded that the CDS units planned for the redevelopment of North Andover Mall will provide a TSS removal efficiency rate of 95% (see Pg. 32 of said report). RJOC conservatively estimated the TSS removal efficiency rate of the propriety units at 80%. Standard 4(b) H.W. Comment:H.W. recommends that the Applicant clarify the impervious area directed towards CDS units I and 2. RJOC Response: RJOC submits herein a partial site grading plan which depicts the limit of impervious surface area being treated by each CDS unit(see Dwg. EX-3 titled"CDS Unit Treatment Areas") Standard 4(c) H.W. Comment: The Applicant should clarify the phosphorous removal calculations.A curve for porous pavement was included but not one for the water quality swale. RJOC Response: RJOC has revised the phosphorous removal calculations to provide a performance curve for the water quality swale. Standard 5(a) H.W. Comment:No further action requested. RJOC Response: No response required. Standard 6(a) H.W Comment:No further action requested RJOC Response: No response required. Standard 7(a) H.W. Comment.- This project is a redevelopment and is required to comply with the Stormwater Management Standards to the maximum extent practicable. RJOC Response: RJOC is in agreement with the H.W. comment. Standard 8(a) H.W. Comment.- The Planning Board may choose to require afinal signed SWPPP a minimum of 14 days prior to land disturbance. RJOC Response: The Applicant will accept as a condition of the Special Permit to submit a signed SWPPP 14 days prior to performing land disturbance activities. Standard 8(b) H.W. Comment: H.W. recommends that the Applicant include a more robust erosion control barrier for any work within 25ft of a wetland. Details of all erosion controls practices should be included in the plan set. RJOC Response: The site improvements are planned to be performed in a series of multiple phases. At a minimum the erosion control measures to be implemented adjacent to wetland sensitive areas will consist of a 12"diameter staked compost sock with an entrenched silt fence. For the wetland area adjacent to the perineal stream, in addition to the staked compost sock with entrenched silt fence, a temporary sediment swale will be constructed to divert stormwater runoff from the front parking area to the planned wet basins. Erosion control bmp details are shown on dwg nos. C-5 & C-8. It should be noted that upon receipt of the Contractor's phasing plan,should the need for additional erosion control measures be required to minimize the threat of sands/sediment generated from construction related activities migrating into wetland sensitive areas,,the contractor will be required to implement additional erosion control measures as required by the Erosion Control Monitor and/or Owner. Standard 9(a) H.W. Comment: The Applicant has provided an Operation and Maintenance Plan in Appendix E of the stormwater report. The O&M Plan can be removed from the stormwater Report and be a standalone document for use by the Property Owner. RJOC Response: RJOC is in agreement with the H.W. comment. Standard 9(b) H.W. Comment.-H.W. recommends that the Applicant include an estimated budget within the O&MPlan- :RJOC Response: The O&M plan has been updated to include an annual maintenance budget(refer to Section 6 of the O&M Plan) Standard 9(c) H.W. Comment.-H.W. recommends that the Applicant include a simple sketch within the O&Mplan that is drawn to scale and shows the location o stormwater BMPs in each treatment train along with the )f discharge point. RJOC Response: Appendix"C"of the O&M plan includes a stormwater structure plan (Fig. 1)which identifies the location of both structural and non-structural stonnwater bmp's to be utilized on-site with their respective discharge points shown. Standard 9(d) H.W. Comment:H.W. recommends that the Planning Board reference this document and consider requesting receipt of a signed O&MPlan as a condition of approval. RJOC Response: The Applicant will accept as a condition of the Special Permit to submit a signed copy of the O&M plan to the Planning Department. Standard 10(a) H.W. Comment.- The Applicant has provided an Illicit Discharge Compliance Statement as part of the Operations&Maintenance Plan. The Planning Board may choose to require receipt of a signed statement prior to land disturbance. RJOC Response: The Applicant will accept as a condition of the Special Permit to submit to the Planning Dept. a signed copy of the Illicit Discharge Statement. 100-Year Flood Plain a) H.W. Comment: The volume of water below elevation 26 that is not hydraulically connected to the waterway should not be included as storage. H.W recommends that the applicant confirm it has adequate storage in accordance with 3 1 OCMR 10.5 7. RJOC Response: RJOC has revised the Compensatory Flood Storage calculations to remove the flood storage volume calculated between elevation 22 to elevation 26 that is not hydraulically connected to a waterway. The revised calculations conclude that there is an increase in flood storage volume at each foot interval as compared to the existing site conditions. RJOC Dwgs. FS- I & FS-2 have been revised and resubmitted to the Planning Dept. for the record. b) H.W. Comment.-H.W. recommends that the Applicant redraw the I 00-yearfloodplain under existing and proposed conditions using the more conservative elevation of 33.6 RJOC Response: RJOC has revised the compensatory flood storage calculations to reflect a 100- year flood elevation of 33.6. The revised calculations conclude that there is an increase in flood storage volume at each foot interval as compared to the existing site conditions. RJOC Dwgs. FS- I & FS-2 have been revised and resubmitted to the Planning Dept.for the record. Upon your review of the responses provided herein, should you have any questions and/or comments, please do not hesitate to give me a call to discuss. Sincerely, Rj tCONNEL r LASSIOCIATES Brian P. Dundon, PE Vice President cc**, Normand Martin,,Jim Lamp,Amy Maxner Cl%doNl�fTECH"' ENGINEERED SOLUTIONS CDS ESTIMATED NET ANNUAL SOLIDS LOAD REDUCTION BASED ON THE RATIONAL RAINFALL METHOD NORTH ANDOVER MALL NORTH ANDOVER, MA Area 0.06 ac Unit Site Designation ID&�I Weighted C 0.9 Rainfall Station# 69 tc 6 rniiin CDS Model 1515-3 CDS Treatment Capacity 1.0 cfs Rainfall Percent Rainfall Cumulative Total Flowrate Treated Flowrate Incremental Intensity Volume' Rainfall Volume Removal in/hr °(/°) 0.02 10.2% 10.2% 0.00 1 0.00 9.9 0.04 9.6% 19.8% 0.00 0.00 9.4 0.06 9.4% 29.3% 0.00 0.00 9.2 0.08 7.7% 37.0% 0.00 0.00 7.5 0.10 8.6% 45.6% 0.01 0.01 8.3 0.12 6.3% 51.9% 0.01 0.01 6.1 0.14 4.7% 56.5% 0.01 0.01 4.5 0.16 4.6% 61.2% 0.01 0.01 4.5 0.18 3.5% 64.7% 0.01 0.01 3.4 0.20 4.3% 69.1% 0.01 0.01 4.2 0.25 8.0% 77.1% 0.01 0.01 7.7 0.30 5.6% 82.7% 0.02 0.02 5.4 0.35 4.4% 87.0% 0.02 0.02 4.2 0.40 2.5% 89.5% 0.02 0.02 2.4 0.45 2.5% 92.1% 0.02 0.02 2.4 0.50 1.4% 93.5% 0.03 0.03 1.3 0.75 5.0% 98.5% 0.04 0.04 4.8 1.00 1.0% 99.5% 0.05 0.05 1.0 1.50 0.0% 99.5% 0.08 0.08 0.0 2.00 0.0% 99.5% 0.10 0.10 0.0 3.00 0.5% 100.0% 0.16 0.16 0.4 96.5 Removal Efficiency Adjustment2 = 6.5% Predicted %Annual Rainfall Treated = 93.5% Predicted Net Annual Load Removal Efficiency= 90.0% 1 - Based on 10 years of hourly precipitation data from NCDC Station 770, Boston WSFO AP, Suffolk County, MA 2- Reduction due to use of 60-minute data for a site that has a time of concentration less than 30-minutes. Cl%doNl�fTECH"' ENGINEERED SOLUTIONS CDS ESTIMATED NET ANNUAL SOLIDS LOAD REDUCTION BASED ON THE RATIONAL RAINFALL METHOD NORTH ANDOVER MALL NORTH ANDOVER, MA Area 0.24 ac Unit Site Designation Weighted C 0.9 Rainfall Station# 69 tc 6 rniiin CDS Model 1515-3 CDS Treatment Capacity 1.0 cfs Rainfall Percent Rainfall Cumulative Total Flowrate Treated Flowrate Incremental Intensity Volume' Rainfall Volume Removal in/hr °(/°) 0.02 10.2% 10.2% 0.00 1 0.00 9.9 0.04 9.6% 19.8% 0.01 0.01 9.3 0.06 9.4% 29.3% 0.01 0.01 9.1 0.08 7.7% 37.0% 0.02 0.02 7.4 0.10 8.6% 45.6% 0.02 0.02 8.2 0.12 6.3% 51.9% 0.03 0.03 6.0 0.14 4.7% 56.5% 0.03 0.03 4.4 0.16 4.6% 61.2% 0.03 0.03 4.4 0.18 3.5% 64.7% 0.04 0.04 3.4 0.20 4.3% 69.1% 0.04 0.04 4.1 0.25 8.0% 77.1% 0.05 0.05 7.5 0.30 5.6% 82.7% 0.06 0.06 5.2 0.35 4.4% 87.0% 0.08 0.08 4.0 0.40 2.5% 89.5% 0.09 0.09 2.3 0.45 2.5% 92.1% 0.10 0.10 2.3 0.50 1.4% 93.5% 0.11 0.11 1.2 0.75 5.0% 98.5% 0.16 0.16 4.3 1.00 1.0% 99.5% 0.22 0.22 0.8 1.50 0.0% 99.5% 0.32 0.32 0.0 2.00 0.0% 99.5% 0.43 0.43 0.0 3.00 0.5% 100.0% 0.65 0.65 0.3 94.2 Removal Efficiency Adjustment2 = 6.5% Predicted %Annual Rainfall Treated = 93.5% Predicted Net Annual Load Removal Efficiency= 87.7% 1 - Based on 10 years of hourly precipitation data from NCDC Station 770, Boston WSFO AP, Suffolk County, MA 2- Reduction due to use of 60-minute data for a site that has a time of concentration less than 30-minutes. NJCAT TECHNOLOGY VERIFICATION HIGH EFFICIENCY CONTINUOUS DEFLECTIVE SEPARATOR (CDSO) CONTECH CONSTRUCTION PRODUCTS Inc. January 2010 TABLE OF CONTENTS 1. Introduction 5 -------------------------------------------------------------------------------------------------------------------- 1.1 NJCAT Program--------------------------------------------------------------------------------------------------5 1.2 Interim Certification 6 -------------------------------------------------------------------------------------------- 13 Applicant Profile-------------------------------------------------------------------------------------------------6 1.4 Key Contacts-------------------------------------------------------------------------------------------------------7 2. The High Efficiency CDS----------------------------------------------------------------------------------------------7 3. Technology System Evaluation: Project Plan--------------------------------------------------------------10 3.1 Introduction 10 ------------------------------------------------------------------------------------------------------- 3.2 Site and System Description------------------------------------------------------------------------------ 3.3 Sampling Design ----------------------------------------------------------------------------------------------14 3.4 Particle Size Distribution and Residual Solids Assessment Methods 17 --------------- 3.5 Precipitation Measurement--------------------------------------------------------------------------------19 3.6 Flow Measurement 20 -------------------------------------------------------------------------------------------- 3.7 Stormwater Data Collection Requirements.......................................................21 4. Technology System Performance.--------------------------------------------------------------------------------22 4.1 Data Analysis---------------------------------------------------------------------------------------------------22 4.2 Test Results 32 ------------------------------------------------------------------------------------------------------ 4.3 System Maintenance and Residual Solids Assessment Results-----------------------34 4.4 Summary----------------------------------------------------------------------------------------------------------38 5. Performance Claim Verification 39 ---------------------------------------------------------------------------------- 6. Net Environmental Benefit 40 ------------------------------------------------------------------------------------------ 7. References 40 -------------------------------------------------------------------------------------------------------------------- Appendix A: Individual Storm Events 2 List of Tables Table 1 Analytical methods used for analytical parameters of interest_________________________________________16 Table 2 Instances of contaminated detection in equipment rinsate blank and equipment field blank samples--------------------------------------------------------------------------------------------------------------------------------- 17 Table 3 Comparison of monthly rainfall data between National Weather Service (NWS) cooperative station in Toms River,NJ and Manasquan Savings Bank study site rain gage----------19 Table 4 Rainfall and runoff statistics for sampled events at the Manasquan Savings Bank study site 20 -------------------------------------------------------------------------------------------------------------------------------------------------- Table 5 Percentage of calculated rainfall volumes measured at Manasquan Savings Bank study site 21 -------------------------------------------------------------------------------------------------------------------------------------------------- Table 6 Stormwater data collection requirements results--------------------------------------------------------------22 Table 7 Suspended Solids Event Mean Concentrations (EMCs) for the 19 events sampled at the Manasquan Savings Bank study site----------------------------------------------------------------------------------------------23 Table 8 Total Volatile Suspended Solids Event Mean Concentration (EMCs) for the 19 events sampled at the Manasquan Savings Bank study site----------------------------------------------------------------------24 Table 9 Calculated Parameters (mineral) Event Mean Concentrations (EMCs) for the 19 events sampled at the Manasquan Savings Bank study site______________________________________________________________________25 Table 10 Suspended Solids Event Sum of Loads (SOL) Efficiency Calculations for the 19 events sampled at the Manasquan Savings Bank study site________________------------------------------------------------------ 27 Table 11 Total Volatile Suspended Solids Event Sum of Loads (SOL) Efficiency Calculations for the 19 events sampled at the Manasquan Savings Bank study site..........................................28 Table 12 Calculated Parameters (mineral) Event Sum of Loads (SOL) Efficiency Calculations for the 19 events sampled at the Manasquan Savings Bank study site..........................................29 Table 13 Calculated percentages of material less than 500 µm and 50 µm for the 19 events sampled at the Manasquan Savings Bank study site.....................................................30 Table 14 Calculated percentages of combustible materials that are assumed to be organic in nature for the 19 events sampled at the Manasquan Savings Bank study site........................31 Table 15 Particle size distribution analysis results using ASTM D4464 for events sampled at the Manasquan Savings Bank study site----------------------------------------------------------------------------------------------35 3 List of Figures Figure 1 Schematic Representation of the CDS System------------------------------------------------------------------8 Figure 2 Schematic of an Off-Line CDS Unit.________________ _________ _________ _________ _________ _________ ___________10 Figure 3 Aerial view of Manasquan Savings Bank study area with drainage area outlined----------12 Figure 4 View of front parking lot area of Manasquan Savings Bank study site__________________________13 Figure 5 View of back parking lot area of Manasquan Savings Bank study site--------------------------- 13 Figure 6 Elevation view of High Efficiency CDS unit installed at Manasquan Savings Bank study site----------------- ------------------------------------------------------------------------------------------------------------------------ 14 Figure 7 View of Mobile Monitoring Unit(MMU) installed at the Manasquan Savings Bank studysite-----------------------------------------------------------------------------------------------------------------------------------------15 Figure 8 Top view of cone splitter apparatus prior sample splitting using sieves.........................18 Figure 9 Side view of cone splitter apparatus prior sample splitting using sieves.________________________18 Figure 10 Influent particle size distribution generated using serial filtration covering 6350µm to 1.5µm particle range; dashed line represents mean particle size distribution................................36 Figure 11 Influent PSD generated using serial filtration covering SOOµm to 1.5µm particle range; dashed line represents mean particle size distribution...................................................................37 Figure 12 Comparison of mean influent and effluent particle size distributions generated using serial filtration covering 6350µm to 1.5µm particle size range----------------------------------------------------37 Figure 13 Comparison of mean influent and effluent particle size distributions generated using serial filtration covering SOOµm to 1.5µm particle size range------------------------------------------------------38 4 1. Introduction 1.1 New Jersey Corporation for Advance Technology (NJCAT) Program NJCAT is a not-for-profit corporation to promote in New Jersey the retention and growth of technology-based businesses in emerging fields such as environmental and energy technologies. NJCAT provides innovators with the regulatory, commercial, technological and financial assistance required to bring their ideas to market successfully. Specifically,NJCAT functions to: • Advance policy strategies and regulatory mechanisms to promote technology commercialization; • Identify, evaluate, and recommend specific technologies for which the regulatory and commercialization process should be facilitated; • Facilitate funding and commercial relationships/alliances to bring new technologies to market and new business to the state; and • Assist in the identification of markets and applications for commercialized technologies. The technology verification program specifically encourages collaboration between vendors and users of technology. Through this program, teams of academic and business professionals are formed to implement a comprehensive evaluation of vendor specific performance claims. Thus, suppliers have the competitive edge of an independent third party confirmation of claims. Pursuant to N.J.S.A. 13:1 D-134 et seq. (Energy and Environmental Technology Verification Program) the New Jersey Department of Environmental Protection (NJDEP) and NJCAT have established a Performance Partnership Agreement (PPA) whereby NJCAT performs the technology verification review and NJDEP certifies that the technology meets the regulatory intent and that there is a net beneficial environmental effect of the technology. In addition, NJDEP/NJCAT work in conjunction to develop expedited or more efficient timeframes for review and decision-making of permits or approvals associated with the verified/certified technology. The PPA also requires that: • The NJDEP shall enter into reciprocal environmental technology agreements concerning the evaluation and verification protocols with the United States Environmental Protection Agency, other local required or national environmental agencies, entities or groups in other states and New Jersey for the purpose of encouraging and permitting the reciprocal acceptance of technology data and information concerning the evaluation and verification of energy and environmental technologies; and • The NJDEP shall work closely with the State Treasurer to include in State bid specifications, as deemed appropriate by the State Treasurer, any technology verified under the Energy and Environment Technology Verification Program. 5 1.2 Interim Certification CONTECH Construction Products Inc. (CONTECH) is a leading provider of innovative, long- term, stormwater treatment solutions, offering a variety of products, maintenance, laboratory, and engineering support to meet stormwater treatment needs. CONTECH's patented product, the High Efficiency Continuous Deflective Separator (CDS") unit is a Best Management Practice (BMP) designed to meet federal, state, and local requirements for treating stormwater runoff in compliance with the Clean Water Act. The High Efficiency CDS unit improves the quality of stormwater runoff before it enters receiving waterways through continuous deflective separation and settling to provide enhanced solids removal. (See Section 2 for an additional description of the technology.) CDS Technologies, Inc., now CONTECH, received New Jersey Corporation for Advanced Technology (NJCAT) verification of claims for the CDS in June 2003. This verification was revised in December of 2004 and a Conditional Interim Certification was issued by NJDEP in January of 2005 for the High Efficiency CDS when used as a pre-treatment device. A major condition of this Conditional Interim Certification was the execution of a field evaluation in accordance with the TARP Tier II Protocol (TARP, 2003) and New Jersey Tier II Stormwater Test Requirements Amendments to TARP Tier II Protocol (NJDEP, 2006). Conditional Interim Certification was extended in August of 2007. A Project Plan for the Field Evaluation was completed in November of 2007, resulting in the commencement of monitoring activities. 1.3 Applicant Profile CONTECH offers a range of stormwater treatment products including filtration, hydrodynamic separation, volumetric separation, detention/retention, screening, oil/water separation, and flow control technologies. A knowledgeable team of 200 professionals across the U.S. provide the engineering and customer service support to determine a project's most appropriate stormwater treatment system that meets the requirements of the relevant permitting jurisdiction. At CONTECH's state-of-the-art laboratories, engineers and scientists conduct ongoing research to further the understanding of non-point source pollution and develop practical product solutions. CONTECH helps its customers achieve their water quality goals by providing treatment technologies that remove a variety of pollutants from stormwater runoff. These stormwater treatment products are specifically designed to meet federal, state, and local regulations. Former CONTECH subsidiaries Vortechnics (2004) and Stormwater Management, Inc. (2005) combined to form Stormwater360 (2006), and later became CONTECH Stormwater Solutions, Inc. a division of CONTECH Construction Products Inc. In December 2006, CDS Technologies, Inc. was added into CONTECH's product offerings. 6 CONTECH has four primary regional offices that service their customers. Ohio (Headquarters) Maryland 9025 Centre Pointe Drive, Suite 400 521 Progress Drive, Suite H West Chester, OH 45069 Lithicum, MD 21090 800-395-0608 866-740-3318 Maine Oregon California 200 Enterprise Drive 11835 NE Glenn Widing Dr 3777 Long Beach Blvd., Suite 400 Scarborough, ME 04074 Portland, OR 97220 Long Beach, CA 90807 207-885-9830 866-400-3180 562-264-0701 Key managers of CONTECH are Rick Stepien — President CONTECH Marketing, James Lenhart—Chief Technical Officer, and Frank Birney—Vice President of Stormwater. 1.4 Key Contacts Rhea Weinberg Brekke Richard S. Magee, Sc.D., P.E., BCEE Executive Director Technical Director NJ Corporation for Advanced Technology NJ Corporation for Advanced Technology c/o New Jersey EcoComplex 15 Vultee Drive 1200 Florence Columbus Road Florham Park,NJ 07932 Bordentown, NJ 08505 973-822-1425 609-499-3600 ext. 227 973-879-3056 cell rwbrekkena,n_j cat.ors! rsmat!ee(a,rcn.com Derek Berg Jim Lenhart, P.E. Regional Regulatory Manager Chief Technology Officer CONTECH Construction Products, Inc. CONTECH Construction Products, Inc. 200 Enterprise Drive 11835 NE Glenn Widing Drive Scarborough, Maine 04074 Portland, OR 97220 207-885-9830 866-400-3180 ber2dm(a,contech-cpi.com lenhartj(dcontech-cpi.com 2. The High Efficiency CDS The High Efficiency CDS unit is typically comprised of a manhole that houses flow and screening controls designed around patented, continuous deflective separation technology. Stormwater runoff enters the High Efficiency CDS unit's diversion chamber where the diversion weir guides the flow into the unit's separation chamber and pollutants are removed. The separation and containment chamber consist of a containment sump in the lower section and an upper separation section. Gross pollutants are separated within the chamber using a perforated plate allowing the filtered water to pass through to a volute return system and thence to the outlet pipe. The water and associated pollutants contained within the separation chamber are kept in continuous motion by the energy generated by the incoming flow. This has the effect of 7 preventing the separation plate from being blocked by the gross solids separated from the inflow. The heavier solids ultimately settle into the containment sump. Figure 1 is a schematic representation of the solid separation mechanism of the CDS technology. Detail Section: Inlet 'FJQod By-Paris Outlet Separation Screen From Inlet Y. To Outlet Separation Plan View m ` Figure 1 Schematic Representation of the CDS System The diversion of the stormwater and associated pollutants into a separation chamber overcomes problems associated with the direct filtration systems of conventional gross pollutant traps. The present design of the CDS system utilizes a simple solid diversion unit to divert flows into the separation chamber. The diversion unit is designed to divert all flows into the separation chamber as long as water levels are below the crest level of the diversion unit. As water levels exceed the crest of the diversion unit, some flows would by-pass the CDS system. The crest level of the diversion unit may be adjusted to suit individual installations. The solid separation system consists of a large expanded stainless steel plate which acts as a filter screen with an outer volute outlet passage. The perforations in the separation screen are typically elongated in shape and are aligned with the longer axis in the vertical direction. The size of the elliptical holes can be specified according to performance requirements and typical width of the short axis ranges from 2.4 mm to 4.7 mm. The separation screen is installed in the unit such that the leading edge of each perforation extends into the flow within the containment chamber. Operating Mechanism The essential operational function of the CDS unit is to ensure that the separation screen remains free from blocking by trapped material as the volume of pollutants trapped increases. All flows up to the unit's treatment design capacity enter the separation chamber. Swirl concentration and screen deflection forces direct floatables and solids to the center of the separation chamber, where floatables and neutrally buoyant debris larger than the screen apertures are trapped. Stormwater then moves through the separation screen, over the sediment weir, and exits the unit. The separation screen remains clog free due to continuous deflection. During flow events exceeding the design treatment capacity, the diversion weir bypasses excessive flows around the separation chamber, so captured pollutants will not wash out. Once treated, stormwater is 8 directed to a collection pipe or discharged to an open channel drainage way. For more detailed information about the High Efficiency CDS unit visit www.contechstormwater.com. The screen surface area is of the order of 40-45 times the pipe inlet area. Measurement of screen perforations indicates that the orifice area in the direction perpendicular to the plate is approximately 20% of the total plate area. The radial flow velocity through the screen is thus an order of magnitude less than the pipe inlet velocity. Gross solids are prevented from blocking the separation screen using the significantly higher tangential flow velocity compared to the radial velocity throughout the surface of the separation screen. The flow direction in the outer volute outlet system is opposite to that of the circular motion in the separation chamber. Tangential velocity decreases along the separation screen as well as with depth and decreases from the screen to the center of the separation chamber. The radial velocity distribution is a direct reflection of the distribution of flow through the separation screen. Different inlet conditions can influence distribution of flow through the separation screen and optimization of the CDS unit configuration has been conducted to promote a radial velocity distribution which is consistent with the distribution of tangential velocities along the separation screen. Thus the ratio of tangential to radial velocities is maintained at a high level throughout the surface of the separation screen with both velocities decreasing with increasing distance from the inlet. Gross Solids Separation Solids entering the separation chamber can either be floating or settleable materials with those solids which are larger than the aperture size of the separation screen being prevented from passing through the screen. The trapped material is kept in motion within the separation chamber by the design of the unit which maintains the ratio of tangential to radial velocities necessary to promote the non-blocking mechanism throughout the surface of the separation screen. The settleable material ultimately settles into the containment sump. The floating material that enters the CDS unit (including organic matter which over time absorbs water and eventually sinks, e.g. leaf litter) remains within the separation chamber and circulates at the water surface until the water level drops and inflow ceases. The action of the inflow jet, the shaping of the screen and centrifugal effects tend to concentrate this floating material towards the center of the chamber away from the screen. Fine Solids Separation For solids which are smaller than the aperture size of the separation screen, trapping efficiency will be affected by the ability of the unit in keeping these solids away from the separation screen as they progressively settle into the containment chamber. The trajectory of these fine particles within the separation chamber is defined by the combined effect of fluid velocity within the chamber and the settling velocity of the particles. The likelihood for very fine particles to flow through the separation screen is higher than coarser particles owing to the trajectory of the former being more exposed to the separation screen. Both particle size and its settling velocity have a direct influence on the trapping efficiency of these particles by the CDS unit. 9 Oil and Grease Removal Oil and grease and other total petroleum hydrocarbons (TPHs) are primary water quality constituents of concern from many catchment areas, such as parking areas and highways. CDS units are equipped with a conventional oil baffle to capture and retain oil and grease and TPH pollutants as they are transported through the storm drain system during dry weather (gross spills) and wet weather flows. There are three (3) types of configurations that CDS units are available in to meet the hydraulic and water quality needs of large and small projects. These treatment configurations can have either an internal or external bypass. Figure 2 provides an illustration of a typical off-line CDS unit. StormDull), Storm Bypass .m�� �w S.torni, Dr a �f P 6 � I I Y 7 I l 1�f !Mou 1 ➢ 0 f h 1 ///i„riii,lf'./ 1111�� .,�.,,� ..„ •, �%%/1D//iiolll)li:,/' drr 1�1�1�%//a�� ir.�.,���p�„llJ,laar/�,�, e f � i Yo iy�� a f mistl y et o 1 !� .. r- e Baffle, Screen y" IRWIJ,�(�// 0�„ �' 1 i Ca,t,cle t stillip NN E C e n,o i t,Basket fI�fl Figure 2 Schematic of an Off-Line CDS Unit 3. Technology System Evaluation: Project Plan 3.1 Introduction CDS Technologies, Inc., now CONTECH, received New Jersey Corporation for Advanced Technology (NJCAT) verification of claims for the CDS in June 2003. This verification was 10 revised in December of 2004 and a Conditional Interim Certification (CIC) was issued by NJDEP on January of 2005 for the High Efficiency CDS for 50% TSS removal. A major condition of this Conditional Interim Certification was the execution of a field evaluation in accordance with the TARP Tier II Protocol (TARP, 2003) and New Jersey Tier II Stormwater Test Requirements Amendments to TARP Tier II Protocol (NJDEP, 2006). Conditional Interim Certification was extended in August of 2007. A Project Plan for the Field Evaluation was completed in November of 2007, resulting in the commencement of monitoring activities. 3.2 Site and System Description The Manasquan Savings Bank study site is located in the Borough of Point Pleasant, New Jersey (Lat: N 40.0834, Lon: W 74.07208) approximately 18 feet above sea level and is situated at the northeastern end of Ocean County, New Jersey. The site is located at the intersection of Route 88 and Herbertsville Road. A convenience store and bank currently occupy the site. Based on information provided by the specifying engineer the total drainage area of the site is 1.972 acres, 79% impervious. The contributing drainage area to the High Efficiency CDS installed on site is 0.90 acres. An aerial photo of the Manasquan Savings Bank study site is shown in Figure 3 and photographs of the study site are provided in Figures 4 and 5. Stormwater runoff from the site is directed to a High Efficiency CDS unit model PMSU20_25 (CDS2025) seen in Figure 6, before eventually discharging into the Manasquan River. The unit was installed during redevelopment of the site. The installation was allowed by NJDEP under the Conditional Interim Certification of the High Efficiency CDS. The High Efficiency CDS unit is designed in an on-line configuration with respect to the stormwater conveyance pipe system. The water quality flow rate provided by the specifying engineer for the Manasquan Savings Bank study site is 1.4 cfs, based on the New Jersey Water Quality Design Storm of 1.25 inches over 2 hours. The Model 20_25 High Efficiency CDS unit is rated to treat a maximum water quality flow rate of 1.6 cfs and a peak flow rate of 5.43 cfs. The next smallest CDS Model is only rated for a water quality flow of 1.1 cfs so the Model 20_25 is appropriately sized for this site. Sizing is based on laboratory testing that serves as the basis of the CIC; the testing demonstrated a suspended solids removal rate of 73.7% or greater based on silica sand particles <100µm with a d50 of 63µm. 11 M1;I, I II f r ra r Q % l rr I. pQ r l r ✓ I I�V�,III 1)Y. /,li�hor �'��Y7�%, �J_4fN�Jd/l/O"/rh//%�rrr �^� �N I, I �I II ii/ IJ f l I.. III. lii" I 1 ii � u � (( 11 I; ��f��ir ,:III IIIIIIII illl ,l two", / I r !r% J I o d/i i is r I J ) Ij r y lye„7p°,) J r r/ �� Sr✓1� � � 1 � �� II I I / '���f f f „ I" I Di // s / Y I / l rr ;, rr ;//;///J�n, Nn a ✓, ( V�I 1(,r„ /��o, „<:, ,, � ,, /,<,J� � />%, ;; r��, ,�l' //r,/�/�f ryY � r °JOWN !' /7/� // i v%% %: /i//,//f /ii I r /% ��" /� �/, //ilJfl���''//1N f'� !,i i r%�r/ y///� /%r/ �% l'„,✓ / j )1�/lNy r�(r ������'�ISR �° ��rVpyyr��✓Jai/ / l / r II i/��1,,�',�°�' ai€✓off/ / / / �,/ ///„ /nlli%1 I I I aiir r;r rirr rr„,.�"„.. nr ! I I r I.rr jjjj I j j I r II i 4 r�JfJ�� /i/ , � u��✓fi i-r,,,e,,//���fi�YIN!!, r .,,,:,rc✓crrv//////�G��fi�llll(�/ 0... ,,iia/,rs//����������1kN�uurrrr��r„��r I������llrr��I I I I�I sr ,,... a ro, ,�( Nr. I�........ Figure 3 Aerial view of Manasquan Savings Bank study site with drainage area outlined. 12 Ij / � � 1 r � �Ig � i//" rFF<f�9Y ,,, ���F rn/✓��/'/r�dFrlli�rrdrm /; ( (i p r yr�fHurrv{;IvF➢II/Yg�vi^JIY1yl�ll„f% »m�w,n�i� y1 r61➢r'r �N� I<l� ,rmmn.r,.,.,r r ^ , r ' Zvi �//iio� � ��r,�/✓r!</"blrfJ��jr e�/l r II 'n 7da I'///� �{, !,.z-/ i J.. /g. ,, ;,:'/�/r/l �r-r / (r;;,• � ,,f A / {/✓>a'r,/ c<<,/; ,''i /,r /, /,/ r /, rrr/ f/„ : ,. r I r 1id(k / ,1J •, i ,i,. J, 1J ,,CO!r rr rJ rf rrr�rr/Irirrrfifinlfin>lrrti�iiUi/v, //�// /�' !!d/!/!//%/Ol%%%///////////%/ /�� :✓l/ //�� „�����/ /r l / r » 1 , r / / Y r r I / // / / / / H rl � �rrror�r� / / 11 / i r r / ll r 1 r f rr , rr / 1 1 1 r 1 I III I J JIDJ 1 � / / / / / � l 1 �1 l _1 r/r � r r� r, ll r� ,ria.»ry,Jitof i�//�r✓rri�iiiicrrf///r/r ,,:;��py"fir//!1J//!�/rnu/brr������ L I; //r �,,,,:w r'�r,� ,. (Oo#„, srr,, ri» /yU,r1,�a„ ,:/i r,o, c /t ✓ i�+yr//f J o%Y�r�l' r ,.a7fQ„rr,f ,�i r, in//I�r63 /rfn /c ,„ „ .;` ,flrY,il ✓ „ ,., ,,, ,, °d/� ,i oi�-Uii ..,,� ,, ,,; ;✓, /l„ ,l,/� „c; / / F / / / /, r". 1,.lr`k�'I/N l;- o /, ,,,.. ,,. ,,. ,„ , /. ;,r,:;, ;-, r� i,+r / �: >, � ray,. , r ,r fi ,n / � fir,.. » r' r ll y r � r / ✓ r ✓ / // r,,,, //G� /,, �/ ✓ f r f r r r r,,, r, l .,. I ,I rr l / lr r��l � ,+ + ,/ o / r f r r r / W J, 101 l l„/r.. r, ,, r „,..,.✓//r. ,ll,,//// ,.,r/ ,:: ,/,.%r ,1�;- i,.,,,1, -, d..r r r,r ,.. r.. ,,,.. .,.., ..,r ri i / /✓ 1 r i r I / 1 i „r r ll, a- jf r Il 1.+� di,dG�,.�����,..>///✓l r�,,/r�.�lrl/�ac/ �,�('�d'Y��i,,vi,,,,,, ,:,rr�IIVU�Yr�,.,,Yl�� ,.�r�<,1� �...,,..�i���1(� r„/.,rc M,I,r, ,, ,,�,.,�Jl,.rt. r,.0 �, .,. ,. OW Figure ,, Figure 4 View of front parking lot area of Manasquan Savings Bank study site rrrrr///iiirrr /r )riJ7 � �r,,, �%%%%%//%/r�„' J JN199U1r�3rm�,nnn✓int�l,r r I �A, �; + � ^�'a�' F�,�, ,„... � �µ o, / � � r e d' , D�rGlprm � v; I r, du uuuum� a r I i i Figure 5 View of back parking lot area of Manasquan Savings Bank study site 13 MH RISER 24'"o MANHOLE GOVER SEPARATION ,& i�rzAME (41-20) C,HAMBER Top E . 18- `40 .......... 2 4 RC'P OUTLJET'PIPE' NINV. 13.72' FIBERGLASS 31—4" SEPARATION ......................................................................... CYLINDER & tNLE I" FL(TW SECTION ................................................. SEU]ON VIEW 6, VIEW (S,HMEET 3) (SHEET 3) 24" IIRCP I F SEPARATION INLET PIPE s%�5,EDIMIENT WEIR INV� 1172' 31, SCREEN 5, DUDW ------------------------ POEw. INVERT SEPARATION 21""0 S UMP Pi PI AATE )PENING (TYP) 24' INSERT s I I GA, STAINI ESS ,,TEE I... SEPARATION PLATE' 8'" A 6` 2,41"0 ...............15"o, P N YJ EW Figure 6 Elevation view of High Efficiency CDS unit installed at Manasquan Savings Bank study site 3.3 Sampling Design The equipment and sampling techniques used for this study are in accordance with the Project Plan (CONTECH, 2007) developed by CONTECH in consultation with NJDEP and NJCAT under the TARP Tier 11 Stormwater Protocol (TARP, 2003) and New Jersey Tier 11 Stormwater Test Requirements Amendments to TARP Tier 11 Protocol (NJDEP, 2006). CONTECH personnel were responsible for the installation, operation, and maintenance of the sampling equipment. Sovereign Consulting was utilized for sample retrieval, system reset, and sample submittal activities. Water sample processing and analysis was performed by NJAL and Test America. A general overview of the methodology is provided. A mobile monitoring unit (MMU) was provided, installed, maintained, and operated by CONTECH for sampling purposes. The MMU is a towable, fully enclosed, self-contained stormwater monitoring system specially designed and built by CONTECH for remote, extended- deployment stormwater monitoring. The design allows for remote control of sampling equipment, eliminates confined space entry requirements, and streamlines the sample pickup and data collection process. The MMU is shown in Figure 7. 14 ,Y „rcl i,. �,',,,,. „/ Y�///rU'/v,.,; ", �:,,�✓U �,:,,c r/;,r rl ,i ,,;';; �Ji,/r„: r� �/1 1.f�,..a r�lVl /J ��. (,ld/IIrr, ti��;,J�1„, /1/n- rJ/r;:,� .. ,/ r rJ, I /cl�,J A ��r�, r1� 1� ;6 r%' l,✓ J/, %�J���f,�>�j�;�f1 dry ,,;, ✓/ ,o ,rt r � ,o / ,o, ;� e✓1/I,c,g.. l'r'"/,r�nYlr1U f, Y,��;/..'.,,: �, i ,,, r✓�1��" dJ e�1/,; / r` .< % J / r r r it r r f'I i r I N v, JU1WVw;cNyG r„/v r J o„ f )l�fil9Jlr/I>'i/111f�J�llJJlll>rl11�r JM3�i�Il�G1ft��fV NJ 4 �, ,o r �p��p��fIIII �YJfi� „19110 uuuuuuu uum 'Gu d�utJ�»»yr I uuuU io�9il,', m, " fi Figure 7 View of Mobile Monitoring Unit (MMU) installed at the Manasquan Savings Bank study site Influent and effluent samples were collected using individual ISCO 6712 Portable Automated Samplers configured for standard, individual, round, wide-mouth sample bottles with HDPE bottles in the 1 through 12 positions for discrete sample collection. The samplers were connected to individual 12VDC deep cycle power supplies recharged by a solar panel. The effluent sampler was equipped with an ISCO 750 Area Velocity Flow Module with a Low Profile Area Velocity Flow Sensor for flow analysis and effluent sample pacing. Sample pacing was based upon effluent flow readings by using a paired sampler configuration though the use of an ISCO SPA 1026 cable. Each sampler was also connected to an ISCO SPA 1489 Digital Cell Phone Modem to allow for remote communication and data access. Rainfall was analyzed with 0.01-in resolution with a Texas Electronics TR-4 tipping bucket-type rain gauge. The sample intake from each automated sampler pump was connected to a stainless steel sample strainer (9/16"' diameter, 6" length, with multiple 1/4" openings) via a length of 3/8" ID Acutech Duality FEP/LDPE tubing. Sample strainers and the effluent flow sensor were mounted to the invert of the influent/effluent pipes using stainless steel spring rings. The sample collection program input into each automated sampler was a two-part program developed to maximize the number of water quality samples collected as well as the coverage of the storm event. Influent and effluent sample collection programs were configured to collect two 500-mL aliquots per bottle spread between up to 12 1-L HDPE bottles. Samplers were 15 programmed to enable and start the sample collection program when flow conditions exceeded 5 gpm. Once enabled, the sampling equipment collected samples on a volume-paced basis allowing the specified pacing volume to pass before taking a sample. Pacing volumes were calculated for each storm event based on the predicted depth of precipitation in order to satisfy storm event coverage requirements. Upon the collection of samples following a precipitation event, CONTECH personnel remotely communicated with the automated sampling equipment to confirm sample collection and dispatch personnel from Sovereign to retrieve the samples and reset the automated sampling equipment. Samples were delivered to NJAL by Sovereign using cold transport and accompanied by chain-of-custody documentation. At the direction of CONTECH personnel, sample bottles were combined by NJAL to create composite samples through identification of those bottles best representing the storm event based upon the storm event hydrograph. Selected sample bottles were thoroughly shaken and emptied into a cone splitter with a 2000 micron sieve on top to remove particles greater than 2000µm to ensure proper operation of the cone splitter (USGS, 1980). Table 1 Analytical methods used for analytical parameters of interest Parameter Analytical Method Suspended Sediment Conc. (SSC) ASTM D3977 Total Suspended Solids (TSS-SM) SM2540 D Total Suspended Solids (TSS-EPA) EPA 160.2 Total Volatile Suspended Solids (TVSS) SM 2540G Particle Size Distribution ASTM D4464 As per the Project Plan, the following quality control samples were used to assess the quality of both field sampling and analytical activities: equipment rinsate blanks, equipment field blanks, method blank, and duplicate analysis. Sample processing blank samples were not taken. Except for solids analyses that employ the use of the whole sample volume (SSC), all method blanks and duplicate analyses were handled by NJAL. Since solids analyses that employ the use of whole sample volume (SSC) consume the entire sample volume, replicate samples were prepared in place of duplicate samples and analyzed to allow the assessment of analytical accuracy. The results of equipment rinsate blanks, equipment blanks, and sample processing blanks are shown in Table 2 accompanied by associated decisions and action items for instances of detection. 16 Table 2 Instances of contaminant detection in equipment rinsate blank and equipment field blank samples Date Blank e Detections (mg/L) Action % of Sample Pairs Affected 04/15/08 Rinsate None 0 09/18/08 Field None 0 Disqualify TVSS(<SOµm) 21% TVSS results TVSS(<SOOµm) 16% 01/29/08 Field TVSS 0.9 <4.5 mg/L for o events since TVSS(<2000µm) 5/o last QC Blank. TVSS(>2000µm) 21% 3.4 Particle Size Distribution and Residual Solids Assessment Methods Two methods of evaluating influent particle size were used for this project. The first method, laser diffraction, was used in accordance with the TARP Tier II Protocol. The second method was a serial filtration process that was utilized for every storm event sampled. The serial filtration method is a direct measurement of particle size by mass whereas indirect methods such as Laser Diffraction and the electrical sensing zone method (Coulter Principle) convert counted data points into mass by way of assumptions regarding particle shape and density (CONTECH, 2004). For each storm event sampled, samples were poured through a 2000µm sieve prior to being split with a cone splitter as seen in Figure 6. Subsamples intended for SSC (<50[tm) and SSC (<500um) analysis were passed through SOµm and SOOµmsieves respectively prior to analysis, as seen in Figure 8 and 9. Results were obtained for SSC, SSC (>2000µm), SSC (<20OOgm), SSC (<500µm), and SSC (<50[tm). Results for SSC (>2000[tm) and SSC were calculated. SSC (>2000µm) was calculated using the estimated volume of the sample used for the composite and the mass of material retained by the 2000µm sieve. SSC was equal to the sum of SSC (>20OOgm) and SSC (<2000µm). The use of 2000µm and SOµm sieves to bracket the sand fraction is based upon the USDA particle size distribution system. Residual solids captured by the system were assessed at the end of the monitoring phase of the project. The assessment involved the estimation of captured material found inside the system and the collection of a 20 liter composite sample of the residual solids. The composite sample of residual solids was homogenized by hand and representatively sampled for analysis. Subsamples were analyzed to determine moisture content, bulk density, and particle size distribution using hydrometer and sieve techniques. Results were used to characterize and determine the dry mass of captured residual solids. 17 uuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuu uuuuuuuuuuuuuuuuu VI�Va��l� 4'l f f uuuuuuVVVV V�uuuiuiuuuuuuuuuuUlu,m s o uuuu r t ''f I � � ��J)��!N��1111(IIIIIIIIIIII�Jf IIIII h u If �� IIIV IIIIII IIIIIIIIIIIIIIIIII IIIII IIIIII III III IIIIII uuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuuu 'r I IIII IIIIIIIIIII IIIIII�II IIIIIIIIIIIIIIIIII IIIII IIIIII III IIIIIIIII Figure 8 Top view of cone splitter apparatus prior sample splitting using sieves ill �l� 1 , I / / o , , of o 11 Figure 9 Side view of cone splitter apparatus prior to sample splitting using sieves 18 3.5 Precipitation Measurement Rainfall was measured with a Texas Electronics TR-4 tipping bucket-type rain gauge. The rain gage was connected to the ISCO 6712 programmed to record the total number of tips (0.01 inch per tip) every 5 minutes. A comparison of data collected during the monitoring period to data from a National Weather Service (NWS) cooperative station in Toms River, NJ (about 12 miles south of Point Pleasant) on a monthly basis indicated that the rain gauge was working properly during the monitoring period (Table 3). A comparison of the Toms River rain gauge monthly totals to monthly normal totals shows that rainfall in the area was below normal in October (2007), November (2007), January (2008), April (2008), June (2008), July (2008), August (2008), and October (2008). Rainfall was noticeably above normal in December (2007), February(2008) and September(2008). Table 3 Comparison of monthly rainfall data between National Weather Service (NWS) cooperative station in Toms River, NJ and Manasquan Savings Bank study site rain gage MSB NCDC Toms Monthly normal Month rain River rain gage Percent of normal totals gage (in.) � (1977-2000) (in.) October(2007) -- 2.6 73 3.6 November(2007) 2.0 1.9 46 4.1 December(2007) 6.1 6.8 167 4.1 January (2008) 2.2 2.6 61 4.2 February (2008) 5.3 5.6 168 3.4 March (2008) 4.5 4.8 110 4.3 April (2008) 2.2 1.5 37 4.0 May (2008) 4.6 4.9 118 4.2 June (2008) 3.8 2.6 73 3.5 July (2008) 3.0 3.2 70 4.6 August (2008) 1.3 2.9 58 5.0 September(2008) 3.9 8.5 214 4.0 October(2008) 2.1 1.6 46 3.6 November(2008) 5.0 4.6 114 4.1 A total of 19 qualifying storm events were successfully sampled during the monitoring period between January of 2008 and November of 2008. Collection of storm events commenced after the review and conditional approval of the Project Plan by project stake holders. Storm event durations ranged from 2.58 hours to 27.08 hours, rainfall depth for sampled events ranged from 0.31 to 3.20 inches, and 15 and 30 minute maximum intensities were 2.44 and 1.74 inches/hour respectively. Based on the drainage area provided by the specifying engineer of 0.90 acres the calculated total rainfall volume ranged from 7575 to 78,199 gallons (Table 4). 19 Table 4 Rainfall and runoff statistics for sampled events at the Manasquan Savings Bank study site. Event ID Duration of storm Total P15 P30 Total rainfall event(hours) rainfall (in.) (in/hr) (in/hr) volume (gal) MSB011008 1125 0.50 0.16 0.52 12219 MSB011308 10.08 0.63 0.32 0.46 15395 MSB011708 15.08 0.70 0.24 0.30 17106 MSB020108 9.08 1.22 0.40 0.62 29813 MSB040408 27.00 0.57 0.24 0.24 13929 MSB050908 23.58 1.21 0.36 0.40 29569 MSB051208 18.08 0.97 0.28 0.38 23704 MSB052708 2.58 0.39 0.52 0.66 9530 MSB053108 21.58 0.31 0.52 0.26 7576 MSB060408 10.83 0.85 0.64 0.90 20772 MSB061408 10.58 0.57 1.12 0.56 13929 MSB061508 21.08 0.92 2.44 1.74 22482 MSB070508 21.08 0.88 0.80 0.88 21505 MSB072408 8.08 1.14 1.44 0.80 27858 MSB081408 27.08 0.85 0.76 0.46 20772 MSB092508 15.08 3.20 1.40 1.38 78199 MSB111508 25.33 0.97 0.28 0.26 23704 MSB112508 14.83 0.97 0.16 0.30 23704 MSB113008 32.08 1.46 0.36 0.50 35678 3.6 Flow Measurement An ISCO 750 Area Velocity Flow Module with a Low Profile Area Velocity Flow Sensor was used to measure flow and pace sample collection. Level measurements were adjusted by applying corrections that reflected differences between recorded and measured water surface elevations in the effluent pipe where the ISCO flow sensor was installed. On average 78 percent of the calculated total rainfall volume was measured as runoff for the events monitored (Table 5). 20 Table 5 Percentage of calculated rainfall runoff volumes measured at Manasquan Savings Bank study site Event n ID Event depth Influent volume Total rainfall volume Percent runoff (in) (gal) (gal) (%) MSB011008 0.50 8275 12219 68 MSB011308 0.63 10530 15395 68 MSB011708 0.70 9487 17106 55 MSB020108 1.22 30508 29813 102 MSB040408 0.57 4740 13929 34 MSB050908 1.21 13134 29569 44 MSB051208 0.97 10050 23704 42 MSB052708 0.39 7915 9530 83 MSB053108 0.31 10153 7576 134 MSB060408 0.85 24003 20772 116 MSB061408 0.57 13560 13929 97 MSB061508 0.92 15465 22482 69 MSB070508 0.92 24748 22482 110 MSB072408 1.14 28963 27858 104 MSB081408 0.85 19781 20772 95 MSB092508 3.20 65868 78199 84 MSB 111508 0.97 15806 23704 67 MSB112508 0.97 11707 23704 49 MSB 113008 1.46 24187 35678 68 3.7 Stormwater Data Collection Requirements Of the 19 qualifying storm events sampled between January of 2008 and November of 2008: 1) the total rainfall was greater than 0.1 inch for all storm events sampled, 2) the minimum inter- event period was greater than 12 hours for all storm events sampled, 3) flow-weighted composite samples covered a minimum of 70% of total storm flow for all storm events sampled, 4) the average number of samples collected per storm event was 11, 5) the total sampled rainfall was 18.35 inches, 6) three events exceeded 75% of the design treatment capacity, and 6) TSS- SM, TSS-EPA, and SSC data were collected for all storm events sampled. All but two of the events qualified to strict interpretation of the stormwater data collection requirements as per New Jersey Tier II Stormwater Test Requirements Amendments to TARP Tier II Protocol (NJDEP, 2006) and the NJDEP interpretation of TARP (2003), Table 6. For the storm events in question, MSB040408 and MSB072408, less than 6 samples were collected but storm event coverage was greater than 90%. Considering the very small margin separating these events from qualification, they were deemed qualified based upon best professional judgment. 21 Table 6 Stormwater data collection requirements results Coverage Number Event Antecedent Influent Peak Percent Event ID (nearest of depth dry period volume now of hyd. 10%) samples (in.) (hr) (gal) (gpm) design M) MSB011008 70 6 0.50 734 8275 241 34 MSB011308 70 8 0.63 53 10530 162 23 MSB011708 90 9 0.70 64 9487 113 16 MSB020108 80 24 1.22 49 30508 209 29 MSB040408 >90 5 0.57 45 4740 66 9 MSB050908 70 9 1.21 235 13134 132 18 MSB051208 80 8 0.97 51 10050 103 14 MSB052708 90 9 0.39 12 7915 353 49 MSB053108 90 9 0.31 81 10153 238 33 MSB060408 >90 22 0.85 69 24003 339 47 MSB061408 >90 14 0.57 228 13560 436 61 MSB061508 >90 9 0.92 12 15465 743 103 MSB070508 >90 8 0.92 89.6 24748 363 51 MSB072408 >90 5 1.14 84.8 28963 620 86 MSB081408 90 6 0.85 14.8 19781 349 49 MSB092508 >90 21 3.20 304 65868 619 86 MSB 111508 >90 10 0.97 33 15806 145 20 MSB 112508 >90 8 0.97 212 11707 57 8 MSB 113008 >90 14 1.46 114 24187 158 22 4. Technology System Performance 41 Data Analysis Of the 19 storm events captured between January of 2008 and November of 2008, data verification and validation did not lead to the outright disqualification of any events due to obvious monitoring, handling, or analytical errors, or the substantial exceedance of the design operating parameters. However, some instances were encountered that suggested the disqualification or separation of select analytical results from the data set. Some monitoring error was encountered in the form of equipment contamination as discussed in the Sampling Design section. This suggests the disqualification of a portion of the Total Volatile Suspended Solids (TVSS) data as well as calculated parameters that utilize TVSS data according to Table 2. Disqualification of either an influent or effluent result resulted in the elimination of the paired data from the final data set. Event mean concentrations (EMCs) from influent and effluent samples are summarized in Table 7, 8, and 9. 22 Table 7 Suspended Solids Event Mean Concentrations (EMCs) for the 19 events sampled at the Manasquan Savings Bank study site TSS-SM TSS-EPA SSC SSC SSC SSC Event ID (<2000pm) (<2000Nm) SSC (>2000pm) (<2000Nm) (<500Pm) (<50Pm) (m9/1) (m9/1) (mg/1) (m9/1) (mg/1) (m9/1) (mg/1) Influent Effluent Influent Effluent Influent Effluent Influent Effluent Influent Effluent Influent Effluent Influent Effluent MSB011008 180.0 40.0 130.0 30.0 1360.0 40.3 367.0 2.5 993.0 40.3 397.0 40.3 55.7 26.9 MSB011308 60.0 10.0 50.0 10.0 760.0 13.2 381.0 4.1 379.0 13.2 101.0 13.0 26.2 12.8 MSB011708 60.0 30.0 60.0 40.0 178.0 36.5 25.5 4.4 152.0 36.5 81.1 35.7 44.2 35.5 MSB020108 60.0 50.0 60.0 50.0 152.0 65.3 42.7 11.1 109.0 54.2 70.0 43.4 56.6 51.6 MSB040408 310.0 2.9 40.0 10.0 341.0 2.4 NT NT 341.0 2.4 99.7 2.9 26.5 2.9 MSB050908 56 21 48 21 78.7 23.3 24.7 0.2 54 23.3 27.7 23.8 4.8 7.6 MSB051208 41 6 32 8.7 50.6 9.3 15.7 0.2 34.9 9.3 10.2 6.3 4.6 3.7 MSB052708 68 32 60 34.7 74.5 40.7 7 2.4 67.5 38.3 40.5 29.6 14.3 7.5 MSB053108 154 43.2 141 41 188.5 41.1 27.7 0.27 160.8 40.8 60 30.3 20.8 12.8 MSB060408 24.3 9 23.3 7.7 27.7 10.5 0.8 0.6 26.9 9.9 17.4 5.3 6 7.3 MSB061408 718 84 658 51 710.7 74.7 25.2 4.4 685.5 70.3 508.E 41.6 125.1 32.8 MSB061508 304 40 298 37 299.5 55.9 11 0.1 288.5 55.9 241 29.5 72.6 11.8 MSB070508 271 26 232 25.5 241.9 30.3 3.9 0.38 238 29.9 158 13.6 52.4 6.8 MSB072408 458.7 46 427 43.3 500 49.7 8.6 6.71 491.1 43 256.2 24.2 74.4 9.4 MSB081408 657 48 468.5 41 598 42.5 55.2 0.2 542.8 42.3 271.2 31.9 50 14.2 MSB092508 2259 13.8 2075 12.7 6995 22.5 845 0.1 6150 22.5 2558 9.1 16.2 4.7 MSB111508 75.5 25.1 46.6 17 113 21.8 41.1 0.1 71.9 21.7 21.4 9.3 11.6 7.2 MSB112508 29.4 2.5 20.5 2.5 38.9 3.8 14.2 0.1 24.7 3.7 9.2 1.4 ND ND MSB113008 519 16.8 348 16.7 381.8 15.7 25.5 0.1 356.3 15.6 178.E 7.6 56.1 5.1 Min 24.3 2.5 20.5 2.5 27.7 2.4 0.8 0.1 24.7 2.4 9.2 1.4 4.6 2.9 Max 2259.0 84.0 2075.0 51.0 6995.0 74.7 845.0 11.1 6150.0 70•3 2558.0 43.4 125.1 51.6 Median 154.0 26.0 60.0 25.5 241.9 30.3 25.4 0.3 238.0 29.9 99.7 23.8 35.4 8.5 Mean 331.8 28.8 274.E 26.3 688.9 31.6 106.8 2.1 587.7 30.2 268.8 21.0 39.9 14.5 ND=Non-detect NT Not Tested 23 Table 8 Total Volatile Suspended Solids Event Mean Concentrations (EMCs) for the 19 events sampled at the Manasquan Savings Bank study site TVSS TVSS TVSS TVSS Event ID (>2000pm) (<2000pm) (<500pm) (<50pm) TVSS (mgll) (mgll) (mgll) (mgll) (mgll) Influent Effluent Influent Effluent Influent Effluent Influent Effluent Influent Effluent MS13011008 NT NT 90.7 17.3 46.5 19.2 20.9 11.5 NT NT MSB011308 NT NT 41.1 7.3 21.2 7.2 12.2 7.1 NT NT MS13011708 NT NT 29.0 15.1 23.8 14.8 17.4 14.7 NT NT MSB020108 NT NT 25.9 20.7 24.3 16.8 21.1 19.8 NT NT MSB040408 NT NT 24.9 2.4 19.9 2.9 11.8 2.9 NT NT MSB050908 23.4 0.2 35.4 14.8 16.4 12.7 5.1 3.6 58.8 14.8 MSB051208 14.4 0.2 28 9.3 8.8 8.5 6.4 5.2 42.4 9.3 MSB052708 6.6 2.3 40.3 19.9 23 15.6 6.6 2.6 46.9 22.2 MSB053108 9.6 0.3 100.8 22 30.1 14.5 6.6 6 110.4 22.3 MSB060408 0.8 0.6 13.9 6.8 8.9 3.4 3.2 1.4 14.7 7.4 MSB061408 22.9 4 284.5 32.8 207.E 18 38.6 12.4 307.4 36.8 MSB061508 8.7 0.1 119 23.9 91.8 10.7 20.2 4.1 127.7 23.9 MSB070508 3.5 0.3 106 11.9 58.3 6.3 15.4 2.7 109 12.2 MSB072408 8.6 5.7 220.2 43 106.4 24.2 23.6 9.4 229 49 MSB081408 39.6 0.2 235.2 13.2 94.4 11.6 3.2 6.1 274.8 13.4 MSB092508 QC DQ QC DQ 67.2 9.1 QC DQ QC DQ QC DQ QC DQ 97.4 9.2 MSB111508 QC DQ QC DQ 44.8 10.9 10.3 4.8 QC DQ QC DQ 69 11 MSB112508 QC DQ QC DQ QC DQ QC DQ QC DQ QC DQ QC DQ QC DQ 21 2.9 MSB113008 QC DQ QC DQ 145.6 6.2 QC DQ QC DQ QC DQ QC DQ 171.1 6.3 Min 0.8 0.1 13.9 2.4 8.8 2.9 3.2 1.4 14.7 2.9 Max 39.6 5.7 284.5 43.0 207.E 24.2 38.6 19.8 307.4 49.0 Median 9.2 0.3 56.0 14.0 24.1 12.2 12.2 6.0 103.2 12.8 Mean 13.8 1.4 91.8 15.9 49.5 11.9 14.2 7.3 120.0 17.2 NT=Not Tested QC DQ=Quality Control Disqualification 24 Table 9 Calculated Parameters (mineral) Event Mean Concentrations (EMCs) for the 19 events sampled at the Manasquan Savings Bank study site Coarse Solids Sand Silt Event ID (mineral) (mineral) (mineral) (material>2000um) (material 2000um to 50um) (material<50um) (mg/1) (mg/1) (mg/1) Influent Effluent Influent Effluent Influent Effluent MS13011008 NT NT 868.0 2.4 35.0 15.0 MS13011308 NT NT 324.0 1.8 14.0 6.0 MS13011708 NT NT 96.0 1.6 27.0 21.0 MSB020108 NT NT 48.0 1.4 36.0 32.0 MSB040408 NT NT 301.0 2.9 14.7 2.9 MSB050908 1.3 0.2 19 4.5 1.7 4 MSB051208 1.3 0.2 8.7 2.3 ND ND MSB052708 0.4 0.1 19.5 13.5 7.7 4.9 MSB053108 18.1 0.1 45.8 12 14.2 6.8 MSB060408 ND ND 10.2 0.6 2.8 5.9 MSB061408 2.3 0.4 314.5 17.1 86.5 20.4 MSB061508 2.3 0.1 117.1 24.3 52.4 7.7 MSB070508 ND ND 95 13.9 37 4.1 MSB072408 0 1.01 220.1 0 50.8 0 MSB081408 15.6 0.2 260.8 21 46.8 8.1 MSB092508 QC DQ QC DQ QC DQ QC DQ QC DQ QC DQ MS13111508 QC DQ QC DQ 20.9 5.1 QC DQ QC DQ MS13112508 QC DQ QC DQ QC DQ QC DQ QC DQ QC DQ MS13113008 QC DQ QC DQ QC DQ QC DQ QC DQ QC DQ Min 0.0 0.1 8.7 0.0 1.7 0.0 Max 18.1 1.0 868.0 24.3 86.5 32.0 Median 1.8 0.2 95.5 3.7 31.0 6.4 Mean 5.2 0.3 173.0 7.8 30.5 9.9 ND=Non-detect NT=Not Tested QC DQ=Quality Control Disqualification 25 Using SSC (<500 µm) and SSC (<50 µm) EMC results the percent of corresponding SSC (<2000 µm) EMC results was calculated. The calculated percentages of corresponding SSC (<20OOgm) EMC results indicates the portion of material that are less than 500 µm and 50 µm in size and are summarized in Table 13. Using TVSS EMC results the percent of corresponding SSC results was calculated. The calculated percentages of corresponding SSC (<20OOgm) results indicate the portion of material that is less than 500 µm and 50 µm in size and are summarized in Table 14. Appendix A details system performance on an individual storm basis (discrete removal efficiency) using the Washington State Department of Ecology "individual storm reduction in pollutant concentration" method (WADOE, 2002 method #1)—the performance of the system over the course of a single storm event based upon EMC. Hydrograph and rainfall data from the events are also shown in Appendix A. In order to determine if data was normally or log-normally distributed the Kolmogorov-Smirnov test was used. EMCs for all parameters analyzed were tested. Influent EMCs for SSC (<50gm), TVSS, TVSS (>20OOgm), TVSS (<50gm), and Silt (mineral)were normally distributed. Effluent EMCs for SSC, TVSS, SSC (<2000[tm), SSC (<500gm), TVSS (<2000[tm), TVSS (<500gm), TVSS (<50gm), TSS-SM (<2000[tm), and TSS-EPA (<2000[tm) were normally distributed. Influent EMCs for Sand (mineral), SSC, SSC (>20OOgm), SSC (<20OOgm), SSC (<500gm), TVSS (<20OOgm), TVSS (<500gm), and TSS-SM (<20OOgm) were log normally distributed. Effluent EMCs for Coarse Solids (mineral) and SSC (>20OOgm) were log-normally distributed. Non-parametric statistical methods were used to evaluate correlations and differences between influent and effluent EMCs since influent and effluent EMCs were generally not from the same statistical distribution. To test for positive correlations between influent and effluent EMCs, the Spearman Rank Order Correlation test was used (USGS, 1991). To evaluate the significance of differences between influent and effluent EMCs, the Mann-Whitney Rank Sum Test was used (USGS, 1991). For the Mann-Whitney Rank Sum Test the null hypothesis was that the two samples were not drawn from populations with different medians. A significant difference between influent and effluent EMCs was concluded when P<0.05. Performance was calculated using the summation of loads (SOL) method. The SOL method defines the efficiency as a percentage based on the ratio of the summation of all incoming loads to the summation of all outlet loads. The SOL method assumes: 1) monitoring data accurately represents the actual entire total loads in and out of the BMP for a period long enough to overshadow any temporary storage or export of pollutants and 2) any significant storm events that were not monitored had a ratio of inlet to outlet loads similar to the storm events that were monitored (URS/ EPA 1999). Sum of Loads (SOL) Efficiency Calculations for the 19 events sampled at the Manasquan Savings Bank study are summarized in Tables 10, 11, and 12. Detectible concentrations were observed for all parameters analyzed except for SSC (<50gm) for the MSB092508 event, Coarse Solids (mineral) for the MSB060408 and MSB070508 events, and Silt (mineral) for the MSB051208 event. For values that were reported as non-detect no substitutions were made for statistical testing or calculation of event loads. 26 Table 10 Suspended Solids Event Sum of Loads (SOL) Efficiency Calculations for the 19 events sampled at the Manasquan Savings Bank study site TSS-SM SSC SSC SSC (<2000pm) TSS-EPA SSC SSC (<2000pm) (<500pm) (<50pm) Event ID (kg) (kg)(<2000�am) (kg) (kg)(>2000Nm) (kg) (kg) (kg) Influent Effluent Influent Effluent Influent Effluent Influent Effluent Influent Effluent Influent Effluent Influent Effluent MSB011008 5.6 1.3 4.1 0.9 42.6 1.3 11.5 0.1 31.1 1.3 12.4 1.3 1.7 0.8 MSB011308 2.4 0.4 2.0 0.4 30.3 0.5 15.2 0.2 15.1 0.5 4.0 0.5 1.0 0.5 MSB011708 2.2 1.1 2.2 1.4 6.4 1.3 0.9 0.2 5.5 1.3 2.9 1.3 1.6 1.3 MSB020108 6.9 5.8 6.9 5.8 17.6 7.5 4.9 1.3 12.6 6.3 8.1 5.0 6.5 6.0 MSB040408 5.6 0.1 0.7 0.2 6.1 0.0 NT NT 6.1 0.0 1.8 0.1 0.5 0.1 MSB050908 2.8 1.0 2.4 1.0 3.9 1.2 1.2 0.0 2.7 1.2 1.4 1.2 0.2 0.4 MSB051208 1.6 0.2 1.2 0.3 1.9 0.4 0.6 0.0 1.3 0.4 0.4 0.2 0.2 0.1 MSB052708 2.0 1.0 1.8 1.0 2.2 1.2 0.2 0.1 2.0 1.1 1.2 0.9 0.4 0.2 MSB053108 5.9 1.7 5.4 1.6 7.2 1.6 1.1 0.0 6.2 1.6 2.3 1.2 0.8 0.5 MSB060408 2.2 0.8 2.1 0.7 2.5 1.0 0.1 0.1 2.4 0.9 1.6 0.5 0.5 0.7 MSB061408 36.9 4.3 33.8 2.6 36.5 3.8 1.3 0.2 35.2 3.6 26.1 2.1 6.4 1.7 MSB061508 17.8 2.3 17.4 2.2 17.5 3.3 0.6 0.0 16.9 3.3 14.1 1.7 4.2 0.7 MSB070508 25.4 2.4 21.7 2.4 22.7 2.8 0.4 0.0 22.3 2.8 14.8 1.3 4.9 0.6 MSB072408 50.3 5.0 46.8 4.7 54.8 5.4 0.9 0.7 53.8 4.7 28.1 2.7 8.2 1.0 MSB081408 49.2 3.6 35.1 3.1 44.8 3.2 4.1 0.0 40.6 3.2 20.3 2.4 3.7 1.1 MSB092508 563.2 3.4 517.3 3.2 1743.9 5.6 210.7 0.0 1533.3 5.6 637.7 2.3 4.0 1.2 MSB111508 4.5 1.5 2.8 1.0 6.8 1.3 2.5 0.0 4.3 1.3 1.3 0.6 0.7 0.4 MSB112508 1.3 0.1 0.9 0.1 1.7 0.2 0.6 0.0 1.1 0.2 0.4 0.1 ND ND MSB113008 47.5 1.5 31.9 1.5 35.0 1.4 2.3 0.0 32.6 1.4 16.4 0.7 5.1 0.5 Total 833.2 37.6 736.5 34.2 2084.4 43.0 259.2 2.9 1825.1 40.6 795.3 25.8 50.9 17.7 SOL Efficiency 95 95 98 99 98 97 65 ND=Non-detect NT Not Tested 27 Table 11 Total Volatile Suspended Solids Event Sum of Loads (SOL) Efficiency Calculations for the 19 events sampled at the Manasquan Savings Bank study site TVSS TVSS TVSS TVSS TVSS Event ID (>2000pm) (<2000pm) (<500Nm) (<50Nm) (kg) (kg) (kg) (kg) (kg) Influent Effluent Influent Effluent Influent Effluent Influent Effluent Influent Effluent MS13011008 NT NT 2.8 0.5 1.5 0.6 0.7 0.4 NT NT MS13011308 NT NT 1.6 0.3 0.8 0.3 0.5 0.3 NT NT MS13011708 NT NT 1.0 0.5 0.9 0.5 0.6 0.5 NT NT MSB020108 NT NT 3.0 2.4 2.8 1.9 2.4 2.3 NT NT MSB040408 NT NT 0.4 0.0 0.4 0.1 0.2 0.1 NT NT MSB050908 1.2 0.0 1.8 0.7 0.8 0.6 0.3 0.2 2.9 0.7 MSB051208 0.5 0.0 1.1 0.4 0.3 0.3 0.2 0.2 1.6 0.4 MSB052708 0.2 0.1 1.2 0.6 0.7 0.5 0.2 0.1 1.4 0.7 MSB053108 0.4 0.0 3.9 0.8 1.2 0.6 0.3 0.2 4.2 0.9 MSB060408 0.1 0.1 1.3 0.6 0.8 0.3 0.3 0.1 1.3 0.7 MSB061408 1.2 0.2 14.6 1.7 10.7 0.9 2.0 0.6 15.8 1.9 MSB061508 0.5 0.0 7.0 1.4 5.4 0.6 1.2 0.2 7.5 1.4 MSB070508 0.3 0.0 9.9 1.1 5.5 0.6 1.4 0.3 10.2 1.1 MSB072408 0.9 0.6 24.1 4.7 11.7 2.7 2.6 1.0 25.1 5.4 MSB081408 3.0 0.0 17.6 1.0 7.1 0.9 0.2 0.5 20.6 1.0 MSB092508 QC DQ QC DQ 16.8 2.3 QC DQ QC DQ QC DQ QC DQ 24.3 2.3 MSB111508 QC DQ QC DQ 2.7 0.7 0.6 0.3 QC DQ QC DQ 4.1 0.7 MSB112508 QC DQ QC DQ QC DQ QC DQ QC DQ QC DQ QC DQ QC DQ 0.9 0.1 MSB113008 QC DQ QC DQ 13.3 0.6 QC DQ QC DQ QC DQ QC DQ 15.7 0.6 Total 8.3 1.0 124.1 20.3 51.0 11.6 13.1 6.9 135.7 17.7 SOL Efficiency 88 84 77 47 87 NT=Not Tested QC DQ=Quality Control Disqualification 28 Table 12 Calculated Parameters (mineral) Event Sum of Loads (SOL) Efficiency Calculations for the 19 events sampled at the Manasquan Savings Bank study site Coarse Solids Sand Silt Event ID (mineral) (mineral) (mineral) (kg) (kg) (kg) Influent Effluent Influent Effluent Influent Effluent MS6011008 NT NT 27.2 0.1 1.1 0.5 MS6011308 NT NT 12.9 0.1 0.6 0.2 MS6011708 NT NT 3.4 0.1 1.0 0.8 MS6020108 NT NT 5.5 0.2 4.2 3.7 MSB040408 NT NT 5.4 0.1 0.3 0.1 MS6050908 0.1 0.0 0.9 0.2 0.1 0.2 MSB051208 0.0 0.0 0.3 0.1 ND ND MSB052708 0.0 0.0 0.6 0.4 0.2 0.1 MSB053108 0.7 0.0 1.8 0.5 0.5 0.3 MS6060408 ND ND 0.9 0.1 0.3 0.5 MS6061408 0.1 0.0 16.1 0.9 4.4 1.0 MS6061508 0.1 0.0 6.9 1.4 3.1 0.5 MS6070508 ND ND 8.9 1.3 3.5 0.4 MS6072408 0.0 0.1 24.1 0.0 5.6 0.0 MS6081408 1.2 0.0 19.5 1.6 3.5 0.6 MS6092508 QC DQ QC DQ QC DQ QC DQ QC DQ QC DQ MS6111508 QC DQ QC DQ 1.3 0.3 QC DQ QC DQ MS6112508 QC DQ QC DQ QC DQ QC DQ QC DQ QC DQ MS6113008 QC DQ QC DQ QC DQ QC DQ QC DQ QC DQ Total 2.2 0.2 135.8 7.1 28.2 8.8 SOL Efficiency 92 95 69 ND=Non-detect NT=Not Tested QC DQ=Quality Control Disqualification 29 Table 13 Calculated percentages of material less than 500 µm and 50 µm for the 19 events sampled at the Manasquan Savings Bank study site Event ID SSC(<500-um)(mgll)/ SSC(<50-um)(mg/l)/ SSC(<2000-um)(mg/I) SSC(<2000-um)(mgll) Influent Effluent Influent Effluent MSB011008 40% 100% 6% 67% MSB011308 27% 98% 7% 97% MSB011708 53% 98% 29% 97% MSB020108 64% 80% 52% 95% MSB040408 29% 121% 8% 125% MSB050908 51% 102% 9% 33% MSB051208 29% 68% 13% 40% MSB052708 60% 77% 21% 20% MSB053108 37% 74% 13% 31% MSB060408 65% 54% 22% 74% MSB061408 74% 59% 18% 47% MSB061508 84% 53% 25% 21% MSB070508 66% 45% 22% 23% MSB072408 52% 56% 15% 22% MSB081408 50% 75% 9% 34% MSB092508 42% 40% 0% 21% MSB111508 30% 43% 16% 33% MSB112508 37% 38% ND ND MSB113008 50% 49% 16% 33% Min 27% 38% 0% 20% Max 84% 121% 52% 125% Median 50% 68% 15% 33% Mean 50% 70% 17% 51% ND=Non-detect 30 Table 14 Calculated percentages of combustible materials that are assumed to be organic in nature for the 19 events sampled at the Manasquan Savings Bank study site Event ID TVSS (<2000-um) (mg/1) TVSS (<500-um)(mg/1) TVSS (<50-um)(mg/1) TVSS (>2000-um) (mg/1) TVSS(mg/1)1 SSC m /I 1 SSC <2000-um m 11 1 SSC <500-um m 11 1 SSC <50-um m 11 1 SSC >2000-um (mg/1) ( g ) ( )( g ) ( )( g ) ( )( g ) ( ) Influent Effluent Influent Effluent Influent Effluent Influent Effluent Influent Effluent MS13011008 9% 43% 12% 48% 38% 43% NT NT NT NT MS13011308 11% 56% 21% 56% 47% 56% NT NT NT NT MS13011708 19% 41% 29% 41% 39% 41% NT NT NT NT MSB020108 24% 38% 35% 39% 37% 38% NT NT NT NT MSB040408 7% 100% 20% 100% 45% 100% NT NT NT NT MSB050908 66% 64% 59% 53% 106% 47% 95% 100% 75% 64% MSB051208 80% 100% 86% 135% 139% 141% 92% 100% 84% 100% MSB052708 60% 52% 57% 53% 46% 35% 94% 96% 63% 55% MSB053108 63% 54% 50% 48% 32% 47% 35% 111% 59% 54% MSB060408 52% 69% 51% 64% 53% 19% 100% 100% 53% 70% MSB061408 42% 47% 41% 43% 31% 38% 91% 91% 43% 49% MSB061508 41% 43% 38% 36% 28% 35% 79% 100% 43% 43% MSB070508 45% 40% 37% 46% 29% 40% 90% 79% 45% 40% MSB072408 45% 100% 42% 100% 32% 100% 100% 85% 46% 99% MSB081408 43% 31% 35% 36% 6% 43% 72% 100% 46% 32% MSB092508 1% 40% QC DQ QC DQ QC DQ QC DQ QC DQ QC DQ 1% 41% MS13111508 62% 50% 48% 52% QC DQ QC DQ QC DQ QC DQ 61% 50% MS13112508 QC DQ QC DQ QC DQ QC DQ QC DQ QC DQ QC DQ QC DQ 54% 76% MS13113008 41% 40% QC DQ QC DQ QC DQ QC DQ QC DQ QC DQ 45% 40% Min 1% 31% 12% 36% 6% 19% 35% 79% 1% 32% Max 80% 100% 86% 135% 139% 141% 100% 111% 84% 100% Median 42% 48% 39% 50% 38% 43% 91% 100% 50% 52% Mean 39% 56% 41% 59% 47% 55% 85% 96% 51% 58% NT=Not Tested QC DQ=Quality Control Disqualification 31 4.2 Test Results Based on the use of the Spearman Rank Order correlation, test positive correlations (P<0.05) were determined between influent and effluent EMCs for TVSS, SSC (<50[tm), TVSS (<500µm), TVSS (<50µm), and TSS-EPA (<2000µm). The concentration of influent and effluent sample pairs tended to increase together. Based on the use of the Mann-Whitney Rank Sum test the difference in the median values between the influent and effluent EMCs is greater than would be expected by chance; there is a statistically significant difference (P< 0.05) for all parameters analyzed. Suspended Solids Parameters Influent EMCs for TSS-SM (<2000µm) ranged from 24.3 mg/1 to 2259.0 mg/1 with a median of 154.0 mg/1 and a mean of 331.8 mg/1. Corresponding effluent EMCs ranged from 2.5 mg/1 to 84.0 mg/1 with a median of 26.0 mg/1 and a mean of 28.8 mg/1. Total event loadings for the study were 833.2 kg at the influent and 37.6 kg at the effluent sampling location, resulting in an overall removal efficiency of 95%. Influent EMCs for SSC (<20OOgm) ranged from 24.7 mg/1 to 6150.0 mg/1 with a median of 238.0 mg/1 and a mean of 587.7 mg/1. Corresponding effluent EMCs ranged from 2.4 mg/1 to 70.3 mg/1 with a median of 29.9 mg/1 and a mean of 30.2 mg/l. Total event loadings for the study were 1825.1 kg at the influent and 40.6 kg at the effluent sampling location, resulting in an overall removal efficiency of 98 %. In general, the relationship between TSS-SM (<20OOgm) and SSC (<20OOgm) was determined to be positive based on the linear regression results for both influent (RZ =0.9) and effluent (R2 =0.91) EMCs. The ratio of TSS-SM (<20OOgm) to SSC (<20OOgm) EMCs ranged from 0.2 to 1.5 with a median of 1.0 for the influent compared to a range from 0.6 to 1.2 with a median of 0.9 for the effluent. Influent EMCs for TSS-EPA (<20OOgm) ranged from 20.5 mg/1 to 2075.0 mg/1 with a median of 60.0 mg/1 and a mean of 274.E mg/1. Corresponding effluent EMCs ranged from 2.5 mg/1 to 51.0 mg/1 with a median of 25.5 mg/1 and a mean of 26.3 mg/1. Total event loadings for the study were 736.5 kg at the influent and 34.2 kg at the effluent sampling location, resulting in an overall removal efficiency of 95%. Influent EMCs for SSC ranged from 27.7 mg/1 to 6995.0 mg/1 with a median of 241.9 mg/1 and a mean of 688.9 mg/l. Corresponding effluent EMCs ranged from 2.4 mg/1 to 74.7 mg/1 with a median of 30.3 mg/1 and a mean of 31.6 mg/l. Total event loadings for the study were 2084.4 kg at the influent and 43.0 kg at the effluent sampling location, resulting in an overall removal efficiency of 98%. Influent EMCs for SSC (>20OOgm) ranged from 0.8 mg/1 to 845.0 mg/1 with a median of 25.4 mg/1 and a mean of 106.8 mg/1. Corresponding effluent EMCs ranged from 0.1 mg/1 to 11.1 mg/1 with a median of 0.3 mg/1 and a mean of 2.1 mg/l. Total event loadings for the study were 259.2 32 kg at the influent and 2.9 kg at the effluent sampling location, resulting in an overall removal efficiency of 99%. Influent EMCs for SSC (<500µm) ranged from 9.2 mg/1 to 2558.0 mg/1 with a median of 99.7 mg/1 and a mean of 268.8 mg/1. Corresponding effluent EMCs ranged from 1.4 mg/1 to 43.4 mg/1 with a median of 23.8 mg/1 and a mean of 21.0 mg/1. Total event loadings for the study were 795.3 kg at the influent and 25.8 kg at the effluent sampling location, resulting in an overall removal efficiency of 97%. For each storm event the percent of SSC (<2000 µm) represented by SSC (<500 µm) was calculated. Influent and effluent median percentages of SSC (<20OOgm) were 50% and 68% respectively. The percentage of corresponding SSC (<2000[Lm) results indicates the portion of material that are less than SOOµm in size. Influent EMCs for SSC (<50gm) ranged from 4.6 mg/1 to 125.1 mg/1 with a median of 35.4 mg/1 and a mean of 39.9 mg/1. Corresponding effluent EMCs ranged from 2.9 mg/1 to 51.6 mg/1 with a median of 8.5 mg/1 and a mean of 14.5 mg/1. Total event loadings for the study were 50.9 kg at the influent and 17.7 kg at the effluent sampling location, resulting in an overall removal efficiency of 65 %. For each storm event the percent of SSC (<2000 µm) represented by SSC (<50 µm) was calculated. Influent and effluent median percentages of SSC (<20OOgm) were 15% and 33% respectively. The percentage of corresponding SSC (<20OOgm) results indicates the portion of materials that are less than SOµm in size. Volatile Suspended Solids Parameters Influent EMCs for TVSS (>2000[tm) ranged from 0.8 mg/1 and 39.6 mg/1 with a median of 9.2 mg/1 and a mean of 13.8 mg/1. Corresponding effluent EMCs ranged from 0.1 mg/1 to 5.7 mg/1 with a median of 0.3 mg/1 and a mean of 1.4 mg/1. Total event loadings for the study were 83 kg at the influent and 1.0 kg at the effluent sampling location, resulting in an overall removal efficiency of 88%. For each storm event the percent of SSC (>2000 µm) represented by TVSS (>20OOgm) was calculated. Influent and effluent median percentages of SSC (>2000[tm) were 91% and 100% respectively. Percentage of corresponding SSC (>20OOgm) results indicates the percent of combustible materials that are assumed to be organic in nature. Influent EMCs for TVSS ranged from 14.7 mg/1 and 307.4 mg/1 with a median of 103.2 mg/1 and a mean of 120.0 mg/l. Corresponding effluent EMCs ranged from 2.9 mg/1 to 49.0 mg/1 with a median of 12.8 mg/1 and a mean of 17.2 mg/l. Total event loadings for the study were 135.7 kg at the influent and 17.7 kg at the effluent sampling location, resulting in an overall removal efficiency of 87%. For each storm event the percent of SSC represented by TVSS was calculated. Influent and effluent median percentages of SSC were 50% and 52% respectively. Percentage of corresponding SSC results indicates the percent of combustible materials that are assumed to be organic in nature. Influent EMCs for TVSS (<20OOgm) ranged from 284.5 mg/1 and 13.9 mg/1 with a median of 56.0 mg/1 and a mean of 91.8 mg/l. Corresponding effluent EMCs ranged from 2.4 mg/1 to 43.0 mg/1 with a median of 14.0 mg/1 and a mean of 15.9 mg/1. Total event loadings for the study were 124.1 kg at the influent and 20.3 kg at the effluent sampling location, resulting in an overall removal efficiency of 84%. For each storm event the percent of SSC (<2000 µm) represented by 33 TVSS (<20OOgm) was calculated. Influent and effluent median percentages of SSC (<20OOgm) were 42% and 48% respectively. Percentage of corresponding SSC (<20OOgm) results indicates the percent of combustible materials that are assumed to be organic in nature. Influent EMCs for TVSS (<500[tm) ranged from 207.E mg/1 and 8.8 mg/1 with a median of 24.1 mg/1 and a mean of 49.5 mg/1. Corresponding effluent EMCs ranged from 24.2 mg/1 to 2.9 mg/1 with a median of 122 mg/1 and a mean of 11.9 mg/1. Total event loadings for the study were 5 1.0 kg at the influent and 11.6 kg at the effluent sampling location, resulting in an overall removal efficiency of 77%. For each storm event the percent of SSC (<500 µm) represented by TVSS (<500 µm) was calculated. Influent and effluent median percentages of SSC (<500gm) were 39% and 50% respectively. Percentage of corresponding SSC (<500gm) results indicates the percent of combustible materials that are assumed to be organic in nature. Influent EMCs for TVSS (<50gm) ranged from 3.2 mg/1 and 38.6 mg/1 with a median of 12.2 mg/1 and a mean of 14.2 mg/L Corresponding effluent EMCs ranged from 1.4 mg/1 to 19.8 mg/1 with a median of 6.0 mg/1 and a mean of 7.3 mg/1. Total event loadings for the study were 13.1 kg at the influent and 69 kg at the effluent sampling location, resulting in an overall removal efficiency of 47%. For each storm event the percent of SSC (<50 µm) represented by TVSS (<50 µm) was calculated. Influent and effluent median percentages of SSC (<50[tm) were 38% and 43% respectively. Percentage of corresponding SSC (<50gm) results indicates the percent of combustible materials that are assumed to be organic in nature. Additional Parameters Influent EMCs for Coarse Solids (mineral) ranged from 0.00 mg/1 and 18.1 mg/1 with a median of 1.8 mg/1 and a mean of 5.2 mg/L Corresponding effluent EMCs ranged from 0.1 mg/1 to 1.0 mg/1 with a median 0.2 mg/1 and a mean of 0.3 mg/1. Total event loadings for the study were 22 kg at the influent and 0.2 kg at the effluent sampling location, resulting in an overall removal efficiency of 92%. Influent EMCs for Sand (mineral) ranged from 8.7 mg/1 and 868.0 mg/1 with a median of 95.5 mg/1 and a mean of 173.0 mg/l. Corresponding effluent EMCs ranged from 0.0 mg/1 to 24.3 mg/1 with a median of 3.7 mg/1 and a mean of 7.8 mg/l. Total event loadings for the study were 135.8 kg at the influent and 7.1 kg at the effluent sampling location, resulting in an overall removal efficiency of 95%. Influent EMCs for Silt (mineral) ranged from 1.7 mg/1 and 86.5 mg/1 with a median of 31.0 mg/1 and a mean of 30.5 mg/1. Corresponding effluent EMCs ranged from 0.0 mg/1 to 32.0 mg/1 with a median of 6.4 mg/1 and a mean of 9.9 mg/l. Total event loadings for the study were 28.2 kg at the influent and 8.8 kg at the effluent sampling location, resulting in an overall removal efficiency of 69%. 4.3 System Maintenance and Residual Solids Assessment Results Inspection of the CDS system in April 2008 revealed that a substantial volume of leaf litter had accumulated in the separation chamber. A vactor truck was contracted to remove this material 34 from the separation chamber on April, 15, 2008. Upon removal of the leaf litter it was determined that the remainder of the system did not require maintenance. At the conclusion of the monitoring period in January 2009 a vactor truck was contracted to remove all contents from the CDS system. Prior to this maintenance event on January 13, 2009 samples were collected from the separation chamber, sediment sump and annulus area for evaluation. In order to safely enter the system a vactor truck was used to dewater the system. Following the dewatering of the system, multiple sediment samples were collected of materials contained in the system and depth measurements taken. Sediment samples were combined into a composite sample. Subsamples were then collected from this composite and analyzed for bulk density and particle size distribution. Prior to particle size distribution analysis the subsample was passed through a 2000µm sieve in an effort to isolate soil separates. Particle size analysis of materials <2000µm revealed that the total solids portion of materials contained in the system had a sand texture (USDA classification). The mass of materials contained in the system was estimated using depth measurements and bulk density results. The mass of materials contained in the system included material removed during both the maintenance inspection performed on April 15, 2008 and final maintenance performed on January 13, 2009. The estimated total dry mass of materials contained in the system, after dewatering, was approximately 1300 kg (2860 lbs). Approximately 8% of the of the mass was located in the annulus area outside of the separation chamber, approximately 51% of the mass was located in the treatment chamber, and approximately 41% of the mass was located in the sump of the unit. The accuracy of the estimated mass of materials contained in the system should be considered limited, due to the non uniform distribution of materials contained in the system as well as the unaccounted for material removed by the vactor truck during the dewatering process. Particle Size Distribution Analysis Results The particle size distribution (PSD) results obtained using the Laser Diffraction method are summarized in Table 15. Results suggest the average d50 is greater than 100µm for both influent and effluent sampling locations for all three events submitted for analysis. These results are supported by the observed (TSS-EPA, TSS-SM, and SSC<2000µm) removal efficiency of greater than 90%, which suggests the presence of a substantial mass of coarse solids and a d50 greater than 100 µm. Table 15 Particle size distribution analysis results using ASTM D4464 for events sampled at the Manasquan Savings Bank study site Event ID SAND SILT CLAY d50 Influent Effluent Influent Effluent Influent Effluent Influent Effluent MSB051208A 99.17 97.82 0.83 2.18 0.00 0.00 1315.63 1163.59 MSB061408A 50.49 66.54 47.11 31.67 2.40 1.80 76.38 392.77 MSB 111508A 76.93 67.47 22.11 31.15 0.96 1.38 582.00 412.15 Median 76.93 67.47 22.11 31.15 0.96 1.38 582.00 412.15 Mean 75.53 77.28 23.35 21.67 1.12 1.06 658.00 656.17 35 Influent particle size distribution (PSD) obtained using the serial filtration method covering the 6350µm to 1.5µm particle size range suggests that the average d50 is greater than 100µm for all of the events captured to date, as shown in Figure 10. The upper size limit of 6350µm is approximately equal to the sample strainer opening. It is assumed that particles larger then the opening will not be sampled. The lower size limit of 1.5 µm is equal to the pore size of filters used by the analytical laboratory for solids analysis. Serial filtration particle size distribution results are also supported by observed solids (TSS-EPA, TSS-SM, and SSC <2000um removal efficiency rates of greater than 90%, which suggests the presence of a substantial mass of coarse solids and a d50 greater than 100pm. 110 100 _ M 80 N cn 60 H 50 40 E 30 Cn C 20 ,: 7/4 i 10 ' o 0.1 1 10 100 1000 10000 Particle Diameter(um) Figure 10 Influent particle size distribution generated using serial filtration covering 6350µm to 1.5µm particle size range; dashed line represents mean particle size distribution Influent particle size distribution (PSD) obtained using the serial filtration method covering the 5 00 µm to 1.5 µm particle size range reflect an average d50 that is less than 100 µm for all the events captured to date, as seen in Figure 11. 36 110 100 v 90 80 .N 70 Cn 60 / H 50 / 40 Cn / }' 20 CD U a� 10 a 0.1 1 10 100 1000 10000 Particle Diameter(um) Figure 11 Influent PSD generated using serial filtration covering 500µm to 1.5µm particle size range; dashed line represents mean particle size distribution Influent and effluent mean particle size distributions were compared using data obtained using serial filtration covering the 6350µm to 1.5µm particle size range, as seen in Figure 12. Plotted results indicate that the d50 values were greater than 100µm for the influent sampling location and less than 100µm at the effluent sampling location. 110 100 CD 90 Influent Effluent / 80 N 70 ._ 60 / H50 - 00e L as 40 / E 30 20 CD i 10 / 0 0.1 1 10 100 1000 10000 Particle Diameter(um) Figure 12 Comparison of mean influent and effluent particle size distributions generated using serial filtration covering 6350µm to 1.5µm particle size range 37 Influent and effluent mean particle size distributions were compared using data obtained using serial filtration covering the 500µm to 1.5 µm particle size range, as seen in Figure 13. Plotted results indicate that the d50 values were less than 100µm for both the influent sampling location and the effluent sampling location. 4.4 Summary Between January of 2008 and November of 2008, 19 storm events were monitored and were determined to meet the storm data collection requirements as per New Jersey Tier II Stormwater Test Requirements Amendments to TARP Tier II Protocol (NJDEP, 2006) and the NJDEP interpretation of TARP (2003). Total rainfall depth for qualified events was 18.35 inches and three events exceeded 75% of the design treatment capacity, thus satisfying TARP Tier II and NJDEP completeness criteria. Significant reductions for suspended solids loads were observed between influent and effluent sampling locations: SSC (<20OOgm) 98%, TSS-SM (<2000gm) 95%, TSS-EPA (<2000gm) 95%, SSC (<500gm) 97%, and SSC (<50gm) 65%. The positive capture of solids by the system was verified as part of the residual solids assessment during both the maintenance inspection as well as the final maintenance. Comparison of the estimated mass of material contained in the system to calculated loads using water quality results was determined to be within the realm of expectations for the study. 110 100 Influent v 90 -- Effluent 80 70 , .N 60 cv H 50 L / 40 c� 30 20 i 10 a o 0.1 1 10 100 1000 10000 Particle Diameter(um) Figure 13 Comparison of mean influent and effluent particle size distributions generated using serial filtration covering 500µm to 1.5µm particle size range 38 5. Performance Claim verification Given that the performance standard is based on TSS-SM, and TSS-SM removal efficiency results for this study are associated with suspended solids with a d50 greater than 100µm, the review of additional data was required to further understand removal efficiency results. In general, removal efficiency results in excess of 90% are not typical for a flow through gravity separation technology but are within the realm of expected performance associated with observed influent TSS-SM EMCs with a d50 greater than 100µm. In an effort to isolate suspended sediment removal efficiency based on specific particle size ranges, SSC samples were sieved prior to analysis. The particle size ranges that were isolated for this study include 6350µm to 1.5 µm, 2000 µm to 1.5 µm, 5 00 µm to 1.5 µm, and 5 0 µm to 1.5 µm. The isolation of suspended solids removal efficiency based on particles 500µm to 1.5 µm with d50 less than 100µm and particles between 50µm and 1.5 µm with a d50 less than 50µm resulted in an overall removal efficiency of 97% and 65% respectively. The use of these results is proposed to confirm favorable removal of solids and in order to satisfy the site qualification requirements (d50< 100um) as per New Jersey Tier II Stormwater Test Requirements Amendments to TARP Tier II Protocol (NJDEP, 2006) and the NJDEP interpretation of TARP (2003). Additionally, these results demonstrate performance greater than 60% removal (65% SSC<50µm) of suspended solids with a d50 less than 50µm. Past research has concluded that when coarse particles are not present results obtained with the SSC method differ very little from results obtained using the TSS method (Gray et al 2000, Guo 2006), so results of the SSC<50um analysis are expected to be representative of TSS results. Focusing on finer solids fractions also reduces the potential for bias towards the sampling of coarse mineral solids using accepted sampling techniques. Finer mineral particles smaller than 50µm (Silt (mineral)) are generally expected to be more or less uniformly distributed throughout the water column. In addition to SSC, removal efficiency based on mineral particles smaller than 50µm was isolated. Silt (mineral) results were calculated by subtracting the volatile suspended solids results (TVSS (<50gm)) composed of combustible materials assumed to be organic in nature from the suspended solids results (SSC (<50gm)). Removal efficiency based on Silt (Mineral) results resulted in an overall removal efficiency of 69%. Recognizing the potential of a limited number of storm events to dominate sum of loads performance efficiency calculations, storm events with TSS-SM (<2000gm) EMCs less than 500 mg/1 were segregated from the data set and evaluated. Significant reductions for suspended solids loads were observed between influent and effluent sampling locations: SSC (<2000[tm) 85%, TSS-SM (<20OOgm) 82%, TSS-EPA (<2000[tm) 80%, SSC (<500gm) 81%, SSC (<50gm) 58%, and Silt (mineral) 65%. The primary purpose of this project was to document High Efficiency CDS system performance with respect to suspended solids removal and quantify performance in accordance with the TARP Protocol for Stormwater Best Management Practice Demonstrations and NJDEP Tier II monitoring requirements. 39 The High Efficiency CDS unit model PMSU20-25 (CDS2025) installed online at the Manasquan Savings Bank study site sized based on the New Jersey Water Quality Design Storm to treat a maximum water quality flow rate of 1.6 cfs and a peak flow of 5.43 cfs demonstrated significant suspended solids removal including greater than 60% removal of suspended solids with a d50 less than 50gm. The CDS2025 also demonstrated the ability to remove greater than 80% of stormwater solids when the influent particle size distribution is predominantly sand sized particles (50-2000 microns). 6. Net Environmental Benefit The High Efficiency CDS unit requires no input of raw material, has no moving parts and therefore uses no water or energy other than that provided by stormwater runoff. During the I I- month monitoring period the mass of materials captured and retained by the High Efficiency CDS unit was approximately 1300 kg (2860 lbs). This material would otherwise have been released to the environment during runoff producing rain events. 7. References CONTECH Stormwater Solutions Inc.(CONTECH) (2007). Quality Assurance Project Plan for Manasquan Savings Bank High Efficiency CDS6 Model PMSU20-25 Field Evaluation Portland, Oregon. Gray, J.R., Glysson, D.G., Turcios, M. L., and Schwarz, E.G. (2000). Comparability of Suspended-Sediment Concentration and Total Suspended Solids Data. U.S. Geological Survey Investigations Report 00-4191. Available Online: http://water.usgs.gov/osw/pubs/WRIR00-4191.pdf New Jersey Department of Environmental Protection (NJDEP). (2006). New Jersey Tier 11 Stormwater Test Requirements—Amendments to TARP Tier 11 Protocol. Trenton, New Jersey. Available online: http://www.state.nj.us/dep/dsr/bscit/NJStormwater TierILpdf Technology Acceptance and Reciprocity Partnership (TARP). (2003). The Technology Acceptance Reciprocity Partnership Protocol for Stormwater Best Management Practice Demonstrations. Harrisburg, Pennsylvania. Available online: http://www.dep.state.pa.us/dep/deputate/Pollprev/techservices/tarp/pdffiles/Tier2protocoI.pdf United States Environmental Protection Agency (USEPA). (2002). Urban Stormwater BMP Performance Monitoring: A Guidance Manual for Meeting the National Stormwater BMP Database Requirements (EPA-821-B-02-001). Washington, D.C. Available Online: http://epa.gov/waterscience/stormwater/montcomplete.pdf U.S. Geological Survey (USGS). (1980). Water Resources Division by Office of Water Quality (OWQ) Technical Memorandum No. 80.17 40 U.S. Geological Survey (USGS). (1991) U.S. Geological Survey, Techniques of Water- Resources Investigations Reston, Virginia: D.R. Helsel and R.M. Hirsch CONTECH Stormwater Solutions Inc. (CONTECH) (2004) A Comparison of Methods to Determine the Particle Size Distribution of Solids in Stormwater Samples. Portland, Oregon. URS Greiner Woodward Clyde, Urban Drainage and Flood Control District, Urban Water Resources Research Council (UWRRC) of ASCE, Office of Water US Environmental Protection Agency (URS/EPA) (1999). Development of Performance Measures Task 3.1 — Technical Memorandum Determining Urban Stormwater Best Management Practice (BMP) Removal Efficiencies. Washington, D.C. Rutgers, The State University of New Jersey Department of Civil and Environmental Engineering,New Jersey Department of Environmental Protection Division of Science, Research and Technology. (Rutgers/NJDEP) (2006). Correlation of Total Suspended Solids (TSS) and Suspended Sediment Concentration (SSC) Test Methods: Trenton, New Jersey: Q1zhong (George) Guo. 41 APPENDIX A INDIVIDUAL STORM REPORTS 42 Gener I Information Site: Manasquan Savings Bank,(31378), Point Pleasant, NJ System Description: CDS PMSU20_25HE(40.5 ft2 sediment storage capacity,design 1.6 cfs) Event Date: 01/13/08 Date of Last Maintenance: 10/29/07 Antecedent Conditions: 53 hours since last rain event,0.11" Total Precipitation (in): 0.63 Peak Flow(gpm): 162(23%of design) Total Runoff Volume(gal): 10530 Vol.Coverage(nearest 10%): 70 Event Hydrograph - Effluent Q + Sample Set Taken 75%of design Precipitation 720 0.00 648 0.10 576 0.20 504 0.30 432 0.40 ECL .c 360 0.50 a CY 288 0.60 .2- V m L a 216 0.70 144 ► 0.80 72 ' ' ' 0.90 ► ' ► ' ►` + ►+1 ►, IL 10 1/13/08 1/13/08 1/13/08 1/13/08 1/13/08 1/14/08 1/14/08 1/14/08 1/14/08 1/14/08 1/14/08 1/14/08 1/14/08 1/14/08 19:00 20:00 21:00 22:00 23:00 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 Time(date hh:mm) Analytical Parameter Concentrations(mq/L) Discrete Removal Number of Aliquots: Influent EMC Effluent EMC MRL Dup.RPD Efficiency IN:8(3.2-L) Rand(mineral) 324 ND 1.79 20%© 99% EFF:8 RIlt(minerall 14 6 1.75 2 06/6' 60% .q.qc,.(>2nn 381 ND 4.08 20% 99% SISC 760 13.2 4.08 20% 98% SSC(<2000-um) 379 13.2 1.79 24.3% 97% SSC(<500-um) 101 13.0 1.77 24.3% 87% SSC(<50-um) 26.2 12.8 1.75 24.3% 51% Tv.q.q r<gnnn-i iml 41.1 7.33 1.79 20% 82% TVSS(<500-um) 21.2 7.22 1.77 66% TVSS(<50-um) 12.2 7.13 1.75 200/0 42% TSS(SM) 60.0 10.0 10.0 20% 83% TSS(EPA) 50.0 10.0 10.0 20% 80% MOM Peak flow and total runoff volume based on effluent flow measurements. Shaded RPD values defaulted to 20%standard due to QC complications. All samples passed through a 2000-um sieve prior to splitting. Underlined parameters are calculated: SSC defined as sum of SSC(>2000-um)and SSC(<2000-um);Sand defined as between 2000-um and 50-um;Silt defined as <50-um; SSC(>2000-um)calculated using estimated volume of sample used for composite (visual estimate of actual aliquot volume)and mass of material retained by the 2000-um sieve; mineral fraction determined through subtraction of volatile from total results. A single influent and effluent aliquot from 01/10/2008(not displayed)was included in the composite due to overlap between events and their corresponding sample bottles on account of the"stacked"sampling approach. 43 Gener I Information Site: Manasquan Savings Bank,(31378), Point Pleasant, NJ System Description: CDS PMSU20_25HE(40.5 ft2 sediment storage capacity,design 1.6 cfs) Event Date: 01/17/08 Date of Last Maintenance: 10/29/07 Antecedent Conditions: 64 hours since last rain event,0.091, Total Precipitation (in): 0.70 Peak Flow(gpm): 113(16%of design) Total Runoff Volume(gal): 9487 Vol.Coverage(nearest 10%): 90 Event Hydrograph Effluent Q + Sample Set Taken 75%of design Precipitation 720 Aj 0.00 648 0.10 576 0.20 504 0.30 c T 432 0.40 r E .E a�CLi 360 0.50 c Cl 288 0.60 .2- as L a. 216 0.70 144 0.80 72 � 0.90 y 1/17/08 1/17/08 1/17/08 1/17/08 1/17/08 1/17/08 1/17/08 1/18/08 1/18/08 1/18/08 1/18/08 1/18/08 1/18/08 1/18/08 1/18/08 1/18/08 17:00 18:00 19:00 20:00 21:00 22:00 23:00 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 Time(date hh:mm) Analytical Parameter Concentrations(mq/L) Discrete Removal Number of Aliquots: Influent EMC Effluent EMC MRL Dup.RPD Efficiency IN:9(3.6-L) Sand(mineral) 96 ND 1.61 20% 98% EFF:9 Silt(mineral) 27 21 1.58 20% 22% ��r(>9nnn_��m) 25.5 ND 4.37 20% 83% SISC 178 36.5 4.37 20% 79% SSC(<2000-um) 152 36.5 1.61 15.8% 76% SSC(<500-um) 81.1 35.7 1.59 15.8% 56% SSC(<50-um) 44.2 35.5 1.58 15.8% 20% Tv..O,r<9nnn_,iml 29.0 15.1 1.61 20%4 48% TVSS(<500-um) 23.8 14.8 1.59 20% 38% TVSS(<50-um) 17.4 14.7 1.58 20% undeterminable TSS(SM) 60.0 30.0 10.0 20% 50% TSS(EPA) 60.0 40.0 10.0 20% 33% • - Peak flow and total runoff volume based on effluent flow measurements. Shaded RPD values defaulted to 20%standard due to QC complications. All samples passed through a 2000-um sieve prior to splitting. Underlined parameters are calculated: SSC defined as sum of SSC(>2000-um)and SSC(<2000-um);Sand defined as between 2000-um and 50-um;Silt defined as <50-um; SSC(>2000-um)calculated using estimated volume of sample used for composite (visual estimate of actual aliquot volume)and mass of material retained by the 2000-um sieve; mineral fraction determined through subtraction of volatile from total results. 44 General Information Site: Manasquan Savings Bank, (31378), Point Pleasant, NJ System Description: CDS PMSU20_25HE(40.5 ft2 sediment storage capacity,design 1.6 cfs) Event Date: 02/01/2008 Date of Last Maintenance: 10/29/07 Antecedent Conditions: 49 hours since last rain event,0.05" Total Precipitation(in): 1.22 Peak Flow(gpm): 209(29%of design) Total Runoff Volume(gal): 30508 Vol.Coverage(nearest 10%): 80 Event Hydrograph Effluent Q + Sample Set Taken 75%of design Precipitation 720 0.00 648 0.10 576 0.20 504 0.30 c 432 0.40 E .c a�CLi 360 0.50 a a 288 0.60 .2- m L a 216 0.70 I` 144 * , ' 0.80 72 0.90 ++ +++ 0 1.00 2/1/08 2/1/08 2/1/08 2/1/08 2/1/08 2/1/08 2/1/08 2/1/08 2/1/08 2/1/08 2/1/08 2/1/08 2/1/08 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 Time(date hh:mm) Analytical Parameter Concentrations(mq/L) Discrete Removal Number of Aliquots: Influent EMC Effluent EMC MRL Dup.RPD Efficiency IN:24(9.1-L) Sand(mineral) 48 ND 1.43 20% 97% EFF:24 Silt(mineml 36 32 1.32 20% undeterminable (>9nnn_,m) 42.7 ND 11.1 20% 74% 152 65.3 11.1 0% 57% SSC(<2000-um) 109 54.2 1.18 5.7% 50% SSC(<500-um) 70.0 43.4 1.43 5.7% 38% SSC(<50-um) 56.6 51.6 1.32 5.7% 9% Tv.q.(<9nnn_,iml 25.9 20.7 1.18 20% 20% TVSS(<500-um) 24.3 16.8 1.43 20% 31% TVSS(<50-um) 21.1 19.8 1.32 20% undeterminable TSS(SM) 60.0 50.0 10.0 20% undeterminable TSS(EPA) 60.0 50.0 10.0 20% undeterminable MOM Peak flow and total runoff volume based on effluent flow measurements. Shaded RPD values defaulted to 20%standard due to QC complications. All samples passed through a 2000-um sieve prior to splitting. Underlined parameters are calculated: SSC defined as sum of SSC(>2000-um)and SSC(<2000-um);Sand defined as between 2000-um and 50-um;Silt defined as <50-um; SSC(>2000-um)calculated using estimated volume of sample used for composite (visual estimate of actual aliquot volume)and mass of material retained by the 2000-um sieve; mineral fraction determined through subtraction of volatile from total results. 45 Gener I Information Site: Manasquan Savings Bank,(31378), Point Pleasant, NJ System Description: CDS PMSU20_25HE(40.5 ft2 sediment storage capacity,design 1.6 cfs) Event Date: 04/04/08 Date of Last Maintenance: 10/29/07 Antecedent Conditions: 45 hours since last rain event,0.06" Total Precipitation (in): 0.57 Peak Flow(gpm): 66(9%of design) Total Runoff Volume(gal): 4740 Vol.Coverage(nearest 10%): >90% Event Hydrograph - - - Effluent Q + Sample Set Taken 75%of design Precipitation 720 0.00 648 0.10 576 0.20 504 0.30 ., 432 0.40 T E .c a�CLi 360 0.50 0 CJ 288 0.60 .2- a� L a 216 0.70 144 0.80 72 •` 0.90 4/3/08 4/3/08 4/4/08 4/4/08 4/4/08 4/4/08 4/4/08 4/4/08 4/4/08 4/4/08 4/4/08 4/4/08 4/4/08 4/4/08 4/4/08 22:00 23:00 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 Time(date hh:mm) Analytical Parameter Concentrations(mg/L) Discrete Removal Number of Aliquots: Influent EMC Effluent EMC MRL Dup.RPD Efficiency IN:5(2.5-L) Sand(mineral) 301 ND 2.85 20% 99% EFF:5 ';Olt(mineral) 14.7 ND 2.94 20% 80% Ss(,.(>9nnn-u rn) NT NT --- --- SSC 341 2.36 2.8 20'% 99% SSC(<2000-um) 341 2.36 2.77 20% 99% SSC(<500-um) 99.7 ND 2.85 20% 97% SSC(<50-um) 26.5 ND 2.94 20% 89% TVSS(<2000-um) 24.9 2.36 2.77 206/o 91% TVSS(<500-um) 19.9 ND 2.85 20% 86% TVSS(<50-um) 11.8 ND 2.94 20% 75% TSS(SM) 310 ND 2.87 0.00% 99% TSS(EPA) 40.0 10.0 10.0 0.00% 75% MOM Peak flow and total runoff volume based on effluent flow measurements. Shaded RPD values defaulted to 20%standard due to QC complications. All samples passed through a 2000-um sieve prior to splitting. Underlined parameters are calculated: SSC defined as sum of SSC(>2000-um)and SSC(<2000-um);Sand defined as between 2000-um and 50-um;Silt defined as <50-um; SSC(>2000-um)calculated using estimated volume of sample used for composite (visual estimate of actual aliquot 46 Gener I Information Site: Manasquan Savings Bank,(31378), Point Pleasant, NJ System Description: CDS PMSU20_25HE(40.5 ft2 sediment storage capacity,design 1.6 cfs) Event Date: 05/09/08 Date of Last Maintenance: 4/15/08 Antecedent Conditions: 235 hours since last rain event,0.62" Total Precipitation (in): 1.21 Peak Flow(gpm): 132(18%of design) Total Runoff Volume(gal): 13134 Vol.Coverage(nearest 10%): 70 Event Hydrograph Effluent Q + Sample Set Taken 75%of design Precipitation 720 0.00 648 0.10 576 0.20 504 0.30 c .E 432 0.40 Lo E _ 360 0.50 c G U 288 0.60 .a a L n 216 0.70 144 0.80 01 y ► 72 ► 0.90 ► ► I . ►♦r*1 91 0 1.00 5/9/08 5/9/08 5/9/08 5/9/08 5/9/08 5/9/08 5/9/08 5/9/08 5/9/08 5/9/08 5/9/08 5/9/08 5/10/08 1:00 3:00 5:00 7:00 9:00 11:00 13:00 15:00 17:00 19:00 21:00 23:00 1:00 Time(date hh:mm) Analytical Parameter Concentrations(mg/L) Discrete Removal Number of Aliquots: Influent EMC Effluent EMC MRL Dup.RPD Efficiency IN:9(4.5-L) C;narsp Sniods(mineral) 1.3 ND 0.2 206/6 85% EFF:9 Rand(mineral) 19 4.5 1.7 20% 76% Silt(mineral) ND 4.0 1.7 2©% release SS-C 78.7 23.3 1.7 10% 70% T\/S� 58.8 14.8 1.7 20% 75% SSC(>2000-um) 24.7 ND 0.2 10% 99% SSC(<2000-um) 54.0 23.3 1.7 10% 57% SSC(<500-um) 27.7 23.8 1.7 10% 14% SSC(<50-um) 4.8 7.6 1.7 10% release TVSS(>2000-um) 23.4 ND 0.2 200/0 99% TVSS(<2000-um) 35.4 14.8 1.7 20% 58% TVSS(<500-um) 16.4 12.7 1.7 20% 23% TVSS(<50-um) 5.1 3.6 1.7 20% 29% TSS(SM) 56.0 21.0 5.0 20% 63% TSS(EPA) 48.0 21.0 5.0 200/0 56% MOM Peak flow and total runoff volume based on effluent flow measurements. Shaded RPD values defaulted to 20%standard due to QC complications. All samples passed through a 2000-um sieve prior to splitting. Underlined parameters are calculated: SSC defined as sum of SSC(>2000-um)and SSC(<2000-um);Coarse Solids defined as>2000-um;Sand defined as between 2000-um and 50-um; Silt defined as <50-um; SSC (>2000-um) calculated using estimated volume of sample used for composite (visual estimate of actual aliquot volume) and mass of material retained by the 2000-um sieve; mineral fraction determined through subtraction of volatile from total results. 47 Gener I Information Site: Manasquan Savings Bank,(31378), Point Pleasant, NJ System Description: CDS PMSU20_25HE(40.5 ft2 sediment storage capacity,design 1.6 cfs) Event Date: 05/12/08 Date of Last Maintenance: 4/15/08 Antecedent Conditions: 51 hours since last rain event, 1.21" Total Precipitation (in): 0.97 Peak Flow(gpm): 103(14%of design) Total Runoff Volume(gal): 10050 SF Vol.Coverage(nearest 10%): 80 Event Hydrograph - - - Effluent Q + Sample Set Taken 75%of design Precipitation 720 0.00 648 0.10 576 0.20 504 0.30 c E 432 0.40 Ln T E 360 0.50 c -- o CY 288 0.60 ,Sz a� L a 216 0.70 144 0.80 1� 72 •, 0.90 0 1 av 1 , I► ♦Y��� ,r1♦YI♦♦U 1 - a--I- 1.00 5/12/08 5/12/08 5/12/08 5/12/08 5/12/08 5/12/08 5/12/08 5/12/08 5/12/08 5/12/08 5/12/08 5/12/08 5/13/08 1:00 3:00 5:00 7:00 9:00 11:00 13:00 15:00 17:00 19:00 21:00 23:00 1:00 Time(date hh:mm) Analytical Parameter Concentrations(mg/L) Discrete Removal Number of Aliquots: Influent EMC Effluent EMC MRL Dup.RPD Efficiency IN:8(8-L) Coarse Material(mineral) 1.3 ND 0.2 206/6 85% EFF:8 Sand(mineral) 8.7 ND 2.3 20%a 74% Silt(mineral) ND ND 2.3 20% undeterminable SSC 50.6 9.3 2.3 8% 82% TVSS 42.4 9.3 2.3 20% 78% SSC(>2000-um) 15.7 ND 0.2 8% 99% SSC(<2000-um) 34.9 9.3 2.3 8% 73% SSC(<500-um) 10.2 6.3 2.3 8% 38% SSC(<50-um) 4.6 3.7 2.3 8% 20% TVSS(>2000-um) 14.4 ND 0.2 20% 99% TVSS(<2000-um) 28 9.3 2.3 20% 67% TVSS(<500-um) 8.8 8.5 2.3 20% undeterminable TVSS(<50-um) 6.4 5.2 2.3 20% 19% TSS(SM) 41.0 6.0 5.0 20% 85% TSS(EPA) 32.0 8.7 5.0 20% 73% MOM Peak flow and total runoff volume based on effluent flow measurements. Shaded RPD values defaulted to 20% standard due to QC complications.All samples passed through a 2000-um sieve prior to splitting.Underlined parameters are calculated: SSC defined as sum of SSC (>2000-um)and SSC(<2000-um);Coarse Solids defined as>2000-um;Sand defined as between 2000-um and 50-um;Silt defined as<50-um; SSC(>2000-um)calculated using estimated volume of sample used for composite(visual estimate of actual aliquot volume)and mass of material retained by the 2000-um sieve;mineral fraction determined through subtraction of volatile from total results. 48 General Information Site: Manasquan Savings Bank,(31378), Point Pleasant, NJ System Description: CDS PMSU20_25HE(40.5 ft2 sediment storage capacity,design 1.6 cfs) Event Date: 05/27/08 Date of Last Maintenance: 4/15/08 Antecedent Conditions: 12 hours since last rain event,0.04" Total Precipitation (in): 0.39 Peak Flow(gpm): 353(49%of design) Total Runoff Volume(gal): 7915 Vol.Coverage(nearest 10%): >90 Event Hydrograph Effluent Q + Sample Set Taken 75%of design Precipitation 720 0.00 648 0.10 576 0.20 504 0.30 432 0.40 LO E .c avCLi 360 0.50 c CY 288 0.60 .2- L a 216 0.70 144 , 0.80 72 0.90 0 1.00 5/27/08 5/27/08 5/27/08 5/27/08 5/27/08 5/27/08 5/27/08 5/27/08 5/28/08 5/28/08 5/28/08 5/28/08 5/28/08 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 0:00 1:00 2:00 3:00 4:00 Time(date hh:mm) Analytical Parameter Concentrations(mg/L) Discrete Removal Number of Aliquots: Influent EMC Effluent EMC MRL Dup.RPD Efficiency IN:9(8.5-L) Coarse Material(mineral) 0.4 0.1 0.1 20% 75% EFF:9 Sand(mineral) 19.5 13.5 1.4 20% 31% Silt(mineral) 7.7 4.9 1.4 20% 36% SSC 74.5 40.7 1.4 20% 45% TVSS 46.9 22.2 1.4 20% 53% SSC(>2000-um) 7.0 2.4 0.1 14% 66% SSC(<2000-um) 67.5 38.3 1.4 14% 43% SSC(<500-um) 40.5 29.6 1.4 14% 27% SSC(<50-um) 14.3 7.5 1.4 14% 48% TVSS(>2000-um) 6.6 2.3 0.1 200/0 65% TVSS(<2000-um) 40.3 19.9 1.4 20% 51% TVSS(<500-um) 23.0 15.6 1.4 20% 32% TVSS(<50-um) 6.6 2.6 1.4 20% 61% TSS(SM) 68.0 32.0 5.0 4.3% 53% TSS(EPA) 60.0 34.7 6.3 12.5% 42% Peak flow and total runoff volume based on effluent flow measurements. Shaded RPD values defaulted to 20% standard due to QC complications.All samples passed through a 2000-um sieve prior to splitting.Underlined parameters are calculated: SSC defined as sum of SSC (>2000-um)and SSC(<2000-um);Coarse Solids defined as>2000-um;Sand defined as between 2000-um and 50-um;Silt defined as<50-um; SSC(>2000-um)calculated using estimated volume of sample used for composite(visual estimate of actual aliquot volume)and mass of material retained by the 2000-um sieve;mineral fraction determined through subtraction of volatile from total results. 49 General Information Site: Manasquan Savings Bank,(31378), Point Pleasant, NJ System Description: CDS PMSU20_25HE(40.5 ft2 sediment storage capacity,design 1.6 cfs) Event Date: 05/31/08 Date of Last Maintenance: 4/15/08 Antecedent Conditions: 81.4 hours since last rain event,0.39" Total Precipitation (in): 0.31 Peak Flow(gpm): 238(33%of design) Total Runoff Volume(gal): 10153 Vol.Coverage(nearest 10%): 90 Event Hydrograph - - - Effluent Q + Sample Set Taken 75%of design Precipitation 720 0.00 648 7T7 0.10 576 0.20 504 0.30 432 0.40 LO E .c avCLi 360 0.50 c CY 288 0.60 .2- 0 aD L. a 216 ; 0.70 144 ' 0.80 72 0.90 ,++ r+j 0 % 1.00 5/31/08 5/31/08 5/31/08 5/31/08 5/31/08 5/31/08 5/31/08 5/31/08 5/31/08 6/1/08 6/1/08 6/1/08 6/1/08 6:00 8:00 10:00 12:00 14:00 16:00 18:00 20:00 22:00 0:00 2:00 4:00 6:00 Time(date hh:mm) Analytical Parameter Concentrations(mg/L) Discrete Removal Number of Aliquots: Influent EMC Effluent EMC MRL Dup.RPD Efficiency IN:9(8.5-L) Coarse Material(mineral) 18.1 ND 0.1 20% 99% EFF:9 Sand(mineral) 45.8 12.0 1.4 20% 74% Silt(mineral) 14.2 6.8 1.4 20% 52% SSC 188.5 41.1 1.4 14% 78% TVSS 110.4 22.3 1.4 20% 80% SSC(>2000-um) 27.7 0.27 0.1 14% 99% SSC(<2000-um) 160.8 40.8 1.4 14% 75% SSC(<500-um) 60.0 30.3 1.4 14% 50% SSC(<50-um) 20.8 12.8 1.4 14% 38% TVSS(>2000-um) 9.6 0.3 0.1 200/0 97% TVSS(<2000-um) 100.8 22.0 1.4 20% 78% TVSS(<500-um) 30.1 14.5 1.4 20% 52% TVSS(<50-um) 6.6 6.0 1.4 206/ undeterminable TSS(SM) 154.0 43.2 5.0 0.7% 72% TSS(EPA) 141.0 41.0 5.0 24.1% 71% Peak flow and total runoff volume based on effluent flow measurements. Shaded RPD values defaulted to 20% standard due to QC complications.All samples passed through a 2000-um sieve prior to splitting.Underlined parameters are calculated: SSC defined as sum of SSC (>2000-um)and SSC(<2000-um);Coarse Solids defined as>2000-um;Sand defined as between 2000-um and 50-um;Silt defined as<50-um; SSC(>2000-um)calculated using estimated volume of sample used for composite(visual estimate of actual aliquot volume)and mass of material retained by the 2000-um sieve;mineral fraction determined through subtraction of volatile from total results. 50 Gener I Information Site: Manasquan Savings Bank,(31378), Point Pleasant, NJ System Description: CDS PMSU20_25HE(40.5 ft2 sediment storage capacity,design 1.6 cfs) Event Date: 06/04/08 Date of Last Maintenance: 04/15/08 Antecedent Conditions: 69 hours since last rain event,0.17" Total Precipitation (in): 0.85 Peak Flow(gpm): 339(47%of design) Total Runoff Volume(gal): 24003 Vol.Coverage(nearest 10%): >90% Event Hydrograph w Effluent Q + Sample Set Taken 75%of design Precipitation 1080 0.00 1008 936 0.10 864 0.20 792 0.30 720 c .E 648 0.40 Ln E 576CL •� 0.50 c 504 CY c� 432 0.60 •� m 360 a ` 0.70 288 216 ; 0.80 144 0.90 72 + + 0 r w w r i r 1.00 6/3/08 6/3/08 6/4/08 6/4/08 6/4/08 6/4/08 6/4/08 6/4/08 6/4/08 6/4/08 6/4/08 6/4/08 6/4/08 22:00 23:00 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 Time(date hh:mm) Analytical Parameter Concentrations(mg/L) Discrete Removal Number of Aliquots: Influent EMC Effluent EMC MRL Dup.RPD Efficiency IN:22(11-L) Coarse Material(mineral) ND ND 0.1 20% undeterminable EFF:22(11-L) Sand(mineral) 10.2 ND 0.6 20% 94% Silt(mineral) 2.8 5.9 0.6 20% release SSC 27.7 10.5 0.6 5.7% 62% TVSS 14.7 7.4 0.6 20% 50% SSC(>2000-um) 0.8 0.6 0.1 5.7% 25% SSC(<2000-um) 26.9 9.9 0.6 5.7% 63% SSC(<500-um) 17.4 5.3 0.6 5.7% 70% SSC(<50-um) 6.0 7.3 0.6 5.7% release TVSS(>2000-um) 0.8 0.6 0.1 20% 25% TVSS(<2000-um) 13.9 6.8 0.6 20% 51% TVSS(<500-um) 8.9 3.4 0.6 200/0 62% TVSS(<50-um) 3.2 1.4 0.6 20% 56% TSS(SM) 24.3 9.0 2.5 22.6% 63% TSS(EPA) 23.3 7.7 2.5 6.4% 67% MOM Peak flow and total runoff volume based on effluent flow measurements. Shaded RPD values defaulted to 20% standard due to QC complications.All samples passed through a 2000-um sieve prior to splitting.Underlined parameters are calculated: SSC defined as sum of SSC (>2000-um)and SSC(<2000-um);Coarse Solids defined as>2000-um;Sand defined as between 2000-um and 50-um;Silt defined as<50-um; SSC(>2000-um)calculated using estimated volume of sample used for composite(visual estimate of actual aliquot volume)and mass of material retained by the 2000-um sieve;mineral fraction determined through subtraction of volatile from total results. 51 Gener I Information Site: Manasquan Savings Bank,(31378), Point Pleasant, NJ System Description: CDS PMSU20_25HE(40.5 ft2 sediment storage capacity,design 1.6 cfs) Event Date: 06/14/08 Date of Last Maintenance: 04/15/08 Antecedent Conditions: 228 hours since last rain event, 1.55" Total Precipitation (in): 0.57 Peak Flow(gpm): 436(61%of design) Total Runoff Volume(gal): 13560 Vol.Coverage(nearest 10%): >90% Event Hydrograph - - - Effluent Q + Sample Set Taken 75%of design Precipitation 1440 0.00 1368 1296 0.10 1224 1152 0.20 1080 1008 0.30 936 .E 864 0.40 �n E 792 CL 720 0.50 c -- o CY 648 576 0.60 � 504 a 432 0.70 360 ; 288 0.80 216 j 144 0.90 72 ` 0 rl�++l6 �FH-�H' + + 1.00 6/14/08 6/14/08 6/14/08 6/14/08 6/14/08 6/14/08 6/14/08 6/14/08 6/15/08 6/15/08 6/15/08 6/15/08 6/15/08 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 0:00 1:00 2:00 3:00 4:00 Time(date hh:mm) Analytical Parameter Concentrations(mg/L) Discrete Removal Number of Aliquots: Influent EMC Effluent EMC MRL Dup.RPD Efficiency IN:14(7000-mL) Coarse Solids(mineral) 2.30 0.40 0.1 20% 83% EFF:14(7000-mL) Sand(mineral) 314.5 17.1 1.1 20% 95% Silt(mineral) 86.5 20.4 1.1 20% 76% SSC 710.7 74.7 1.1 6.9% 89% TVSS 307.4 36.8 1.1 20% 88% SSC(>2000-um) 25.2 4.4 0.1 6.9% 83% SSC(<2000-um) 685.5 70.3 1.1 6.9% 90% SSC(<500-um) 508.6 41.6 1.1 6.9% 92% SSC(<50-um) 125.1 32.8 1.1 6.9% 74% TVSS(>2000-um) 22.9 4.0 0.1 20% 83% TVSS(<2000-um) 284.5 32.8 1.1 20% 88% TVSS(<500-um) 207.6 18.0 1.1 20% 91% TVSS(<50-um) 38.6 12.4 1.1 20% 68% TSS(SM) 718.0 84.0 20.0 1.1% 88% TSS(EPA) 658.0 51.0 20.0 3.0% 92% MOM Peak flow and total runoff volume based on effluent flow measurements. Shaded RPD values defaulted to 20% standard due to QC complications.All samples passed through a 2000-um sieve prior to splitting.Underlined parameters are calculated: SSC defined as sum of SSC (>2000-um)and SSC(<2000-um);Coarse Solids defined as>2000-um;Sand defined as between 2000-um and 50-um;Silt defined as<50-um; SSC(>2000-um)calculated using estimated volume of sample used for composite(visual estimate of actual aliquot volume)and mass of material retained by the 2000-um sieve;mineral fraction determined through subtraction of volatile from total results. 52 Gener I Information Site: Manasquan Savings Bank,(31378), Point Pleasant, NJ System Description: CDS PMSU20_25HE(40.5 ft2 sediment storage capacity,design 1.6 cfs) Event Date: 06/15/08 Date of Last Maintenance: 04/15/08 Antecedent Conditions: 12 hours since last rain event,0.57" Total Precipitation (in): 0.92 Peak Flow(gpm): 743(103%of design) Total Runoff Volume(gal): 15465 Vol.Coverage(nearest 10%): >90% Event Hydrograph - - - Effluent Q + Sample Set Taken 75%of design Precipitation 1440 0.00 1368 1296 0.10 1224 1152 0.20 1080 1008 0.30 936 .E 864 0.40 Ln r E 792 CL 720 0.50 -- r o CY 648 576 , 0.60 ,- .._............................................................................................................................................................................ 504 432 0.70 a 360 288 0.80 216 144 0.90 6/15/08 6/15/08 6/15/08 6/15/08 6/15/08 6/15/08 6/15/08 6/15/08 6/15/08 6/15/08 6/15/08 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 Time(date hh:mm) Analytical Parameter Concentrations(mg/L) Discrete Removal Number of Aliquots: Influent EMC Effluent EMC MRL Dup.RPD Efficiency IN:9(4500-mL) Coarse Solids(mineral) 2.3 ND 0.1 20%© 96% EFF:9(4500-mL) Sand(mineral) 117.1 24.3 1.1 20% 79% Silt(mineral) 52.4 7.7 1.1 20% 85% SSC 299.5 55.9 1.1 10.0% 81% TVSS 127.7 23.9 1.1 20% 81% SSC(>2000-um) 11.0 ND 0.1 10.0% 99% SSC(<2000-um) 288.5 55.9 1.1 10.0% 81% SSC(<500-um) 241.0 29.5 1.1 10.0% 88% SSC(<50-um) 72.6 11.8 1.1 10.0% 84% TVSS(>2000-um) 8.7 ND 0.1 20% 99% TVSS(<2000-um) 119 23.9 1.1 206/6 80% TVSS(<500-um) 91.8 10.7 1.1 20% 88% TVSS(<50-um) 20.2 4.1 1.1 206/6 80% TSS(SM) 304.0 40.0 10.0 1.1% 87% TSS(EPA) 298.0 37.0 10.0 3.0% 88% MOM Peak flow and total runoff volume based on effluent flow measurements. Shaded RPD values defaulted to 20% standard due to QC complications.All samples passed through a 2000-um sieve prior to splitting.Underlined parameters are calculated: SSC defined as sum of SSC (>2000-um)and SSC(<2000-um);Coarse Solids defined as>2000-um;Sand defined as between 2000-um and 50-um;Silt defined as<50-um; SSC(>2000-um)calculated using estimated volume of sample used for composite(visual estimate of actual aliquot volume)and mass of material retained by the 2000-um sieve;mineral fraction determined through subtraction of volatile from total results. 53 Gener I Information Site: Manasquan Savings Bank,(31378), Point Pleasant, NJ System Description: CDS PMSU20_25HE(40.5 ft2 sediment storage capacity,design 1.6 cfs) Event Date: 07/05/08 Date of Last Maintenance: 04/15/08 Antecedent Conditions: 89.6 hours since last rain event,0.06" Total Precipitation (in): 0.92 Peak Flow(gpm): 363(51%of design) Total Runoff Volume(gal): 24748 Vol.Coverage(nearest 10%): >90% Event Hydrograph Effluent Q + Sample Set Taken 75%of design Precipitation 720 0.00 648 0.10 576 0.20 504 0.30 432 0.40 c E o avCLi 360 , 0.50 CY CD , a 288 ; 0.60 a 216 "' 0.70 144 0.80 72 0.90 0 •s o o s � `► � 0 1.00 7/4/08 7/5/08 7/5/08 7/5/08 7/5/08 7/5/08 7/5/08 7/5/08 7/5/08 7/5/08 7/5/08 7/5/08 7/5/08 22:00 0:00 2:00 4:00 6:00 8:00 10:00 12:00 14:00 16:00 18:00 20:00 22:00 Time(date hh:mm) Analytical Parameter Concentrations(mg/L) Discrete Removal Number of Aliquots: Influent EMC Effluent EMC MRL Dup.RPD Efficiency IN:8(4000-mL) Coarse Solids(mineral) ND ND 0.1 20%° undeterminable EFF:8(4000-mL) Sand(mineral) 95 13.9 1.4 20% 85% Silt(mineral) 37.0 4.1 1.4 20%o 89% SSC 241.9 30.3 1.4 4.1% 87% TVSS 109 12.2 1.4 20% 89% SSC(>2000-um) 3.9 0.38 0.1 4.1% 90% SSC(<2000-um) 238 29.9 1.4 4.1% 87% SSC(<500-um) 158 13.6 1.4 4.1% 91% SSC(<50-um) 52.4 6.8 1.4 4.1% 87% TVSS(>2000-um) 3.5 0.3 0.1 206/o, 91% TVSS(<2000-um) 106 11.9 1.4 20% 89% TVSS(<500-um) 58.3 6.3 1.4 20% 89% TVSS(<50-um) 15.4 2.7 1.4 20% 82% TSS(SM) 271 26.0 5.0 4.9% 90% TSS(EPA) 232 25.5 5.0 3.0% 89% Peak flow and total runoff volume based on effluent flow measurements. Shaded RPD values defaulted to 20% standard due to QC complications.All samples passed through a 2000-um sieve prior to splitting.Underlined parameters are calculated: SSC defined as sum of SSC (>2000-um)and SSC(<2000-um);Coarse Solids defined as>2000-um;Sand defined as between 2000-um and 50-um;Silt defined as<50-um; SSC(>2000-um)calculated using estimated volume of sample used for composite(visual estimate of actual aliquot volume)and mass of material retained by the 2000-um sieve;mineral fraction determined through subtraction of volatile from total results. 54 Gener I Information Site: Manasquan Savings Bank,(31378), Point Pleasant, NJ System Description: CDS PMSU20_25HE(40.5 ft2 sediment storage capacity,design 1.6 cfs) Event Date: 07/24/08 Date of Last Maintenance: 04/15/08 Antecedent Conditions: 84.8 hours since last rain event,0.24" Total Precipitation (in): 1.14 Peak Flow(gpm): 620(86%of design) Total Runoff Volume(gal): 28963 Vol.Coverage(nearest 10%): >90% Event Hydrograph Effluent Q + Sample Set Taken 75%of design Precipitation 720 1 0.00 648 0.10 576 0.20 ti 504 0.30 .� ti = y .E 432 �� 0.40 Lo E aCLi 360 ' 0.50 O a ti 288- 0.60 .2- a 216 ��� ► 0.70 144 . 0.80 72 ' ," 0.90 0 1.00 7/24/08 7/24/08 7/24/08 7/24/08 7/24/08 7/24/08 7/24/08 7/24/08 7/24/08 7/24/08 7/24/08 7/24/08 7/24/08 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 Time(date hh:mm) Analytical Parameter Concentrations(mg/L) Discrete Removal Number of Aliquots: Influent EMC Effluent EMC MRL Dup.RPD Efficiency IN:5(2500-mL) Coarse Solids(mineral) 0.0 1.01 0.2 20% release EFF:5(2500-mL) Sand(mineral) 220.1 0.0 2.5 20% 100% Silt(mineral) 50.8 0.0 2.5 20% 100% SSC 500 49.7 2.5 1.3% 90% TVSS 229 49 1.4 20% 79% SSC(>2000-um) 8.6 6.71 0.2 1.3% 22% SSC(<2000-um) 491.1 43.0 2.5 1.3% 91% SSC(<500-um) 256.2 24.2 2.5 1.3% 91% SSC(<50-um) 74.4 9.4 2.5 1.3% 87% TVSS(>2000-um) 8.6 5.7 0.2 20% 34% TVSS(<2000-um) 220.2 43.0 2.5 206/6 80% TVSS(<500-um) 106.4 24.2 2.5 20% 77% TVSS(<50-um) 23.6 9.4 2.5 20% 60% TSS(SM) 458.7 46.0 5.0 2.3% 90% TSS(EPA) 427.0 43.3 6.7 6.6% 90% Peak flow and total runoff volume based on effluent flow measurements. Shaded RPD values defaulted to 20% standard due to QC complications.All samples passed through a 2000-um sieve prior to splitting.Underlined parameters are calculated: SSC defined as sum of SSC (>2000-um)and SSC(<2000-um);Coarse Solids defined as>2000-um;Sand defined as between 2000-um and 50-um;Silt defined as<50-um; SSC(>2000-um)calculated using estimated volume of sample used for composite(visual estimate of actual aliquot volume)and mass of material retained by the 2000-um sieve;mineral fraction determined through subtraction of volatile from total results. 55 Gener I Information Site: Manasquan Savings Bank,(31378), Point Pleasant, NJ System Description: CDS PMSU20_25HE(40.5 ft2 sediment storage capacity,design 1.6 cfs) Event Date: 08/14/08 Date of Last Maintenance: 04/15/08 Antecedent Conditions: 14.8 hours since last rain event,0.08" Total Precipitation (in): 0.85 Peak Flow(gpm): 349(49%of design) Total Runoff Volume(gal): 19781 Vol.Coverage(nearest 10%): 90 Event Hydrograph Effluent Q + Sample Set Taken 75%of design Precipitation 720 0.00 648 0.10 576 0.20 504 0.30 432 0.40 .9 E o 360 0.50 � r a 288 0.60 a 216 , 0.70 144 . 0.80 A . •i ♦' ' r ' ♦ r 72 ♦ ' 0.90 01 m m 1.00 8/14/08 8/14/08 8/14/08 8/14/08 8/14/08 8/14/08 8/14/08 8/14/08 8/14/08 8/15/08 8/15/08 8/15/08 8/15/08 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 0:00 1:00 2:00 3:00 Time(date hh:mm) Analytical Parameter Concentrations(mg/L) Discrete Removal Number of Aliquots: Influent EMC Effluent EMC MRL Dup.RPD Efficiency IN:6(3000-mL) (..oarse Solids(mineral) 15.6 ND 0.2 20%> 99% EFF:6(3000-mL) Rand(mineral) 260.8 21.0 1.6 20% 92% Rilt(mineral) 46.8 8.1 1.6 20% 83% SISC 598.0 42.5 1.6 10.0% 93% TN/SS 274.8 13.4 1.6 20% 95% SSC(>2000-um) 55.2 ND 0.2 10.0% 100% SSC(<2000-um) 542.8 42.3 1.6 10.0% 92% SSC(<500-um) 271.2 31.9 1.6 10.0% 88% SSC(<50-um) 50.0 14.2 1.6 10.0% 72% TVSS(>2000-um) 39.6 ND 0.2 200/0 99% TVSS(<2000-um) 235.2 13.2 1.6 200/0 94% TVSS(<500-um) 94.4 11.6 1.6 20%> 88% TVSS(<50-um) 3.2 6.1 1.6 20% release TSS(SM) 657.0 48.0 4.0 4.1% 93% TSS(EPA) 468.5 41.0 4.0 16.9% 91% Peak flow and total runoff volume based on effluent flow measurements. Shaded RPD values defaulted to 20% standard due to QC complications.All samples passed through a 2000-um sieve prior to splitting.Underlined parameters are calculated: SSC defined as sum of SSC (>2000-um)and SSC(<2000-um);Coarse Solids defined as>2000-um;Sand defined as between 2000-um and 50-um;Silt defined as<50-um; SSC(>2000-um)calculated using estimated volume of sample used for composite(visual estimate of actual aliquot volume)and mass of material retained by the 2000-um sieve;mineral fraction determined through subtraction of volatile from total results. 56 Gener I Information Site: Manasquan Savings Bank,(31378), Point Pleasant, NJ System Description: CDS PMSU20_25HE(40.5 ft2 sediment storage capacity,design 1.6 cfs) Event Date: 09/25/08 Date of Last Maintenance: 04/15/08 Antecedent Conditions: 304 hours since last rain event,0.68" Total Precipitation (in): 3.20 Peak Flow(gpm): 619(86%of design) Total Runoff Volume(gal): 65868 Vol.Coverage(nearest 10%): >90 Event Hydrograph Effluent Q + Sample Set Taken 75%of design Precipitation 720 0.00 777,4 w-*r� 648 0.10 Liu 576 ' 0.20 r 504 0.30 r 432 ; 0.40 c 360 y n 0.50 � Q C'1 ti •' 288 '' ' 0.60 L AN' ■ d 216 A ' 0.70 MI '�■ ti' ''� �.' 144 41I 1 IN 0.80 ►n ■ 72 . '4 ' 0.90 ,%� 0 I 1.00 9/25/08 9/25/08 9/25/08 9/25/08 9/25/08 9/25/08 9/26/08 9/26/08 9/26/08 9/26/08 9/26/08 9/26/08 9/26/08 12:00 14:00 16:00 18:00 20:00 22:00 0:00 2:00 4:00 6:00 8:00 10:00 12:00 Time(date hh:mm) Analytical Parameter Concentrations(mg/L) Discrete Removal Number of Aliquots: Influent EMC Effluent EMC MRL Dup.RPD Efficiency IN:21 (10500-mL) Coarse Solids(mineral) 815 ND 0.1 20% 100% EFF:21 (10500-mL) Sand(mineral) 6071 10.5 1.0 20% 100% Silt(mineral) 11.8 2.9 1.0 20% 75% SSC 6995 22.5 1.0 206/0 100% TVSS 97.4 9.2 1.0 20°/a 91% SSC(>2000-um) 845 ND 0.1 26% 100% SSC(<2000-um) 6150 22.5 1.0 20% 100% SSC(<500-um) 2558 9.1 1.0 20% 100% SSC(<50-u m) 16.2 4.7 1.0 20% 71% TVSS(>2000-u m) 30.2 ND 0.1 20% 100% TVSS(<2000-um) 67.2 9.1 1.0 20% 86% TVSS(<500-um) 25.0 3.6 1.0 20% 86% TVSS(<50-um) 4.4 1.8 1.0 20% 59% TSS(SM) 2259 13.8 5.0 14.5% 99% TSS(EPA) 2075 12.7 5.0 2.4% 99% Peak flow and total runoff volume based on effluent flow measurements. Shaded RPD values defaulted to 20% standard due to QC complications.All samples passed through a 2000-um sieve prior to splitting.Underlined parameters are calculated: SSC defined as sum of SSC (>2000-um)and SSC(<2000-um);Coarse Solids defined as>2000-um;Sand defined as between 2000-um and 50-um;Silt defined as<50-um; SSC(>2000-um)calculated using estimated volume of sample used for composite(visual estimate of actual aliquot volume)and mass of material retained by the 2000-um sieve;mineral fraction determined through subtraction of volatile from total results. 57 Gener I Information Site: Manasquan Savings Bank,(31378), Point Pleasant, NJ System Description: CDS PMSU20_25HE(40.5 ft2 sediment storage capacity,design 1.6 cfs) Event Date: 11/15/08 Date of Last Maintenance: 04/15/08 Antecedent Conditions: 33 hours since last rain event,0.57" Total Precipitation (in): 0.97 Peak Flow(gpm): 145(20%of design) Total Runoff Volume(gal): 15806 Vol.Coverage(nearest 10%): >90% Event Hydrograph Effluent Q + Sample Set Taken 75%of design Precipitation 720 0.00 648 0.10 576 0.20 504 0.30 432 0.40 .� o 360 0.50 a C'J 288 0.60 a 216 0.70 144 y 0.80 I 72 , I Ii I��I 0.90 � r�I��I� I I■II� � �r� �' 11/15/08 11/15/08 11/15/08 11/15/08 11/15/08 11/15/08 11/15/08 11/15/08 11/15/08 11/15/08 11/15/08 11/16/08 11/16/08 3:00 5:00 7:00 9:00 11:00 13:00 15:00 17:00 19:00 21:00 23:00 1:00 3:00 Time(date hh:mm) Analytical Parameter Concentrations(mg/L) Discrete Removal Number of Aliquots: Influent EMC Effluent EMC MRL Dup.RPD Efficiency IN:10(5000-mL) C:narse Solids(mineral) 16.9 ND 0.1 206/0, 99% EFF:10(5000-mL) Sand(mineral) 20.9 5.1 1.0 206/o 76% Silt(mineral) 6.2 5.7 1.0 20% undeterminable SSC 113 21.8 1.0 27.7% 81% INPRR 69.0 11.0 1.0 20% 84% SSC(>2000-um) 41.1 ND 0.1 27.7% 100% SSC(<2000-um) 71.9 21.7 1.0 27.7% 70% SSC(<500-um) 21.4 9.3 1.0 27.7% 57% SSC(<50-um) 11.6 7.2 1.0 27.7% 38% TVSS(>2000-um) 24.2 0.1 0.1 206/ 100% TVSS(<2000-um) 44.8 10.9 2.2 20%; 76% TVSS(<500-um) 10.3 4.8 2.1 20%, 53% TVSS(<50-um) 5.4 1.5 1.0 200/0 72% TSS(SM) 75.5 25.1 5.0 5.7% 67% TSS(EPA) 46.6 17.0 5.0 9.0% 64% Peak flow and total runoff volume based on effluent flow measurements. Shaded RPD values defaulted to 20% standard due to QC complications.All samples passed through a 2000-um sieve prior to splitting.Underlined parameters are calculated: SSC defined as sum of SSC (>2000-um)and SSC(<2000-um);Coarse Solids defined as>2000-um;Sand defined as between 2000-um and 50-um;Silt defined as<50-um; SSC(>2000-um)calculated using estimated volume of sample used for composite(visual estimate of actual aliquot volume)and mass of material retained by the 2000-um sieve;mineral fraction determined through subtraction of volatile from total results. 58 Gener I Information Site: Manasquan Savings Bank,(31378), Point Pleasant, NJ System Description: CDS PMSU20_25HE(40.5 ft2 sediment storage capacity,design 1.6 cfs) Event Date: 11/25/08 Date of Last Maintenance: 04/15/08 Antecedent Conditions: 212 hours since last rain event,0.53" Total Precipitation (in): 0.97 Peak Flow(gpm): 57(8%of design) Total Runoff Volume(gal): 11707 Vol.Coverage(nearest 10%): >90% Event Hydrograph Effluent Q + Sample Set Taken 75%of design Precipitation 720 0.00 648 0.10 576 0.20 504 0.30 432 0.40 .� o CL 360 0.50 a CYCL 288 0.60 a 216 0.70 144 0.80 72 0.90 0 1.00 11/24/08 11/25/08 0:00 11/25/08 2:00 11/25/08 4:00 11/25/08 6:00 11/25/08 8:00 11/25/08 11/25/08 11/25/08 22:00 10:00 12:00 14:00 Time(date hh:mm) Analytical Parameter Concentrations(mg/L) Discrete Removal Number of Aliquots: Influent EMC Effluent EMC MRL Dup.RPD Efficiency IN:8(4000-mL) C:narse Solids(mineral) 2.6 ND 0.1 206/0, 96% EFF:8(4000-mL) Rand(mineral) 15.3 ND 1.4 206/o 91% Silt(mineral) ND ND 1.4 20% undeterminable SSC 38.9 3.8 1.4 8.5% 90% T\/SS 21.0 2.9 1.4 20% 86% SSC(>2000-um) 14.2 ND 0.1 8.5% 99% SSC(<2000-um) 24.7 3.7 1.4 8.5% 85% SSC(<500-um) 9.2 ND 1.4 8.5% 85% SSC(<50-um) ND ND 1.4 8.5% undeterminable TVSS(>2000-um) 11.6 ND 0.1 20a/6 99% TVSS(<2000-um) 9.4 2.8 1.4 20% 70% TVSS(<500-um) 5.0 ND 1.4 20%> 72% TVSS(<50-um) 1.4 ND 1.4 206/0 , undeterminable TSS(SM) 29.4 2.5 2.5 20% 91% TSS(EPA) 20.5 ND 2.5 20% 88% Peak flow and total runoff volume based on effluent flow measurements. Shaded RPD values defaulted to 20% standard due to QC complications.All samples passed through a 2000-um sieve prior to splitting.Underlined parameters are calculated: SSC defined as sum of SSC (>2000-um)and SSC(<2000-um);Coarse Solids defined as>2000-um;Sand defined as between 2000-um and 50-um;Silt defined as<50-um; SSC(>2000-um)calculated using estimated volume of sample used for composite(visual estimate of actual aliquot volume)and mass of material retained by the 2000-um sieve;mineral fraction determined through subtraction of volatile from total results. 59 Gener I Information Site: Manasquan Savings Bank,(31378), Point Pleasant, NJ System Description: CDS PMSU20_25HE(40.5 ft2 sediment storage capacity,design 1.6 cfs) Event Date: 11/30/08 Date of Last Maintenance: 04/15/08 Antecedent Conditions: 14 days since last rain event,0.97" Total Precipitation (in): 1.46 Peak Flow(gpm): 158(22%of design) Total Runoff Volume(gal): 24187 Vol.Coverage(nearest 10%): >90% Event Hydrograph Effluent Q + Sample Set Taken 75%of design Precipitation 720 0.00 648 0.10 576 0.20 504 0.30 432 0.40 .� o 360 0.50 a CY 288 0.60 a 216 0.70 144 ' 0.80 72 ., 0.90 0 1.00 11/30/08 11/30/08 11/30/08 11/30/08 11/30/08 11/30/08 11/30/08 11/30/08 11/30/08 12/1/08 12/1/08 12/1/08 12/1/08 6:00 8:00 10:00 12:00 14:00 16:00 18:00 20:00 22:00 0:00 2:00 4:00 6:00 Time(date hh:mm) Analytical Parameter Concentrations(mg/L) Discrete Removal Number of Aliquots: Influent EMC Effluent EMC MRL Dup.RPD Efficiency IN: 14(7000-mL) Coarse Solids(mineral) ND ND 0.1 20% undeterminable EFF: 14(7000-mL) Sand(mineral) 170.1 7.0 1.4 206/6 96% Silt(mineral) 40.6 2.4 1.4 20% 94% SSC 381.8 15.7 1.4 11.1% 96% TVSS 171.1 6.3 1.4 20% 96% SSC(>2000-um) 25.5 ND 0.1 11.1% 100% SSC(<2000-um) 356.3 15.6 1.4 11.1% 96% SSC(<500-um) 178.6 7.6 1.4 11.1% 96% SSC(<50-um) 56.1 5.1 1.4 11.1% 91% TVSS(>2000-um) 25.5 ND 0.1 20% 100% TVSS(<2000-um) 145.6 6.2 1.4 20% 96% TVSS(<500-um) 66.5 4.4 1.4 20% 93% TVSS(<50-um) 15.5 2.7 1.4 20% 83% TSS(SM) 519.0 16.8 10.0 20%© 97% TSS(EPA) 348.0 16.7 10.0 0% 95% Peak flow and total runoff volume based on effluent flow measurements. Shaded RPD values defaulted to 20% standard due to QC complications.All samples passed through a 2000-um sieve prior to splitting.Underlined parameters are calculated: SSC defined as sum of SSC (>2000-um)and SSC(<2000-um);Coarse Solids defined as>2000-um;Sand defined as between 2000-um and 50-um;Silt defined as<50-um; SSC(>2000-um)calculated using estimated volume of sample used for composite(visual estimate of actual aliquot volume)and mass of material retained by the 2000-um sieve;mineral fraction determined through subtraction of volatile from total results. 60 J. W FJOCI p H f �\ DMH-2 R=32.00 CDS-2 e e 6 \ 1=26.39(CDS-2) R=31.80 \ \ \\\ \\ \ \ GUY �L213PP \e \ e 6� I=26.39 � 1=27.80(TD-2) \ e® - Q =I=26.39 \I_27.80(TD-3) \ \ \ \\ �0 z cS=0.023 b o. ®® \ 1=28.80(RD-9) DMI I \ \ �\ l 1=27.80(DMH-2) ¢A�,1\RfM 1'�E\L.=�34,0)'\ \ 6 CAP OD B=2 6.5 8 R 0 2 X 1=28.60 32 i - FLOOD Z NE A \ `' � \ \\ i ` �\ Ov zm - ---- - \ DMH-1 L=30' �� '=6"CPP \ \\\\ \ \\ \\ \ 7_F_ S=0.055 _ �L=25';S=0.080 \\\\ \`\ \ ,\\ \ I R=35.25 . }: \ \ 1=29.33(CDS-1) a \_ \\\ \\ \\\ \ \ 1=27.00 CB z RESET RI R-17 32.00BW(PAVEMENT) �� ® ( I=28.00 1=26.90(DMH) e \\ \\\\ TO 1 N RETE \\ \\\\ \\ \\\\ \ PREPARED BY. . M \ \ � � � \ \� \\ \ \\ - R O CONNELL a � \ g \ \, \ \\\ R 35.40 REM VE \\.. 4, \. \\ \ \ \ \ &ASSOCIATES INC.\ \ \ 129.94 TRENCH DRAIN 1 C� \ CIVIL ENGINEERS SURVEYORS -29.94 DMH 1 33 \ \ �\ BW PAVEMENT 33 \ \ \ 50 \. \ \ \ \. &LAND PLANNERS N RETE \. y a \ \ \ \\ M NTVALE AVENUE,SUITE 201 80 O U \ \ \ RD 9 \ \ c \ \ °,c` T NEHAM MA 21 a \ \: \. S O 0 80 \ \ \ \ a \ \ \, .... .• \. PH\ \ \ \ \ NE:781.279.0180 O RJOCONNELL.COM a � 32.15 r � \ �\ PREPARED FOR: \ \ \. \ \: G E PSI yy.. � v •T° a \\ \ \e 31.60 ^� .. �. y . � �\� � � DSM REALTY 31.80 \ "�� 34.50 TOP PAD \ h h 881 EAST STREET 32.15 ���� v 35.00TC TEWKSBURY,MA 01876'� 32.50TC CDS-2 �� `� 34.50BC �° 7 RD-6 B RD-7 CONTRIBUTING 36.00T I=29.50 1=29.50(DMH-3) IMPERVIOUS °°• .d •m'.'.••"� 34.75 (PAVEM PROJECT NAME: 4; SURFACE AREA C ° n CONCRETE ° TD-3(TRENCH DRAIN) =77200 SF ° NORTH o <°'...' R=31.60 :. 'n 34.50 AN DOVER MALL a• 1=29.60 ° DMH-3 °• •• ° NORTH ANDOVER ° ° 6"CPP, a ° ° R=32.50 HEAVY-DUTY ACO TD-2(TRENCH DRAIN) ° a.' L=18;S=0.009 c�ii d•.° .a 1=29.30(RD-5) TRENCH DRAIN(L=25'±) R=31.95 g ''• o 1=29.00(RD-7) CDS-2 1=29.95 °•° ° 1=27.90(EX-CB) CONTRIBUTING w 32.45 35.00 HEAVY-DUTY ACO HEAVY-DUTY ACO 35.00 DESIGNED BY: BPD ° IMPERVIOUS TRENCH DRAIN(L=30±) TRENCH DRAIN(L=30±) ,l' 34.50 DRAWN BY: WJH/CMM w SURFACE AREA I REVIEWED BY: BPD ° CDS-1 �_" SCALE: 1"=30' =3,200 SF m TD-1(TRENCH DRAIN) CONTRIBUTING A / DATE: 01/18/2024 R=32.25 f DRAWING NAME: IMPERVIOUS F 1 I=30.25 CDS UNIT � SURFACE AREA =2,500 SF CONTRIBUTING A LEGEND AREA PLAN z 2 30 0 15 30 60 AREA TO CDS-1 33a I DRAWING NUMBER: EX-3 � E N AREA TO CDS-2 0 N GRAPHIC SCALE IN FEET PROJECT NUMBER: 17070 o Copyright©2024 by R.J.O'Connell&Associates,Inc.