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      "citation": "BMP 2024, Ch 12, p. 15",
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      "context_excerpt": "s for the same storm events.\n\nBelow is Figure 5-2, which is an illustration demonstrating noncompliance with the requirement under N.J.A.C. 7:8-5.6(b)1, followed by Figure 5-3 which demonstrates compliance:\n\n[OCR image]\nFigure 5-2: Post-Construction Hydrograph Exceeds the Pre-construction Hydrograph\n\nIn the preceding graphic, the peak of the post-construction hydrograph, shown in grey, is lower than the peak of the pre-construction hydrograph, shown in teal, and some points of the post-construction hydrograph lie outside the pre-construction hydrograph, shown within the dashed",
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      "context_excerpt": "oval area; therefore, the post-construction hydrograph does not meet the requirements set forth at N.J.A.C. 7:8-5.6(b)1.\n\n[OCR image]\nFigure 5-3: Post-Construction Hydrograph does not Exceed the Pre-construction Hydrograph at any Point\n\nIn Figure 5-3, the post-construction hydrograph meets the aforementioned requirement since every point of the post-construction hydrograph is under the pre-construction hydrograph.\n\nIt is important to note that the area under the hydrograph represents the volume of the stormwater runoff. In order to co",
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      "context_excerpt": "Step 1: Under the Select location option, depicted in Figure 5-4 below, manually enter the location using one of the options offered on the screen or use the map to locate the site, making sure to zoom in.\n\n[OCR image]\nFigure 5-4: NOAA's NWS Precipitation Frequency Data Server Website",
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      "context_excerpt": "ype: Precipitation depth | Units: English | Time series type: Partial duration  |\n\nTo illustrate this process, Trenton Station 2 was selected from the dropdown menu under 1.b), as shown in Figure 5-6 below:\n\n[OCR image]\nFigure 5-6: Using Manual Location Selection on the NOAA NWS PFDS Website\n\nStep 3: Scroll down the page to the Point Precipitation Frequency (PF) Estimates section. Left click on the PF tabular option, if it does not appear on top of the other tabs, which will be shaded in dark blue, as shown in Figure 5-7.",
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      "context_excerpt": "Figure 5-7: Point Precipitation Frequency (PF) Estimates – Tabular Option for Trenton Station 2\n\n[OCR image]\n\nThe data needed is found in the row labeled \"24-hr.\" The values in the columns labeled \"2,\" \"10\" and \"100\" correspond to the rainfall depths generated by the 2-, 10- and 100-year design storms, respectively, for this weather station location, as outlined in red in Figure 5-8 below.\n\nFigure 5-8: Locating the 2-, 10- and 100- year Design Storm Rainfall Data for Trenton Station 2\n\n![img-6.jpeg](img-6.jpeg",
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      "context_excerpt": "as shown in Figure 5-9. This figure is a reprint of Figure 4-71 in Chapter 4 of the NEH and is found online at the link below:\n\nhttps://directives.sc.egov.usda.gov/OpenNonWebContent.aspx?content=43924.wba.\n\n[OCR image]\nFigure 5-9: NJ Locations of Regions C and D\n\nThe updated extents of Regions C and D shown in Figure 5-9, and either shaded in orange or yellow, indicate that both Rainfall Distribution Regions C and D may not follow the county boundaries as stated in the NEW JERSEY BULLETIN NO. NJ210-12-1. If a project is near a rainfall distribution region boundary, it might be difficult to identify the respective rain",
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      "context_excerpt": "vel of stormwater pollution control.\n\nThe accumulative distribution curve for rainfall depth, shown in Figure 5-10, is a graphical representation of 1.25 inches of rainfall falling in the 2-hour NJDEP WQDS.\n\n[OCR image]\nFigure 5-10: Stormwater Runoff Water Quality Design Storm Rainfall Cumulative Distribution Curve\n\nAn Excel file providing the rainfall distribution and rainfall intensity of the WQDS, in 1 minute intervals, is also available on the Department's website, under the heading for Chapter 5, via the following link:\n\nhttps://www.njstormwater.org/bmp_manual2.htm",
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      "context_excerpt": "24 hours. The slope of the impervious surface and the grass lawn area are each at 1%. From Table 9-5, in NEH Part 630, Chapter 9, a lawn area in HSG 'A' soil has a Curve Number of 39, under good condition.\n\n[OCR image]\n\n## Step 1: Calculate the Percentage of Total Impervious Surface\n\nTo use the NRCS composite CN with unconnected impervious area method, one must first calculate the percentage of the total impervious area to the total area. The percentage of the total impervious surface to the total area is\n\n$$\n= (200 \\text{ ft} \\times 25 \\text{ ft}) / [(200 \\text{ ft} \\times 25 \\text{ ft}) + (200 \\text{ ft} \\times 75",
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      "context_excerpt": "h is approximately 47. Take care reading the x-axis as the values increase from right to left. Therefore, a Curve Number = 47 can be used to represent the entire area measuring 200 ft wide and 100 ft long.\n\n[OCR image]\nSource: Figure 9-4, NEH, Part 630, Chapter 9\n\n# Step 4: Use the Composite CN from Step 3 in the Runoff Depth Calculation\n\nThe depth of runoff will be calculated by Equation 10-11 in Chapter 10 of NEH, Part 630, as follows,\n\n$$\nQ = \\frac {(P - 0 . 2 S) ^ {2}}{(P + 0 . 8 S)}\n$$\n\nwhere:\n\n$Q =$  runoff, in\n\n$P =$  rainfall, in  $= 3.5$  in\n\n$S = \\frac{1000}{CN} - 10 = \\frac{1000}{47} - 10 = 11.3$ , using t",
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      "context_excerpt": "# Example 5-3: Use the NJDEP Two-Step Method for an Unconnected Impervious Surface to calculate the runoff volume for a site\n\n[OCR image]\n\nAs can be surmised from the name, this method requires a two-step technique using the initial abstraction provided by NRCS runoff equation. First the volume of runoff generated by just the impervious area is calculated and then this volume is considered as if it were additional rain falling on the pervious area. The design storm event illustrated is the current 2-year storm, in which the current rainf",
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      "context_excerpt": "s belonging to HSG 'A.' The storm event of concern is the 2-year storm, in which 3.5 in of rain falls over a period of 24 hours. The slopes of the impervious surface and the grass lawn are each $1\\%$. From\n\n[OCR image]\n\nTable 9-5 in Chapter 9 of NEH, Part 630, the grass lawn area specified has a Curve Number of 39.\n\nA value of 98 is used as the CN value for impervious surfaces. If a weighted composite CN were applied in this situation, the weighted composite CN would be calculated as follows:\n\n$$\nCN = \\frac{98 \\times (200 \\text{ ft} \\times 25 \\text{ ft}) + 39 \\times (200 \\text{ ft} \\times 75 \\text{ ft})}{(200 \\text{",
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      "context_excerpt": "east and west sides of the proposed development, and each area also slopes from north down to the south. The landscaped area will not receive runoff from the impervious surfaces. HSG 'C' soils are present.\n\n[OCR image]\nStep 1: Calculate the current rainfall depths and the projected rainfall depths for the 2-, 10- and 100-year storms for the site.\n\nThe NOAA rainfall data was obtained in Example A-1. In the following table, the respective current precipitation adjustment factors and future precipitation change factors for Mercer County are applied as required to obtain the precipitation depths for current and projected",
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      "context_excerpt": "nge factor to the NOAA NWS PFDS rainfall data, are depicted below. The hydrographs were created by exporting the hydrograph tables as CSV data and then using a spreadsheet program to graph the information.\n\n[OCR image]\n\nAt first glance, one might assume the difference is negligible. However, the Rules do not permit any exceedance. If one were to zoom in on the previous hydrograph, e.g., starting at 11.92 hours, one would see the post-construction hydrograph has a higher flow rate than the pre-construction hydrograph in certain time periods. Some of these exceedances are highlighted in yellow in the following graphic.",
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      "context_excerpt": "[OCR image]\n\nA portion of the hydrograph data is also listed in the table below, for which the exceedances are highlighted in yellow. Take note this is just one example of two clusters of exceedances for this storm.\n\n|  Time (hr) | Pre-construction (cfs) | Post-construction (cfs) | Difference in Flow Rate, Post - Pre, (cfs)  |\n| --- | --- | --- | --- |\n|  11.91 | 9.04 | 9.86 | 0.82  |\n|  11.92 | 9.44 | 12.52 | 3.0",
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      "context_excerpt": "Pre- and post-condition hydrographs are provided in the chart below. As with those for the projected 100-year storm from Step 3, they appear to be nearly identical.\n\n[OCR image]\n\nHowever, an analysis of the data shows several timeframes of data points where the post-construction peak flow rate exceeds the pre-construction peak flow rate. Shown below is a close up of a portion of the hydrograph with some of those time periods of exceedances.\n\n[OCR image]\n\nThis example dispels the common misconception that the reduction of impervious surface will automatically me",
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      "context_excerpt": "data points where the post-construction peak flow rate exceeds the pre-construction peak flow rate. Shown below is a close up of a portion of the hydrograph with some of those time periods of exceedances.\n\n[OCR image]\n\nThis example dispels the common misconception that the reduction of impervious surface will automatically meet the quantity control requirements. Municipal review engineers must require that the design report include hydrologic modelling and hydrographs even when the design engineer claims there is reduction of impervious surface by the proposed development. To reiterate, the rules do not allow a “de",
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      "context_excerpt": "he soil's saturated zone and become groundwater. The role of groundwater recharge in the overall hydrologic cycle is illustrated in Figure 6-1 below.\n\nFigure 6-1: Groundwater Recharge in the Hydrologic Cycle\n[OCR image]\nSource: New Jersey Geological Survey Report GSR-32.",
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      "context_excerpt": "# 9.2 DRY WELLS\n\n[OCR image]\n\nDry wells are subsurface stormwater facilities that are used to collect and temporarily store stormwater runoff generated by clean rooftops; runoff is discharged through infiltration into the subsoil. Dry wells may be used to comply with the groundwater recharge design and performance standard of the Stormwater Management rules. Additionally, they may also be used to reduce the volume of stormwater run",
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      "context_excerpt": "# Applications\n\n[OCR image]\n\nPursuant to N.J.A.C. 7:8-5.2(a)(2), the minimum design and performance standards for groundwater recharge, stormwater runoff quality and stormwater runoff quantity at N.J.A.C. 7:8- 5.4, 5.5 and 5.6 shall be met by incorporating green infrastructure in accordance with N.J.A.C. 7:8-5.3.\n\n[OCR image]\n\nDry wells may be used to meet the groundwater recharge requirements of the Stormwater Manag",
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      "context_excerpt": "s for groundwater recharge, stormwater runoff quality and stormwater runoff quantity at N.J.A.C. 7:8- 5.4, 5.5 and 5.6 shall be met by incorporating green infrastructure in accordance with N.J.A.C. 7:8-5.3.\n\n[OCR image]\n\nDry wells may be used to meet the groundwater recharge requirements of the Stormwater Management rules. For more information on computing groundwater recharge, see Chapter 6: Groundwater Recharge.\n\n# Design Criteria\n\n## Basic Requirements\n\nThe following illustrations show the basic design criteria required for dry wells. The illustrations show possible configurations and flow paths and are not intended",
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      "context_excerpt": "basic design criteria required for dry wells. The illustrations show possible configurations and flow paths and are not intended to limit the design. Additional information is provided on Pages 4 through 8.\n\n[OCR image]",
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      "context_excerpt": "# Dry Well Basic Requirements – Plan View Section through Inflow Pipe\n\n[OCR image]\n\n## Contributory Drainage Area\n\n- The maximum contributory drainage area limitation is 1 acre, pursuant to N.J.A.C. 7:8-5.3(b).\n- The entire contributory drainage area must be completely stabilized prior to use of the dry well.\n\n## Inflow and Pretreatment\n\n- The use of dry wells is limited to the collection of stormwater runoff generated by a clean roof that will not contribute nutrients, sediment or ot",
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      "context_excerpt": "ining stone fill, that will meet the criteria for the stormwater runoff quality volume reduction if all of the rooftop runoff is directed to it, as shown in the illustration below.\n\n## Example 1 - Plan View\n\n[OCR image]\n\n## Step 1: Runoff Calculations\n\nUsing the runoff calculation method described in the NRCS Methodology section of Chapter 5, the Water Quality Design Storm runoff volume from the 5,000 sf roof was calculated to be 431 cf. If site conditions allow, the anticipated volume reduction of this dry well is 431 cf.",
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      "context_excerpt": "sions must be sufficient to contain, below the overflow, the entire volume of stormwater runoff generated by the roof by the WQDS. The following graphic illustrates key elements of the design for this site.\n\n[OCR image]\nExample 1 - Structural Chamber Dry Well Designed for Volume Reduction\n\nIn this example, the depth to the seasonal high water table is 10 feet. Assuming 1-foot depth of cover, the allowable structural chamber depth, $H$, is calculated as follows, excluding any thickness of the top of the structural chamber and the required filter fabric:\n\n$$\n\\begin{array}{l}\nH = SHWT\\ Depth - (SHWT\\ Separation + Cover) \\",
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      "context_excerpt": "# 9.3 GRASS SWALES\n\n[OCR image]\n\nA grass swale is a stable, parabolic or trapezoidal channel that is lined with turf; it is used to improve water quality and convey stormwater runoff. Grass swales do not rely on the permeability of the underlying soil for pollutant removal; instead, pollutants are removed by settling and filtration through the grass. The maximum total suspended solids (TSS) removal rate is 50%.\n\n|  N.J.A.C. 7:8 Stormw",
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      "context_excerpt": "# Applications\n\n[OCR image]\n\nPursuant to N.J.A.C. 7:8-5.2(a)(2), the minimum design and performance standards for groundwater recharge, stormwater runoff quality and stormwater runoff quantity at N.J.A.C. 7:8-5.4, 5.5 and 5.6 shall be met by incorporating green infrastructure in accordance with N.J.A.C. 7:8-5.3.\n\n[OCR image]\n\nThe total suspended solids (TSS) removal rate for GI MTDs is 80% pursuant to New Jersey Cent",
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      "context_excerpt": "ds for groundwater recharge, stormwater runoff quality and stormwater runoff quantity at N.J.A.C. 7:8-5.4, 5.5 and 5.6 shall be met by incorporating green infrastructure in accordance with N.J.A.C. 7:8-5.3.\n\n[OCR image]\n\nThe total suspended solids (TSS) removal rate for GI MTDs is 80% pursuant to New Jersey Center for Advanced Technology (NJCAT) verification and NJDEP certification of each device. To merit the NJDEP certified TSS removal rate, a GI MTD must be sized in accordance with its published verification report and have a Department-issued certification letter in order to be accepted for use to meet the green in",
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      "context_excerpt": "# 9.6 PERVIOUS PAVING SYSTEMS\n\n[OCR image]\n\nA pervious paving system is a stormwater management facility used to address the impacts of land development. The system consists of a durable, permeable surface course, which allows stormwater runoff to move through it; this surface course is placed over a transition layer and a storage bed of open-graded, i.e., devoid of fine particles, aggregate. There are two types: underdrained systems and systems",
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      "context_excerpt": "# Applications\n\n[OCR image]\n\nPursuant to N.J.A.C. 7:8-5.2(a)(2), the minimum design and performance standards for groundwater recharge, stormwater runoff quality and stormwater runoff quantity at N.J.A.C. 7:8- 5.4, 5.5 and 5.6 shall be met by incorporating green infrastructure in accordance with N.J.A.C. 7:8-5.3.\n\n[OCR image]\n\nPrevious paving systems may be designed to convey storm events larger than the Water Qualit",
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      "context_excerpt": "[OCR image]\nExample 1 – Plan View\n\nExample 2: Using the following parameters, design a small-scale subsurface infiltration basin sized both for the WQDS and to provide groundwater recharge. Assume the site is not in an Urban Redevelopment Area. Assume pretreatment to provide 80% TSS removal is provided by an appropriate BMP or MTD.\n\nInflow Contributory Drainage Area = 1 ac\nExisting Conditions:\nCover = Office Build",
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      "context_excerpt": "of infiltration period) |   |   |   |   |   |   |   |   |\n|  16 | 8.15 | Δh(max) |  | Maximum groundwater mounding (beneath center of basin at end of infiltration period) |   |   |   |   |   |   |   |   |\n\n[OCR image]\n\nThe maximum mounding height is 4.19 feet. In the Hantush Spreadsheet, the SHWT forms the x-axis. For this example, ground level is 10 ft above the SHWT, meaning, the top of the groundwater mounding will be 5.81 feet below the surface. As stated above, the surface of the basin sand layer is 2.99 ft below the adjacent ground surface. Therefore, the top of the groundwater mounding is 2.82 ft below the to",
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      "context_excerpt": "# 9.9 SMALL-SCALE SAND FILTERS (GI)\n\n[OCR image]\n\nSmall-scale sand filters are stormwater management systems designed to maximize the removal of pollutants from stormwater runoff. A small-scale sand filter consists of a pre-treatment zone and a treatment zone, which includes the sand bed as the filter media and its underlying materials. Pollutants are treated through settling, filtration and adsorption by the sand bed prior to discharging stormwater r",
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      "context_excerpt": "# Applications\n\n[OCR image]\n\nPursuant to N.J.A.C. 7:8-5.2(a)(2), the minimum design and performance standards for groundwater recharge, stormwater runoff quality and stormwater runoff quantity at N.J.A.C. 7:8-5.4, 5.5 and 5.6 shall be met by incorporating green infrastructure in accordance with N.J.A.C. 7:8-5.3.\n\n[OCR image]\n\nSmall-scale sand filters may be designed to convey storm events larger than the Water Qualit",
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      "context_excerpt": "The following cross-section view provides another view of a small-scale sand filter.\n\n[OCR image]\nCross Section View – Small-Scale Sand Filter\n\n## Requirements for Extended Detention Option\n\nA small-scale sand filter may be constructed as part of an on-line, combination system to provide extended detention for larger storms. Such a system could include a level-graded infiltration zone such as that defined by a smaller contour, oval or other discrete area within the basin bottom. Runoff up to the WQD",
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      "context_excerpt": "1\\ \\text{ft/12 in})} = 7.41\\ \\text{hr}\n$$\n\nThe resulting surface area could be achieved with a 50 ft by 30.4 ft sand bed. Illustrations for this example are shown below and continue on the following page.\n\n[OCR image]\n\nExample: Small-Scale Sand Filter in Plan and Profile Views",
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      "context_excerpt": "Example: Small-Scale Sand Filter in Cross-Section View\n\n[OCR image]\n\n## Considerations\n\nWhen planning a small-scale sand filter, consideration should be given to soil characteristics, depth to the groundwater table, sensitivity of the region and inflow water quality. It is also important to note that the use of small-scale sand filters is recommended in this manual only where the WQDS or smaller storm events are contained below the first outlet control structure. Use o",
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      "context_excerpt": "robust plant community.\n\nVegetative filter strips must have a maintenance plan and must be reflected in a deed notice recorded in the county clerk's office to prevent alteration or removal.\n\n# Applications\n\n[OCR image]\n\nPursuant to N.J.A.C. 7:8-5.2(a)(2), the minimum design and performance standards for groundwater recharge, stormwater runoff quality and stormwater runoff quantity at N.J.A.C. 7:8-5.4, 5.5 and 5.6 shall be met by incorporating green infrastructure in accordance with N.J.A.C. 7:8-5.3.\n\nTo receive credit for the approved 60-80% total suspended solids (TSS) removal rate, vegetative filter strips must be d",
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      "context_excerpt": ", is employed. The figure below also shows the vegetated filter strip at its minimum required length of 25 feet. In this chapter, length is always measured in the direction of the flow of stormwater runoff.\n\n[OCR image]",
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      "context_excerpt": "# Filter Strips with More Than One Type of Vegetation\n\nThe following illustration shows the same filter strip configurations as above with two different types of vegetation.\n\n[OCR image]\nCombination Vegetative Filter Strip Configuration – Plan View\n\nThe next graphic illustrates a combination vegetative filter strip in profile view. This view highlights the restriction against allowing additional flow to enter at the upstream limit of the contributory drainage area. Again, the contributory drainage area has a maximum length of 100 feet and the filter strip has a minimum length of 25 feet",
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      "context_excerpt": "the Table on Page 10, is 8%. The proposed slope is less than the maximum allowable.\n\nStep 5: Using Chart C, draw a vertical line on the slope axis at the 5% mark up to the curve for turf grass, as follows:\n\n[OCR image]\n\nStep 6: Draw a 2nd line from the point of intersection with the turf grass curve over to the filter strip length axis, as follows:\n\n[OCR image]\n\nStep 7: Determine the required length of the filter strip. The answer is approximately 76 feet.\n\nAnswer: If constructed in accordance with this chapter, a turf grass vegetative filter strip 76 feet in length at 5% slope will be awarded a TSS r",
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      "context_excerpt": "paths in the contributory drainage area and the vegetative filter strip (90 + 25 = 115) exceeds 100 feet; therefore, sheet flow is not maintained, and the resulting TSS removal rate for this design is 0%.\n\n[OCR image]\n\nNote: The following alternative does provide treatment for stormwater runoff quality.\n\nThe illustration on the following page shows an identical contributory drainage area and vegetative filter strip. The addition of the stone cutoff trench at the down-gradient boundary of the regulated motor vehicle surface allows sheet flow to be maintained; therefore, the TSS removal rate for this configuration is",
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      "context_excerpt": "Example 5: Alternate Design Providing 60% TSS Removal\n[OCR image]\n\n## Considerations\n\nA number of factors should be considered when using a vegetative filter strip to treat stormwater runoff, including drainage and existing on-site features. Good drainage, both surface and subsurface, is necessary to ensure satisfactory performance. When designing a newly created filter strip, the designer should be aware of potential ponding factors during the planning stage and des",
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      "context_excerpt": "signer may wish to include the upturned elbow configuration shown in the illustration below to slow the discharge and increase the potential for increased biological processes to occur in the gravel layer.\n\n[OCR image]\nDetail: Upturned Elbow Configuration\n\n# Soil Characteristics\n\nFor bioretention systems designed to infiltrate into the subsoil, soils are perhaps the most important consideration for site suitability. In general, County Soil Surveys may be used to obtain necessary soil data for planning and preliminary design of bioretention systems. However, as previously mentioned, for final design and construction,",
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      "context_excerpt": "# 10.4 STANDARD CONSTRUCTED WETLANDS\n\n[OCR image]\n\nStandard constructed wetlands are stormwater management systems designed to maximize the removal of pollutants from stormwater runoff and may be used to address the quantity impacts of land development. Flow is directed through an engineered, open marsh system where pollutants are removed through settling and vegetative uptake/filtration. The total suspended solids (TSS) removal rate is 90%.\n\n|  N.J.A.",
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      "context_excerpt": "orating green infrastructure in accordance with N.J.A.C. 7:8-5.3. Pursuant to N.J.A.C. 7:8-5.3(c), large-scale green infrastructure BMPs may only be used to satisfy the stormwater runoff quantity standards.\n\n[OCR image]\n\nStandard constructed wetlands may be designed to reduce peak runoff rates when designed as an on-line system. Regardless of the design storm chosen, standard constructed wetlands must be designed for stability and capacity in accordance with the Standards for Soil Erosion and Sediment Control in New Jersey.\n\nOnly if a waiver or variance from the green infrastructure requirements of N.J.A.C. 7:8-5.3 is",
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      "context_excerpt": "# Hooded and Reverse-Slope Outlet Structures\n\n[OCR image]\n\n- The invert of the lowest stormwater quantity control outlet must be set at or above the normal water surface elevation in on-line systems.\n- Trash racks must be installed at the intake to the outlet structure. They must also be designed to avoid acting as the hydraulic control for the system, and they must meet the following criteria, as required by N.J.A.C. 7:8-5.2(i)2 and 6.2(a), and the detail on",
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      "context_excerpt": "etland, the allocation of the WQDS runoff volume is shown. The illustrations depict possible configurations and flow paths and are not intended to limit the design.\n\n## Category 1: Pond Constructed Wetlands\n\n[OCR image]\nPond Constructed Wetlands - Profile View\n\nThe illustration above shows the various components comprising a standard constructed wetland system from the pond category. Following the direction that runoff would take through the BMP; flow enters the system at A and then flows into the forebay spanning B to C. From the forebay, runoff flows over the spillway at C into the high marsh zone; it then enters the",
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      "context_excerpt": "low is available; a water budget must be included in this analysis. For more information on how to complete a water budget see the Water Budget Manual at http://www.nj.gov/dep/landuse/download/mit_011.pdf.\n\n[OCR image]",
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      "context_excerpt": "# 10.5 WET PONDS (GI)\n\n[OCR image]\n\nWet ponds designed with a reuse component and a native vegetation perimeter are used to address the stormwater runoff quantity impacts of land development. This type of stormwater facility has an elevated outlet structure that creates a permanent pool where stormwater runoff is detained and attenuated. Wet ponds can be designed as multi-stage, multi-function systems; extended detention in the permanent",
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      "context_excerpt": "nts of N.J.A.C. 7:8-5.3 is obtained.\n\nGI wet ponds must have a maintenance plan and must be reflected in a deed notice recorded in the county clerk's office to prevent alteration or removal.\n\n# Applications\n\n[OCR image]\n\nPursuant to N.J.A.C. 7:8-5.2(a)(2), the minimum design and performance standards for groundwater recharge, stormwater runoff quality and stormwater runoff quantity at N.J.A.C. 7:8- 5.4, 5.5 and 5.6 shall be met by incorporating green infrastructure in accordance with N.J.A.C. 7:8-5.3. Pursuant to N.J.A.C. 7:8-5.3(c), large-scale green infrastructure BMPs may only be used to satisfy the stormwater runof",
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      "context_excerpt": "and cement, or similar grouting material, such that water will not pond in the outlet structure. This material must be sloped towards the discharge pipe to facilitate drainage, as shown in the detail below.\n\n[OCR image]\n\n- All GI wet ponds must be designed to safely convey overflows to downstream drainage systems. The design of the overflow structure must be sufficient to provide safe, stable discharge of stormwater in the event of an overflow. Safe and stable discharge minimizes the possibility of erosion and flooding in down-gradient areas. Therefore, discharge in the event of an overflow must be consistent with the",
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      "context_excerpt": "plan and profile view. The lettered path shown in the plan view represents the alignment along which an imaginary slice was made to prepare the corresponding profile view. The re-use component is not shown.\n\n[OCR image]",
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      "context_excerpt": "[OCR image]\nGI Wet Pond - Profile View\n\n# TSS Removal Rates for GI Wet Ponds\n\nGI wet ponds may receive credit for pollutant removal only if a waiver or variance form the green infrastructure requirements of N.J.A.C. 7:8-5.3 is obtained. GI wet ponds must be designed to treat the volume generated by the WQDS to merit the approved TSS removal rate specified in Table 5-3 at N.J.A.C. 7:8-5.2(f). Techniques to compute t",
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      "context_excerpt": "to installation. For additional information, see the discussion of pretreatment found on Page 12. The illustration below shows an example of a stone-filled vault type of subsurface extended detention basin.\n\n[OCR image]\n\nAny roof runoff may be pretreated by leaf screens, first flush diverters or roof washers. For details of these pretreatment measures, see Pages 5 and 6 of Chapter 9.1: Cisterns.\n\n- This pretreatment requirement for roof runoff can be waived by the review agency if the building in question has no potential for debris and other vegetative material to be present in the roof runoff. For example, a building",
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      "context_excerpt": "# 11.5 SUBSURFACE GRAVEL WETLANDS\n\n[OCR image]\n\nSubsurface gravel wetlands are a stormwater management system designed to maximize the removal of pollutants from stormwater runoff; the system is a combination of a surface marsh and a subsurface gravel bed. Pollutants are treated through settling, by both uptake and filtration by vegetation and by chemical transformation in the subsurface bed, specifically denitrification. Both the total suspended so",
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      "context_excerpt": "ter runoff through the gravel wetland system. For more information on each component, refer to the Subsurface Gravel Wetland Components section of this chapter, beginning on Page 10.\n\n## Initial Equilibrium\n\n[OCR image]\n\nBetween storm events, runoff from the previous storm is only detained in the gravel cells; subsurface gravel wetlands are not intended to store stormwater runoff in any surface component for longer than 72 hours after the end of a storm event.\n\n## Stage 1 - Onset of Runoff\n\n[OCR image]\n\nRunoff enters the pretreatment zone, in this case, a forebay.",
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      "context_excerpt": "ed in the gravel cells; subsurface gravel wetlands are not intended to store stormwater runoff in any surface component for longer than 72 hours after the end of a storm event.\n\n## Stage 1 - Onset of Runoff\n\n[OCR image]\n\nRunoff enters the pretreatment zone, in this case, a forebay.",
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      "context_excerpt": "[OCR image]\nStage 2 – Runoff Enters Wetland Cell #1\n\nRunoff fills the forebay and begins to flow into Wetland Cell #1. As Wetland Cell #1 fills, runoff is discharged through the perforated riser pipe into Gravel Cell #1. The runoff from the previous storm event only begins to discharge through the outlet structure when it is displaced by the new flow.\n\n[OCR image]\nStage 3 – Wetland Cell #1 Fills\n\nAs t",
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      "context_excerpt": "noff is discharged through the perforated riser pipe into Gravel Cell #1. The runoff from the previous storm event only begins to discharge through the outlet structure when it is displaced by the new flow.\n\n[OCR image]\nStage 3 – Wetland Cell #1 Fills\n\nAs the rain event continues, Gravel Cell #1 begins to discharge into Gravel Cell #2 through the subsurface cross drain. The continuous inflow of runoff into the system forces the flow from Gravel Cell #2 to discharge through the outlet structure.",
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      "context_excerpt": "[OCR image]\nStage 4 - Runoff Enters Wetland Cell #2\n\nAs runoff continues to enter the system, it discharges from Wetland Cell #1 to Wetland Cell #2 through the surface cross drain, and it continues to discharge from Gravel Cell #1 to Gravel Cell #2 through the subsurface cross drain. As Wetland Cell #2 fills, runoff begins to discharge into Gravel Cell #2 through the perforated riser pipe in Wetland Cell #2. This r",
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      "context_excerpt": "This runoff will travel horizontally through the gravel in Gravel Cell #2 prior to being forced out of the system through the outlet structure by runoff from Gravel Cell #1 discharging into Gravel Cell #2.\n\n[OCR image]\nStage 5 – Wetland Cell #2 Fills\n\nAt this stage, which is some time after the end of the rain event, runoff no longer enters the system. Runoff in Wetland Cell #1 discharges to either Gravel Cell #1, through the perforated riser pipe, or to Wetland Cell #2, through the surface cross drain. Runoff in Wetland Cell #2 discharges to Gravel Cell #2 through the perforated riser pipe. Runoff continues to discha",
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      "context_excerpt": "[OCR image]\nStage 6 – Runoff Exits the System as the Wetland Cells Drain\n\nDischarge of treated runoff through the outlet structure continues as the runoff that is stored in both of the wetland cells discharges into the gravel cells.\n\n[OCR image]\nStage 7 - Equilibrium is Restored\n\nAfter all of stored runoff in the wetland cells is discharged to the gravel cells, outflow from the outlet structure ceases",
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      "context_excerpt": "ff Exits the System as the Wetland Cells Drain\n\nDischarge of treated runoff through the outlet structure continues as the runoff that is stored in both of the wetland cells discharges into the gravel cells.\n\n[OCR image]\nStage 7 - Equilibrium is Restored\n\nAfter all of stored runoff in the wetland cells is discharged to the gravel cells, outflow from the outlet structure ceases in the absence of displacement from new runoff. The system returns to equilibrium.",
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      "context_excerpt": "rface wetland cell, two subsurface gravel cells connected by a subsurface cross drain, two perforated riser pipes connecting each of the wetland cells to the gravel cells below them and an outlet structure.\n\n[OCR image]\n\nProfile View – General Components\n\nEach surface wetland cell must be connected by a cross drain and sized to store 50% of the WQDS volume. The strategy (forebay, vegetative filter strip, or MTD) selected for use in the pretreatment zone must be sized separately from the gravel wetland system.\n\nThe transition layer between the wetland soil and the gravel cells is required to prevent the finer portion of",
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      "context_excerpt": "where the native soils are sufficiently impermeable, the liner may be omitted provided that the system has the required separation from the SHWT.\n\n[OCR image]\nDetailed Profile of Wetland Cell #1 and Gravel Cell #1\n\nThe illustration above shows a closer view of the first half of the subsurface gravel wetland system. Runoff enters the system through the forebay; from there, it enters Wetland Cell #1. The riser pipe in the wetland cell has perforations up to the elevation of the WQDS. Flows up to this elevation are slowly discharged into Gravel Cell #1; flows i",
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      "context_excerpt": "# Detailed Profile of Wetland Cell #2 and Gravel Cell #2\n\n[OCR image]\n\nThis illustration shows a closer view of the second half of the subsurface gravel wetland system. As shown in the previous illustration, runoff up to the elevation of $\\frac{1}{2}$ the WQDS volume is temporarily stored in Wetland Cell #1. Flows in excess of this elevation enter Wetland Cell #2 through the cross drain. As with Wetland Cell #1, there is another riser pipe in Wetland Cell #2, which also",
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      "context_excerpt": "[OCR image]\nGuide to Sections in Plan View\n\nThe above illustration depicts the same gravel wetland system divided into three horizontal sections, each at different elevations. The following three illustrations each focus on a specific section of the gravel wetland system, as shown above.\n\n[OCR image]\nSection 1 Plan View – Gravel Cells #1 and #2\n\nThe above illustration depicts a plan view of the gra",
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      "context_excerpt": "gravel wetland system divided into three horizontal sections, each at different elevations. The following three illustrations each focus on a specific section of the gravel wetland system, as shown above.\n\n[OCR image]\nSection 1 Plan View – Gravel Cells #1 and #2\n\nThe above illustration depicts a plan view of the gravel cells, which shows an optional horizontal perforated manifold; the manifold is intended to help distribute the flow through the gravel cells in systems where the width of the gravel cells is wide enough to impede dispersal.\n\nThe above illustration also shows the required 15-foot minimum length in each",
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      "context_excerpt": "um inflow rate; this is necessary to address potential clogging and to ensure that the pipes do not act as a hydraulic control. The system must be designed to drain the WQDS volume between 24 and 48 hours.\n\n[OCR image]\nSection 2 Plan View – Wetland Soil Layer in Both Cells\n\nThis illustration shows the wetland soil layer at a distance of 4 inches above the transition layer. This elevation is important because it is the elevation at which the invert of the primary outlet must be located. At this elevation, the primary outlet maintains the water level at 4 inches above the bottom of the wetland soil; continuous inundati",
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      "context_excerpt": "# Section 3 Plan View – Wetland Cells at the Surface Cross Drain\n\n[OCR image]\n\nThis illustration depicts the top of the gravel wetland system looking down through the wetland cells at the elevation of the surface cross drain; the vegetation has been omitted to better show the other components. As previously shown, runoff enters the system through the forebay and then flows into Wetland Cell #1. All flows up to the elevation of the WQDS volume are discharged into Gravel Cell #1 t",
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      "context_excerpt": "the definition of green infrastructure.\n\nWet ponds must have a maintenance plan and must be reflected in a deed notice recorded in the county clerk's office to prevent alteration or removal.\n\n# Applications\n\n[OCR image]\n\nOnly if a waiver or variance from the green infrastructure requirements of N.J.A.C. 7:8-5.3 is obtained may wet ponds that are designed as an on-line system be used to meet the stormwater runoff quantity requirements. Additionally, regardless of the design storm chosen, wet ponds must be designed for stability in accordance with the Standards for Soil Erosion and Sediment Control in New Jersey, as requ",
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      "context_excerpt": "and cement, or similar grouting material, such that water will not pond in the outlet structure. This material must be sloped towards the discharge pipe to facilitate drainage, as shown in the detail below.\n\n[OCR image]",
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      "context_excerpt": "# Wet Pond - Profile View\n\nW.S.E. = Water Surface Elevation\n\n[OCR image]\n\n# TSS Removal Rates for Wet Ponds\n\nWet ponds may receive credit for pollutant removal only if a waiver or variance form the green infrastructure requirements of N.J.A.C. 7:8-5.3 is obtained. Wet ponds must be designed to treat the volume generated by the Water Quality Design Storm (WQDS) to merit the approved TSS removal rate specified in Table 5-3 at N.J.A.C. 7:8-5.2(f). Techniques to compute this vol",
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      "context_excerpt": "Figure 12-2: Physiographic Provinces of NJ\n[OCR image]\nImage modified from the New Jersey Geological Survey Information Circular, \"Physiographic Provinces of New Jersey, 2006\" and used with permission.\n\nTable 12-2: Default Soil Series for NJGRS Recharge Computation\n\n|  HSG | Soil Series Name  |\n| --- | --- |\n|  A | Fort Mott  |\n|  B | Nixon  |\n|  C | Readington  |\n|  D | Any soil series that results in zero annual recharge  |",
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      "context_excerpt": "linear BMP. Take note that soil profile pits from different soil mapping units may be more distant from each other in order to obtain more information about the geomorphology characteristics of the project.\n\n[OCR image]\nFigure 12-4: Soil Exploration Locations for Linear Infiltration BMPs\n\n## 5. Allowable substitutions\n\nA soil profile pit may be substituted by soil borings only when the conditions stated in the subsection titled “Soil Boring and Profile Pit Locations and Allowable Substitutions,” which begins on Page 7, are fully met.\n\n## 6. Proximity of soil exploration(s) to the actual location of a BMP\n\nThe final loc",
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      "context_excerpt": "[OCR image]\nFigure 12-6: Sample Soil Log (For Direct Observation of SHWT)\n\nOn Page 25, Figure 12-7 depicts a soil profile cross-section example obtained from the Pinelands Commission, which is available online at:\n\nhttps://www.state.nj.us/pinelands/appli/tools/new%20forms/Pinelands%20Stormwater%20BMP%20Cross%20Section%20Design%20Example.pdf.\n\nOn Page 26, Figure 12-8 depicts an example of an Excel spreadsheet create",
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      "context_excerpt": "Figure 12-7: Pineland Commission Soil Cross-Section Design Example\n[OCR image]\n- SHOW ORIGINAL GROUND SURFACE ELEVATION AT EACH TEST PIT LOCATION.\n- SHOW DEPTH AND ELEVATION OF EACH HORIZON BOUNDARY IN TEST PIT LOGS.\n- SHOW TEXTURE &amp; MONOEL COLORS) OF EACH HORIZON IN TEST PIT LOGS.\n- SHOW ELEVATION OF SEASONAL HIGH WATER LEVEL IN EACH TEST PIT LOC.\n\n# NOTES:\n\n1) HIGHEST SHWT ELEVATION = 134.8\n2) MAXIMUM CALC. GROUND WATER MOUND\nC.F.V. = 535.5\n3) LOWEST ELEVATION (INVERT) OF BM",
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      "context_excerpt": "in frozen ground or in holes which have been allowed to remain open to the atmosphere for periods greater than three days.\n- The required configuration of the test hole is illustrated in Figure 12-9, below.\n\n[OCR image]\nFigure 12-9: Percolation Test Configuration\n\n# 1. Equipment Requirements\n\nThe following equipment is required for the percolation test:\n\na. A soil auger, post-hole digger or other means of preparing a test hole as prescribed below,\nb. A knife or trowel for removing smeared or compacted surfaces from the walls of the test hole,\nc. Fine (from 2 to 10 millimeter in diameter) gravel (optional),\nd. A water s",
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      "context_excerpt": "w) can be utilized to establish the soil hydraulic conductivity in accordance with the procedures below. Take note: the tube permeameter test can only be used only when undisturbed samples can be collected.\n\n[OCR image]\nFigure 12-11: Tube Permeameter (with Standpipe)\n\n1. Equipment Requirements\n\nThe following equipment is required for performing a tube permeameter test:\n\na. A thin-walled (1 millimeter or less in thickness) metal tube, from 1.5 to 3 inches in diameter, 6 inches in length and beveled on the lower outside edge,\nb. A wooden block with dimensions broader than the diameter of the tube in the previous item abo",
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      "context_excerpt": "ted in frozen ground nor in holes which have been allowed to remain open to the atmosphere for periods greater than three days.\n- The required configuration of the test is illustrated in Figure 12-12 below.\n\n[OCR image]\nFigure 12-12: Single ring test configuration\n\n## 1. Equipment Requirements\n\nThe following equipment is required for the Single Ring Infiltration test:\n\na. A 6 inch long beveled edge test ring with an inside diameter of 6 inches,\n\ni. It is better if the test ring has an outer flange located 3 inches from the lower end of the test ring in order to stop the test ring from penetrating more than 3 inches int",
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      "context_excerpt": "ta located below the root zone of the vegetation on site and above the groundwater table in the area directly below a stormwater recharge BMP, as shown in the image below.\n\n## Basics of Groundwater Mounding\n\n[OCR image]\n\nSource: Carleton, Glen B. 2010. Simulation of Groundwater Mounding Beneath Hypothetical Stormwater Infiltration Basins, Scientific Investigations Report 2010-5102. U.S. Department of the Interior. U.S. Geological Survey. Reston, VA.\n\nThis mounding process is transient in that infiltrating runoff builds up in the unsaturated zone as stormwater infiltrates or recharges and then gradually spreads out to t",
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      "context_excerpt": "use the results of the Hantush Spreadsheet to evaluate whether the maximum height of the groundwater mounding,  $\\Delta h(\\max)$ , which is found in cell A16, will reach the bottom of the infiltration BMP.\n\n[OCR image]\nThe Hantush Spreadsheet\n\nBeginning on the following page is a description of the various input parameters in the Hantush Spreadsheet and default values and/or appropriate ranges for those parameters are provided. Some input parameters, such as the basin dimensions, are based solely on the proposed design and a range of values is not given. Since the spreadsheet can quickly calculate results, the most ap",
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      "context_excerpt": "rsects and exceeds the elevation of the bottom of the sand layer, interfering with the infiltration capability. Adjustments of the spreadsheet inputs are needed to reduce the height of groundwater mounding.\n\n[OCR image]\n\n## Step 3: Adjust spreadsheet inputs\n\nThe height of groundwater mounding determined in Step 2 will reduce the vertical hydraulic gradient, which then slows the infiltration of runoff. Therefore, the vertical hydraulic conductivity will not be as high as expected, meaning it must be adjusted and rechecked to determine if the basin can still drain within 72 hours. For this example, the recharge rate is r",
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      "context_excerpt": "ssuming a recharge rate of 2 in/hr and infiltrating the runoff in 11.62 hr. The blue solid line represents the infiltration basin assuming a recharge rate of 1 in/hr and infiltrating the runoff in 23.24 hr.\n\n[OCR image]\nExample 2: A Comparison of Mounding Effects Caused by Different Recharge Rates",
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      "context_excerpt": "ltrate in too small of an area produces an excessive height of groundwater mounding, which is depicted as the dashed red line.\n\nExample 3: Estimation of Groundwater Mounding Caused by a Too-small Basin Size\n\n[OCR image]\n\nThe figure at the top of the following page depicts a basin having a shallower depth, i.e., 0.5 ft, of stormwater runoff to be infiltrated than the one above and a  $400\\%$  larger infiltration area over which to distribute the same volume of runoff. The groundwater table, depicted as a blue line, temporarily rises but does not reach to the basin bottom. Therefore, the basin can infiltrate the runoff a",
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      "context_excerpt": "[OCR image]\nExample 3: Estimation of Groundwater Mounding Caused by a Larger Basin Size\n\n# Notes on Making Adjustments to the Design of a BMP\n\nThe adjustment of the design of a BMP to avoid the intrusion of groundwater mounding into the bottom area may require several iterations involving different footprint sizes, maximum depths of stormwater runoff to be infiltrated, and durations of infiltration periods. A quick",
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      "context_excerpt": "The results, depicted below, show that the mounding height is 4 ft, which just reaches the bottom of the basin:\n\n[OCR image]\nExample 3: New Results Section of the Hantush Spreadsheet\n\nThe initial estimate of basin size, 147 ft x 147 ft x 0.6 ft, is close to the redesigned basin size of 160 ft x 160 ft x 0.5 ft. Since this is an initial estimate, more iterations of the analysis, using a larger basin with shallower depth of stormwater runoff to be infiltrated, may be desired.\n\n# Example 4: Rectangular or round infiltration BMP",
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      "context_excerpt": "The results show the extent of the mounding along the short side of the rectangular basin:\n\n[OCR image]\nExample 4: Results Section of the Hantush Spreadsheet – Short Side Evaluation\n\nThe results show that the maximum mounding height at the center of the basin remains same as that of the square basin from Step 3 of Example 3. However, the extents of the mounding curves along long side and the short side of a rectangular basin are different.\n\n# Example 5: Underground perforated pipe scenario\n\nA site is loca",
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      "context_excerpt": "[OCR image]\nExample 5: Results Section of the Hantush Spreadsheet\n\nSince the calculated mounding height is 1.66 ft, the temporary rise in the groundwater table cause by the infiltration of stormwater will not reach the perforated pipe. However, the effect of the proposed infiltration on the adjacent structures must also be analyzed. The vertical axis shown in the results figure is situated at the centerline of the",
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      "context_excerpt": "these factors through land development affects the hydrologic response of an area to rainfall, and when these changes occur over large areas, the hydrology of entire watersheds may be significantly altered.\n\n[OCR image]\n\nWater from oceans, rivers, lakes, and soils evaporates and then condenses in the atmosphere to form clouds; the water then returns to the surface through precipitation. Under natural conditions, vegetation intercepts some of the precipitation, which then evaporates back into the atmosphere after the storm.",
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      "context_excerpt": ", infiltrate into the groundwater table where it will be stored or provide baseflow to streams, or be taken up by vegetation where it will return to the atmosphere as water vapor through evapotranspiration.\n\n[OCR image]\nHydrologic Cycle – Post-development\n\nLand development usually alters this process in many ways, which, if not managed properly, can lead to dramatic changes in the way water moves through the environment. The removal of vegetation from the site has a significant impact on both the interception of precipitation and evapotranspiration, which results in more precipitation reaching the ground surface, and t",
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      "context_excerpt": "[OCR image]\nFigure 2-1: Schematic of Lot with Connected Impervious Areas\n\n## Reduction of Runoff Volumes Due to Reduced Impervious Surfaces\n\nNote: The computations were done by evaluating the runoff from the pervious and the impervious areas separately, and summing the volumes.\n\n## Example A\n\nGiven: A 32670 sf lot with 27470 sf lawn, HSG \"B\", CN = 61, 5200 sf impervious surface, CN = 98.\nNo impervious cover is disc",
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      "context_excerpt": "pal storm sewer system. No treatment is proposed for the runoff from Drainage Area B. Can the 90% removal rate of the TSS load for Drainage Area A be averaged with the untreated runoff from Drainage Area B?\n\n[OCR image]\n\nThe answer is yes. The runoff from Drainage Areas A and B converge at the onsite manhole before the discharge of stormwater runoff leaves the site. The 90% TSS removal rate for Drainage Area A runoff can be averaged with the 0% TSS removal rate for Drainage Area B runoff.\n\nIn this example, stormwater runoff from the site's motor vehicle surfaces subject to the stormwater runoff quality standards is:\n\n-",
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      "context_excerpt": "recipitates as rainfall can wind up, or at least spend time, on ground or plant surfaces, in the atmosphere, within the various soil layers or in waterways and water bodies.\n\nFigure 5-1: The Hydrologic Cycle\n[OCR image]\nSource: Fundamentals of Urban Runoff Management.",
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      "context_excerpt": "s for the same storm events.\n\nBelow is Figure 5-2, which is an illustration demonstrating noncompliance with the requirement under N.J.A.C. 7:8-5.6(b)1, followed by Figure 5-3 which demonstrates compliance:\n\n[OCR image]\nFigure 5-2: Post-Construction Hydrograph Exceeds the Pre-construction Hydrograph\n\nIn the preceding graphic, the peak of the post-construction hydrograph, shown in grey, is lower than the peak of the pre-construction hydrograph, shown in teal, and some points of the post-construction hydrograph lie outside the pre-construction hydrograph, shown within the dashed",
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      "context_excerpt": "oval area; therefore, the post-construction hydrograph does not meet the requirements set forth at N.J.A.C. 7:8-5.6(b)1.\n\n[OCR image]\nFigure 5-3: Post-Construction Hydrograph does not Exceed the Pre-construction Hydrograph at any Point\n\nIn Figure 5-3, the post-construction hydrograph meets the aforementioned requirement since every point of the post-construction hydrograph is under the pre-construction hydrograph.\n\nIt is important to note that the area under the hydrograph represents the volume of the stormwater runoff. In order to co",
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      "context_excerpt": "Step 1: Under the Select location option, depicted in Figure 5-4 below, manually enter the location using one of the options offered on the screen or use the map to locate the site, making sure to zoom in.\n\n[OCR image]\nFigure 5-4: NOAA's NWS Precipitation Frequency Data Server Website\n\nStep 2: In the Data description section of the next window that opens, from the Select Data Type dropdown menu, make sure \"Precipitation depth\" rather than \"Precipitation intensity\"",
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      "context_excerpt": "help provide both groundwater recharge and stormwater quality treatment for small rainfall events as well as reduce the overall runoff volume that must be treated and/or controlled in a down-gradient BMP.\n\n[OCR image]\nFigure 5-18: Unconnected Impervious Surfaces\n\n[OCR image]\n\nAn impervious area can be considered to be an unconnected impervious surface only when meeting all of the following conditions:\n\na. Upon entering the down-gradient pervious area, all runoff must remain as sheet flow.\nb. Flow from the impervious surface must enter the down-gradient pervious area as sheet flow or, in the case of r",
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      "context_excerpt": "or small rainfall events as well as reduce the overall runoff volume that must be treated and/or controlled in a down-gradient BMP.\n\n[OCR image]\nFigure 5-18: Unconnected Impervious Surfaces\n\n[OCR image]\n\nAn impervious area can be considered to be an unconnected impervious surface only when meeting all of the following conditions:\n\na. Upon entering the down-gradient pervious area, all runoff must remain as sheet flow.\nb. Flow from the impervious surface must enter the down-gradient pervious area as sheet flow or, in the case of roofs, from one or more downspouts, each equipped with a splash pad, level",
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      "context_excerpt": "[OCR image]\n\nThe corresponding velocity is 0.25 ft/s. This value is then entered into the equation for the travel time, as follows:\n\n$$\nT _ {t} = \\frac {9 8 5 . 0 0}{0 . 2 5 \\times 3 6 0 0} = 1. 0 9 \\mathrm {h r} = 6 5. 5 \\mathrm {m i n}\n$$\n\nStep 3: Since no channel flow is specified in the example, the time of concentration for the post-construction condition is the sum of the travel times under sheet flow and sh",
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      "context_excerpt": "urs. The slope of the impervious surface and the grass lawn area are each at  $1\\%$ . From Table 9-5, in NEH Part 630, Chapter 9, a lawn area in HSG 'A' soil has a Curve Number of 39, under good condition.\n\n[OCR image]\n\n# Step 1: Calculate the Percentage of Total Impervious Surface\n\nTo use the NRCS composite CN with unconnected impervious area method, one must first calculate the percentage of the total impervious area to the total area. The percentage of the total impervious surface to the total area is\n\n$$\n= (200 ft \\times 25 ft) / [(200 ft \\times 25 ft) + (200 ft \\times 75 ft)] = 0.25 = 25\\%\n$$\n\nSince this percent",
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      "context_excerpt": "is approximately 47. Take care reading the x-axis as the values increase from right to left. Therefore, a Curve Number = 47 can be used to represent the entire area measuring 200 ft wide and 100 ft long.\n\n[OCR image]\nSource: Figure 9-4, NEH, Part 630, Chapter 9\n\n# Step 4: Use the Composite CN from Step 3 in the Runoff Depth Calculation\n\nThe depth of runoff will be calculated by Equation 10-11 in Chapter 10 of NEH, Part 630, as follows,\n\n$$\nQ = \\frac {(P - 0 . 2 S) ^ {2}}{(P + 0 . 8 S)}\n$$\n\nwhere:\n\n$Q =$  runoff, in\n\n$P =$  rainfall, in  $= 3.5$  in\n\n$S = \\frac{1000}{CN} - 10 = \\frac{1000}{47} - 10 = 11.3,$  using t",
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      "context_excerpt": "# Example 5-3: Use the NJDEP Two-Step Method for an Unconnected Impervious Surface to calculate the runoff volume for a site\n\n[OCR image]\n\nAs can be surmised from the name, this method requires a two-step technique using the initial abstraction provided by NRCS runoff equation. First the volume of runoff generated by just the impervious area is calculated and then this volume is considered as if it were additional rain falling on the pervious area. The design storm event illustrated is the current 2-year storm, in which the current rainf",
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      "context_excerpt": "s belonging to HSG 'A.' The storm event of concern is the 2-year storm, in which 3.5 in of rain falls over a period of 24 hours. The slopes of the impervious surface and the grass lawn are each $1\\%$. From\n\n[OCR image]\n\nTable 9-5 in Chapter 9 of NEH, Part 630, the grass lawn area specified has a Curve Number of 39.\n\nA value of 98 is used as the CN value for impervious surfaces. If a weighted composite CN were applied in this situation, the weighted composite CN would be calculated as follows:\n\n$$\nCN = \\frac{98 \\times (200 \\text{ ft} \\times 25 \\text{ ft}) + 39 \\times (200 \\text{ ft} \\times 75 \\text{ ft})}{(200 \\text{",
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      "context_excerpt": "east and west sides of the proposed development, and each area also slopes from north down to the south. The landscaped area will not receive runoff from the impervious surfaces. HSG 'C' soils are present.\n\n[OCR image]\nStep 1: Calculate the current rainfall depths and the projected rainfall depths for the 2-, 10- and 100-year storms for the site.\n\nThe NOAA rainfall data was obtained in Example A-1. In the following table, the respective current precipitation adjustment factors and future precipitation change factors for Mercer County are applied as required to obtain the precipitation depths for current and projected",
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      "context_excerpt": "rovide water quantity control and groundwater recharge for the entire site. A proposed site layout and stormwater routing diagram are shown below; however, the drawing is not to scale.\n\nProposed Site Layout\n[OCR image]\nNote: Not to Scale",
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      "context_excerpt": "he soil's saturated zone and become groundwater. The role of groundwater recharge in the overall hydrologic cycle is illustrated in Figure 6-1 below.\n\nFigure 6-1: Groundwater Recharge in the Hydrologic Cycle\n[OCR image]\nSource: New Jersey Geological Survey Report GSR-32.",
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      "context_excerpt": "n the left. Leaf screens must be maintained regularly to prevent clogging, which could prevent flow into the cistern. Additionally, poorly maintained leaf screens may lead to the growth of harmful bacteria.\n\n[OCR image]\nExamples of Cistern Pretreatment Options\n\n- First Flush Diverters are devices that direct stormwater generated at the start of a precipitation event away from a cistern. This first flush of runoff tends to wash smaller contaminants that have built up on the rooftop surface into the cistern; these contaminants may include dust, pollen, other airborne pollutants and animal feces. First flush diverters may",
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      "context_excerpt": "all anticipated traffic and other design loads. The illustration below shows one possible configuration and flow path of a subsurface cistern and is not intended to limit the design.\n\n## Subsurface Cistern\n\n[OCR image]\n\n## Safety\n\n- Cisterns must be designed to safely convey overflows to downstream drainage systems. The design of the overflow structure must be sufficient to provide safe, stable discharge of stormwater in the event of an overflow. Safe and stable discharge minimizes the possibility of adverse impacts, including erosion and flooding (even in areas outside of the flood hazard area) such as nuisance flood",
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      "context_excerpt": "# Subsurface Cistern with Detention Storage\n\n[OCR image]\nNOTE:\nMaintenance Access and Pump System not shown\nNot to Scale\n\n# Designing a Cistern\n\nA cistern stores runoff generated by the WQDS to be reused over the course of three (3) days, following stormwater capture. Therefore, it is necessary to ensure that the cistern stormwater reuse demand at the project site is sufficient to ensure that the cistern is emptied in time for the next rain event. A cistern-a",
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      "context_excerpt": "# 9.2 DRY WELLS\n\n[OCR image]\n\nDry wells are subsurface stormwater facilities that are used to collect and temporarily store stormwater runoff generated by clean rooftops; runoff is discharged through infiltration into the subsoil. Dry wells may be used to comply with the groundwater recharge design and performance standard of the Stormwater Management rules. Additionally, they may also be used to reduce the volume of stormwater run",
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      "context_excerpt": "# Applications\n\n[OCR image]\n\nPursuant to N.J.A.C. 7:8-5.2(a)(2), the minimum design and performance standards for groundwater recharge, stormwater runoff quality and stormwater runoff quantity at N.J.A.C. 7:8- 5.4, 5.5 and 5.6 shall be met by incorporating green infrastructure in accordance with N.J.A.C. 7:8-5.3.\n\n[OCR image]\n\nDry wells may be used to meet the groundwater recharge requirements of the Stormwater Manag",
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      "context_excerpt": "s for groundwater recharge, stormwater runoff quality and stormwater runoff quantity at N.J.A.C. 7:8- 5.4, 5.5 and 5.6 shall be met by incorporating green infrastructure in accordance with N.J.A.C. 7:8-5.3.\n\n[OCR image]\n\nDry wells may be used to meet the groundwater recharge requirements of the Stormwater Management rules. For more information on computing groundwater recharge, see Chapter 6: Groundwater Recharge.\n\n# Design Criteria\n\n## Basic Requirements\n\nThe following illustrations show the basic design criteria required for dry wells. The illustrations show possible configurations and flow paths and are not intended",
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      "context_excerpt": "# Dry Well Basic Requirements – Plan View Section through Inflow Pipe\n\n[OCR image]\n\n## Contributory Drainage Area\n\n- The maximum contributory drainage area limitation is 1 acre, pursuant to N.J.A.C. 7:8-5.3(b).\n- The entire contributory drainage area must be completely stabilized prior to use of the dry well.\n\n## Inflow and Pretreatment\n\n- The use of dry wells is limited to the collection of stormwater runoff generated by a clean roof that will not contribute nutrients, sediment or ot",
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      "context_excerpt": "[OCR image]\nExample 1 - Structural Chamber Dry Well Designed for Volume Reduction\n\nIn this example, the depth to the seasonal high water table is 10 feet. Assuming 1-foot depth of cover, the allowable structural chamber depth, $H$, is calculated as follows, excluding any thickness of the top of the structural chamber and the required filter fabric:\n\n$$\n\\begin{array}{l}\nH = SHWT\\ Depth - (SHWT\\ Separation + Cover) \\",
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      "context_excerpt": "# 9.3 GRASS SWALES\n\n[OCR image]\n\nA grass swale is a stable, parabolic or trapezoidal channel that is lined with turf; it is used to improve water quality and convey stormwater runoff. Grass swales do not rely on the permeability of the underlying soil for pollutant removal; instead, pollutants are removed by settling and filtration through the grass. The maximum total suspended solids (TSS) removal rate is 50%.\n\n|  N.J.A.C. 7:8 Stormw",
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      "context_excerpt": "t is not applicable to grass swales.\n\nGrass swales must have a maintenance plan and must be reflected in a deed notice recorded in the county clerk's office to prevent alteration or removal.\n\n# Applications\n\n[OCR image]\n\nPursuant to N.J.A.C. 7:8-5.2(a)(2), the minimum design and performance standards for groundwater recharge, stormwater runoff quality and stormwater runoff quantity at N.J.A.C. 7:8- 5.4, 5.5 and 5.6 shall be met by incorporating green infrastructure in accordance with N.J.A.C. 7:8-5.3.\n\n[OCR image]\n\nGrass swales may be designed to convey storm events larger than the Water Quality Design St",
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      "context_excerpt": "y meet all other criteria, because the runoff entering upstream receives enough treatment to compensate for the low level of treatment in the downstream section, as shown in Example 3 on the following page.\n\n[OCR image]",
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      "context_excerpt": "# 9.6 PERVIOUS PAVING SYSTEMS\n\n[OCR image]\n\nA pervious paving system is a stormwater management facility used to address the impacts of land development. The system consists of a durable, permeable surface course, which allows stormwater runoff to move through it; this surface course is placed over a transition layer and a storage bed of open-graded, i.e., devoid of fine particles, aggregate. There are two types: underdrained systems and systems",
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      "context_excerpt": "# Applications\n\n[OCR image]\n\nPursuant to N.J.A.C. 7:8-5.2(a)(2), the minimum design and performance standards for groundwater recharge, stormwater runoff quality and stormwater runoff quantity at N.J.A.C. 7:8- 5.4, 5.5 and 5.6 shall be met by incorporating green infrastructure in accordance with N.J.A.C. 7:8-5.3.\n\n[OCR image]\n\nPrevious paving systems may be designed to convey storm events larger than the Water Qualit",
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      "context_excerpt": "s for groundwater recharge, stormwater runoff quality and stormwater runoff quantity at N.J.A.C. 7:8- 5.4, 5.5 and 5.6 shall be met by incorporating green infrastructure in accordance with N.J.A.C. 7:8-5.3.\n\n[OCR image]\n\nPrevious paving systems may be designed to convey storm events larger than the Water Quality Design Storm (WQDS); however, regardless of the design storm chosen, all pervious paving systems must be designed for stability and in accordance with the Standards for Soil Erosion and Sediment Control in New Jersey.\n\n[OCR image]\n\nOnly pervious paving systems designed to infiltrate into the subso",
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      "context_excerpt": "m (WQDS); however, regardless of the design storm chosen, all pervious paving systems must be designed for stability and in accordance with the Standards for Soil Erosion and Sediment Control in New Jersey.\n\n[OCR image]\n\nOnly pervious paving systems designed to infiltrate into the subsoil may be used to meet the groundwater recharge requirements at N.J.A.C. 7:8-5.4. If designed with an underdrain, pervious paving systems cannot be used to meet these requirements. For more information on computing groundwater recharge, see Chapter 6: Groundwater Recharge.\n\n[OCR image]\n\nTo merit the approved TSS removal rat",
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      "context_excerpt": ".A.C. 7:8-5.4. If designed with an underdrain, pervious paving systems cannot be used to meet these requirements. For more information on computing groundwater recharge, see Chapter 6: Groundwater Recharge.\n\n[OCR image]\n\nTo merit the approved TSS removal rate of 80%, pervious paving systems must be designed to treat the WQDS and in accordance with all of the design criteria provided in this chapter.\n\n# Design Criteria\n\n## Basic Requirements\n\nThe following design criteria apply to all pervious paving systems. Additional design criteria may be found, beginning on Page 11, for a system with an underdrain and Page 13, for",
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      "context_excerpt": "sectional views. Take note that the horizontal distance between the inflow and outflow riser allows for maximum contact time between the runoff and the vegetation, which promotes greater pollutant removal.\n\n[OCR image]\nExample 3 – Plan View\n\n[OCR image]\nExample 3 – Profile View",
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      "context_excerpt": "# Applications\n\n[OCR image]\n\nPursuant to N.J.A.C. 7:8-5.2(a)(2), the minimum design and performance standards for groundwater recharge, stormwater runoff quality and stormwater runoff quantity at N.J.A.C. 7:8-5.4, 5.5 and 5.6 shall be met by incorporating green infrastructure in accordance with N.J.A.C. 7:8-5.3.\n\n[OCR image]\n\nSmall-scale sand filters may be designed to convey storm events larger than the Water Qualit",
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      "context_excerpt": "ds for groundwater recharge, stormwater runoff quality and stormwater runoff quantity at N.J.A.C. 7:8-5.4, 5.5 and 5.6 shall be met by incorporating green infrastructure in accordance with N.J.A.C. 7:8-5.3.\n\n[OCR image]\n\nSmall-scale sand filters may be designed to convey storm events larger than the Water Quality Design Storm (WQDS); however, regardless of the design storm chosen, all small-scale sand filters must be designed for stability and capacity in accordance with the Standards for Soil Erosion and Sediment Control in New Jersey, as required by N.J.A.C. 7:8 Stormwater Management rules.\n\n[OCR image]",
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      "context_excerpt": "-scale sand filters must be designed for stability and capacity in accordance with the Standards for Soil Erosion and Sediment Control in New Jersey, as required by N.J.A.C. 7:8 Stormwater Management rules.\n\n[OCR image]\n\nSmall-scale sand filter systems, since they must be designed to infiltrate into the subsoil, may be used to meet the groundwater recharge requirements. For more information on computing ground water recharge, see Chapter 6: Groundwater Recharge.\n\n[OCR image]\n\nTo merit the approved TSS removal rate of 80%, small-scale sand filters must be designed to treat the WQDS and in accordance with a",
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      "context_excerpt": "# 9.10 VEGETATIVE FILTER STRIPS\n\n[OCR image]\n\nA vegetative filter strip is a stable, evenly graded area that removes pollutants from stormwater runoff through filtration and biological uptake. In order to provide pollutant treatment, runoff must enter and move through the filter strip as sheet flow; therefore, vegetative filter strips must have shallow enough slopes to maintain this flow condition. When designed in accordance with this chapter, th",
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      "context_excerpt": "robust plant community.\n\nVegetative filter strips must have a maintenance plan and must be reflected in a deed notice recorded in the county clerk's office to prevent alteration or removal.\n\n# Applications\n\n[OCR image]\n\nPursuant to N.J.A.C. 7:8-5.2(a)(2), the minimum design and performance standards for groundwater recharge, stormwater runoff quality and stormwater runoff quantity at N.J.A.C. 7:8-5.4, 5.5 and 5.6 shall be met by incorporating green infrastructure in accordance with N.J.A.C. 7:8-5.3.\n\nTo receive credit for the approved 60-80% total suspended solids (TSS) removal rate, vegetative filter strips must be d",
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      "context_excerpt": "# Filter Strips with More Than One Type of Vegetation\n\nThe following illustration shows the same filter strip configurations as above with two different types of vegetation.\n\n[OCR image]\nCombination Vegetative Filter Strip Configuration – Plan View\n\nThe next graphic illustrates a combination vegetative filter strip in profile view. This view highlights the restriction against allowing additional flow to enter at the upstream limit of the contributory drainage area. Again, the contributory drainage area has a maximum length of 100 feet and the filter strip has a minimum length of 25 feet",
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      "context_excerpt": "ff quality because the distance of travel exceeds the 100 foot maximum established for sheet flow.\n\nExample 4b: Filter Strip Requirements – Meadow cover at 5.7% Slope, on HSG C, Soil type = Sandy Clay Loam\n\n[OCR image]",
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      "context_excerpt": "paths in the contributory drainage area and the vegetative filter strip (90 + 25 = 115) exceeds 100 feet; therefore, sheet flow is not maintained, and the resulting TSS removal rate for this design is 0%.\n\n[OCR image]\n\nNote: The following alternative does provide treatment for stormwater runoff quality.\n\nThe illustration on the following page shows an identical contributory drainage area and vegetative filter strip. The addition of the stone cutoff trench at the down-gradient boundary of the regulated motor vehicle surface allows sheet flow to be maintained; therefore, the TSS removal rate for this configuration is",
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      "context_excerpt": "Example 5: Alternate Design Providing 60% TSS Removal\n\n[OCR image]\n\n## Considerations\n\nA number of factors should be considered when using a vegetative filter strip to treat stormwater runoff, including drainage and existing on-site features. Good drainage, both surface and subsurface, is necessary to ensure satisfactory performance. When designing a newly created filter strip, the designer should be aware of potential ponding factors during the planning stage and des",
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      "context_excerpt": "# 10.1 BIORETENTION SYSTEMS (LARGE-SCALE)\n\n[OCR image]\n\nBioretention systems are stormwater management facilities used to address the stormwater quality and quantity impacts of land development. The system consists of a soil bed planted with vegetation; it can be underdrained, or stormwater runoff can infiltrate into the subsoil. Pollutants are treated through the processes of settling and uptake and filtration by the vegetation. Pollutants are also treated",
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      "context_excerpt": "gures below and discussed on the following pages. In the following illustrations, a vegetative filter strip provides pretreatment and a downstream collection system receives runoff that does not infiltrate.\n\n[OCR image]\nBioretention System Basics - Plan View\n\n[OCR image]\nBioretention System Basics - Profile View",
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      "context_excerpt": "Pavement NRCS Curve Number (CN) = | 98  |\n|  Soil Bed Depth = | 18 inches  |\n|  Assumed Design Permeability of Soil Bed = | 4 inches/hour  |\n|  Water Quality Design Storm Depth = | 18 inches = 1.5 feet  |\n\n[OCR image]\nExample 2 – Existing Conditions\n\n## Step 1: Runoff Calculations\n\nUsing the NRCS method described in National Engineering Handbook, Part 630 (NEH) and discussed in Chapter 5, the volume of runoff produced by the WQDS was calculated to be 9,482 cf.\n\n## Step 2: Preliminary Shape and Size of the Bioretention Swale\n\nFor an initial approximation, a simple shape is selected. If the swale is represented by a w",
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      "context_excerpt": "edge flanked by two symmetrical triangular pyramids, shown in the following illustration. The ends of the two pyramids are shaded in yellow and that of the central wedge in white in the cross-section view.\n\n[OCR image]\nExample 2: Geometry\n\nRunoff will occupy not only the footprint of the swale, shown in pink in the plan view portion of the above illustration, but also the two side pyramids shown in blue. Failure to account for this additional volume results in both an oversized swale and the infiltration, during larger storm events, of more volume than allowed. Calculating the volume of this complex shape by hand, al",
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      "context_excerpt": "signer may wish to include the upturned elbow configuration shown in the illustration below to slow the discharge and increase the potential for increased biological processes to occur in the gravel layer.\n\n[OCR image]\nDetail: Upturned Elbow Configuration\n\n# Soil Characteristics\n\nFor bioretention systems designed to infiltrate into the subsoil, soils are perhaps the most important consideration for site suitability. In general, County Soil Surveys may be used to obtain necessary soil data for planning and preliminary design of bioretention systems. However, as previously mentioned, for final design and construction,",
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      "context_excerpt": "# 10.2 INFILTRATION BASINS (LARGE-SCALE)\n\n[OCR image]\n\nInfiltration basins are stormwater management systems constructed with highly permeable components designed to both maximize the removal of pollutants from stormwater, promote groundwater recharge and address the quantity impacts of land development. Pollutants are treated through settling, filtration of the runoff through, and biological and chemical activity within, the components. The total suspende",
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      "context_excerpt": "# Applications\n\nThe use of infiltration basins is applicable only where the soils have the required permeability rate identified in the Design Criteria section found below.\n\n[OCR image]\n\nPursuant to N.J.A.C. 7:8-5.2(a)(2), the minimum design and performance standards for groundwater recharge, stormwater runoff quality and stormwater runoff quantity at N.J.A.C. 7:8- 5.4, 5.5 and 5.6 shall be met by incorporating green infrastructure in accordance with N.J.A.C. 7:8-5.3. Pursuant to N.J.A.C. 7:8-5.3(c), large-scale green infrastructure BMPs - i.e., those that exceed the contributory drain",
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      "context_excerpt": "# Infiltration Basin with the Detention Option: Profile View\n\n[OCR image]\n\n## Types of Infiltration Basins\n\nThere are two types of infiltration basins:\n\n1. Surface Infiltration Basins\n2. Subsurface Infiltration Basins\n\n## Individual Types of Infiltration Basins\n\nThe following section provides detailed design criteria for each type of infiltration basin. The illustrations depict possible configurations and flow paths and are not intended to limit the design.\n\n## Surface Infilt",
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      "context_excerpt": "depth and side slopes. A footprint of 45 ft wide and 80.04 ft long is designed. A side slope 3:1 (horizontal to vertical) is configured, which results in 92.04 ft long and 57 ft wide at the height of 2 ft.\n\n[OCR image]\nExample 1 - Geometry\nStep 4: Estimated Drain Time Calculation\n\nAs previously stated, the drain time of the basin is determined by the design permeability rate of the subsoil. Note that only the infiltration area, i.e. the footprint, can be credited for infiltration, meaning infiltration may not be applied to the side slopes. The drain time calculation is based on the area of the footprint, which is 3,6",
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      "context_excerpt": "# 10.3 SAND FILTERS (LARGE-SCALE GI)\n\n[OCR image]\n\nA sand filter designed to infiltrate into the subsoil is a stormwater management system designed to both maximize the removal of pollutants from stormwater and to promote groundwater recharge as well as address the quantity impacts of land development. It consists of a pre-treatment zone and a treatment zone, which includes the sand bed and its underlying materials. Pollutants are treated through settl",
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      "context_excerpt": "# Applications\n\n[OCR image]\n\nPursuant to N.J.A.C. 7:8-5.2(a)(2), the minimum design and performance standards for groundwater recharge, stormwater runoff quality and stormwater runoff quantity at N.J.A.C. 7:8- 5.4, 5.5 and 5.6 shall be met by incorporating green infrastructure in accordance with N.J.A.C. 7:8-5.3. Pursuant to N.J.A.C. 7:8-5.3(c), large-scale green infrastructure BMPs - i.e., those that exceed the contributory drain",
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      "context_excerpt": "esign storm chosen, all sand filters designed to infiltrate into the subsoil must be designed for stability and capacity in accordance with the Standards for Soil Erosion and Sediment Control in New Jersey.\n\n[OCR image]\n\nOnly if a waiver or variance from the green infrastructure requirements of N.J.A.C. 7:8-5.3 is obtained may sand filters designed to infiltrate into the subsoil that exceed the contributory drainage area limit of 5.3(b) be used to meet the groundwater recharge requirements.\n\n[OCR image]\n\nOnly if a waiver or variance from the green infrastructure requirements of N.J.A.C. 7:8-5.3 is obtaine",
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      "context_excerpt": "# Basic Requirements\n\nThe following two illustrations show the basic components of a sand filter system designed to infiltrate into the subsoil and the various zones through which stormwater runoff travels.\n\n[OCR image]\nProfile View – Sand Filter Designed to Infiltrate into the Subsoil\n\n[OCR image]\nPlan View – Sand Filter Designed to Infiltrate into the Subsoil",
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      "context_excerpt": "etland, the allocation of the WQDS runoff volume is shown. The illustrations depict possible configurations and flow paths and are not intended to limit the design.\n\n## Category 1: Pond Constructed Wetlands\n\n[OCR image]\nPond Constructed Wetlands - Profile View\n\nThe illustration above shows the various components comprising a standard constructed wetland system from the pond category. Following the direction that runoff would take through the BMP; flow enters the system at A and then flows into the forebay spanning B to C. From the forebay, runoff flows over the spillway at C into the high marsh zone; it then enters the",
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      "context_excerpt": "low is available; a water budget must be included in this analysis. For more information on how to complete a water budget see the Water Budget Manual at http://www.nj.gov/dep/landuse/download/mit_011.pdf.\n\n[OCR image]",
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      "context_excerpt": "nts of N.J.A.C. 7:8-5.3 is obtained.\n\nGI wet ponds must have a maintenance plan and must be reflected in a deed notice recorded in the county clerk's office to prevent alteration or removal.\n\n# Applications\n\n[OCR image]\n\nPursuant to N.J.A.C. 7:8-5.2(a)(2), the minimum design and performance standards for groundwater recharge, stormwater runoff quality and stormwater runoff quantity at N.J.A.C. 7:8- 5.4, 5.5 and 5.6 shall be met by incorporating green infrastructure in accordance with N.J.A.C. 7:8-5.3. Pursuant to N.J.A.C. 7:8-5.3(c), large-scale green infrastructure BMPs may only be used to satisfy the stormwater runof",
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      "context_excerpt": "[OCR image]\nGI Wet Pond - Profile View\n\n# TSS Removal Rates for GI Wet Ponds\n\nGI wet ponds may receive credit for pollutant removal only if a waiver or variance form the green infrastructure requirements of N.J.A.C. 7:8-5.3 is obtained. GI wet ponds must be designed to treat the volume generated by the WQDS to merit the approved TSS removal rate specified in Table 5-3 at N.J.A.C. 7:8-5.2(f). Techniques to compute t",
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      "context_excerpt": "# 11.1 BLUE ROOFS (NON-GI)\n\n[OCR image]\n\nBlue roofs are systems that are designed to provide stormwater detention. Precipitation that falls onto the roof is managed using orifices, weirs or other outlet devices that control the discharge rate of rooftop runoff. By reducing flow rates from rooftops, blue roofs are effective in reducing the size of down-gradient stormwater management systems. However, blue roofs can only be used to address the",
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      "context_excerpt": "e definition of green infrastructure.\n\nA blue roof must have a maintenance plan and must be reflected in a deed notice recorded in the county clerk's office to prevent alteration or removal.\n\n# Applications\n\n[OCR image]\n\nOnly if a waiver or variance form the green infrastructure requirements of N.J.A.C. 7:8-5.3 is obtained may blue roofs be used to meet the stormwater runoff quantity requirements. Additionally, regardless of the design storm chosen, all blue roofs must be designed for stability in accordance with the New Jersey Department of Agriculture publication, Standards for Soil Erosion and Sediment Control in Ne",
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      "context_excerpt": "# 11.4 SAND FILTERS WITH UNDERDRAINS (NON-GI)\n\n[OCR image]\n\nA sand filter with underdrain is a stormwater management system designed to maximize the removal of pollutants from stormwater. It consists of a pre-treatment zone and a treatment zone, which includes the sand bed and the underlying components. Pollutants are treated through settling, filtration, and adsorption by the sand bed. The total suspended solids (TSS) removal rate is 80%. However, sand filters",
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      "context_excerpt": "een infrastructure.\n\nSand filters with underdrains must have a maintenance plan and must be reflected in a deed notice recorded in the county clerk's office to prevent alteration or removal.\n\n# Applications\n\n[OCR image]\n\nOnly if a waiver or variance form the green infrastructure requirements of N.J.A.C. 7:8-5.3 is obtained may sand filters with underdrains that are designed to convey storm events larger than the Water Quality Design Storm (WQDS) be used to meet the stormwater runoff quantity requirements. Additionally, regardless of the design storm chosen, all sand filters with underdrains must be designed for stabili",
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      "context_excerpt": "face of the WQDS. The following illustrations depict the basic components of sand filters with underdrains and include an outlet structure designed to attenuate flow produced by storms larger than the WQDS.\n\n[OCR image]\n\nPlan View – Sand Filter with Underdrain",
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      "context_excerpt": "ter runoff through the gravel wetland system. For more information on each component, refer to the Subsurface Gravel Wetland Components section of this chapter, beginning on Page 10.\n\n## Initial Equilibrium\n\n[OCR image]\n\nBetween storm events, runoff from the previous storm is only detained in the gravel cells; subsurface gravel wetlands are not intended to store stormwater runoff in any surface component for longer than 72 hours after the end of a storm event.\n\n## Stage 1 - Onset of Runoff\n\n[OCR image]\n\nRunoff enters the pretreatment zone, in this case, a forebay.",
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      "context_excerpt": "where the native soils are sufficiently impermeable, the liner may be omitted provided that the system has the required separation from the SHWT.\n\n[OCR image]\nDetailed Profile of Wetland Cell #1 and Gravel Cell #1\n\nThe illustration above shows a closer view of the first half of the subsurface gravel wetland system. Runoff enters the system through the forebay; from there, it enters Wetland Cell #1. The riser pipe in the wetland cell has perforations up to the elevation of the WQDS. Flows up to this elevation are slowly discharged into Gravel Cell #1; flows i",
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      "context_excerpt": "# Detailed Profile of Wetland Cell #2 and Gravel Cell #2\n\n[OCR image]\n\nThis illustration shows a closer view of the second half of the subsurface gravel wetland system. As shown in the previous illustration, runoff up to the elevation of $\\frac{1}{2}$ the WQDS volume is temporarily stored in Wetland Cell #1. Flows in excess of this elevation enter Wetland Cell #2 through the cross drain. As with Wetland Cell #1, there is another riser pipe in Wetland Cell #2, which also",
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      "context_excerpt": "um inflow rate; this is necessary to address potential clogging and to ensure that the pipes do not act as a hydraulic control. The system must be designed to drain the WQDS volume between 24 and 48 hours.\n\n[OCR image]\nSection 2 Plan View – Wetland Soil Layer in Both Cells\n\nThis illustration shows the wetland soil layer at a distance of 4 inches above the transition layer. This elevation is important because it is the elevation at which the invert of the primary outlet must be located. At this elevation, the primary outlet maintains the water level at 4 inches above the bottom of the wetland soil; continuous inundati",
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      "context_excerpt": "# Section 3 Plan View – Wetland Cells at the Surface Cross Drain\n\n[OCR image]\n\nThis illustration depicts the top of the gravel wetland system looking down through the wetland cells at the elevation of the surface cross drain; the vegetation has been omitted to better show the other components. As previously shown, runoff enters the system through the forebay and then flows into Wetland Cell #1. All flows up to the elevation of the WQDS volume are discharged into Gravel Cell #1 t",
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      "context_excerpt": "Figure 12-2: Physiographic Provinces of NJ\n[OCR image]\nImage modified from the New Jersey Geological Survey Information Circular, \"Physiographic Provinces of New Jersey, 2006\" and used with permission.\n\nTable 12-2: Default Soil Series for NJGRS Recharge Computation\n\n|  HSG | Soil Series Name  |\n| --- | --- |\n|  A | Fort Mott  |\n|  B | Nixon  |\n|  C | Readington  |\n|  D | Any soil series that results in zero annual recharge  |",
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      "context_excerpt": "Figure 12-7: Pineland Commission Soil Cross-Section Design Example\n[OCR image]\n- SHOW ORIGINAL GROUND SURFACE ELEVATION AT EACH TEST PIT LOCATION.\n- SHOW DEPTH AND ELEVATION OF EACH HORIZON BOUNDARY IN TEST PIT LOGS.\n- SHOW TEXTURE &amp; MONOEL COLORS) OF EACH HORIZON IN TEST PIT LOGS.\n- SHOW ELEVATION OF SEASONAL HIGH WATER LEVEL IN EACH TEST PIT LOC.\n\n# NOTES:\n\n1) HIGHEST SHWT ELEVATION = 134.8\n2) MAXIMUM CALC. GROUND WATER MOUND\nC.F.V. = 535.5\n3) LOWEST ELEVATION (INVERT) OF BM",
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      "context_excerpt": "in frozen ground or in holes which have been allowed to remain open to the atmosphere for periods greater than three days.\n- The required configuration of the test hole is illustrated in Figure 12-9, below.\n\n[OCR image]\nFigure 12-9: Percolation Test Configuration\n\n# 1. Equipment Requirements\n\nThe following equipment is required for the percolation test:\n\na. A soil auger, post-hole digger or other means of preparing a test hole as prescribed below,\nb. A knife or trowel for removing smeared or compacted surfaces from the walls of the test hole,\nc. Fine (from 2 to 10 millimeter in diameter) gravel (optional),\nd. A water s",
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      "context_excerpt": "w) can be utilized to establish the soil hydraulic conductivity in accordance with the procedures below. Take note: the tube permeameter test can only be used only when undisturbed samples can be collected.\n\n[OCR image]\nFigure 12-11: Tube Permeameter (with Standpipe)\n\n1. Equipment Requirements\n\nThe following equipment is required for performing a tube permeameter test:\n\na. A thin-walled (1 millimeter or less in thickness) metal tube, from 1.5 to 3 inches in diameter, 6 inches in length and beveled on the lower outside edge,\nb. A wooden block with dimensions broader than the diameter of the tube in the previous item abo",
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      "context_excerpt": "ted in frozen ground nor in holes which have been allowed to remain open to the atmosphere for periods greater than three days.\n- The required configuration of the test is illustrated in Figure 12-12 below.\n\n[OCR image]\nFigure 12-12: Single ring test configuration\n\n## 1. Equipment Requirements\n\nThe following equipment is required for the Single Ring Infiltration test:\n\na. A 6 inch long beveled edge test ring with an inside diameter of 6 inches,\n\ni. It is better if the test ring has an outer flange located 3 inches from the lower end of the test ring in order to stop the test ring from penetrating more than 3 inches int",
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      "context_excerpt": "ta located below the root zone of the vegetation on site and above the groundwater table in the area directly below a stormwater recharge BMP, as shown in the image below.\n\n## Basics of Groundwater Mounding\n\n[OCR image]\n\nSource: Carleton, Glen B. 2010. Simulation of Groundwater Mounding Beneath Hypothetical Stormwater Infiltration Basins, Scientific Investigations Report 2010-5102. U.S. Department of the Interior. U.S. Geological Survey. Reston, VA.\n\nThis mounding process is transient in that infiltrating runoff builds up in the unsaturated zone as stormwater infiltrates or recharges and then gradually spreads out to t",
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      "context_excerpt": "results of the Hantush Spreadsheet to evaluate whether the maximum height of the groundwater mounding,  $\\Delta h(\\max)$ , which is found in cell A16, will reach the bottom surface of the infiltration BMP.\n\n[OCR image]\nThe Hantush Spreadsheet\n\nBeginning on the following page is a description of the various input parameters in the Hantush Spreadsheet and default values and/or appropriate ranges for those parameters are provided. Some input parameters, such as the basin dimensions, are based solely on the proposed design and a range of values is not given. Since the spreadsheet can quickly calculate results, the most ap",
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      "context_excerpt": "cts and exceeds the elevation of the bottom surface of the basin, interfering with the infiltration capability. Adjustments of the spreadsheet inputs are needed to reduce the height of groundwater mounding.\n\n[OCR image]\n\n## Step 3: Adjust spreadsheet inputs\n\nThe height of groundwater mounding determined in Step 2 will reduce the vertical hydraulic gradient, which then slows the infiltration of runoff. Therefore, the vertical hydraulic conductivity will not be as high as expected, meaning it must be adjusted and rechecked to determine if the basin can still drain within 72 hours. For this example, the recharge rate is r",
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      "context_excerpt": "ssuming a recharge rate of 2 in/hr and infiltrating the runoff in 11.62 hr. The blue solid line represents the infiltration basin assuming a recharge rate of 1 in/hr and infiltrating the runoff in 23.24 hr.\n\n[OCR image]\nExample 2: A Comparison of Mounding Effects Caused by Different Recharge Rates",
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      "context_excerpt": "[OCR image]\nExample 3: New Results Section of the Hantush Spreadsheet\n\nThe figure below shows the initial design of a small basin with a high, i.e., 2 ft, maximum depth of stormwater runoff to be infiltrated. The mounding analysis demonstrates that concentrating the runoff volume to infiltrate in too small of an area produces an excessive height of groundwater mounding, which is depicted as the dashed red line.\n\n![",
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      "context_excerpt": "The mounding analysis demonstrates that concentrating the runoff volume to infiltrate in too small of an area produces an excessive height of groundwater mounding, which is depicted as the dashed red line.\n\n[OCR image]\nExample 3: Estimation of Groundwater Mounding Caused by a Too-small Basin Size\n\nThe figure at the top of the following page depicts a basin having a shallower depth, i.e., 0.5 ft, of stormwater runoff to be infiltrated than the one above and a  $400\\%$  larger infiltration area over which to distribute the same volume of runoff. The groundwater table, depicted as a blue line, temporarily rises but does",
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      "context_excerpt": "The results, depicted below, show that the mounding height is 4 ft, which just reaches the bottom of the basin:\n\n[OCR image]\nExample 3: New Results Section of the Hantush Spreadsheet\n\nThe initial estimate of basin size, 147 ft x 147 ft x 0.6 ft, is close to the redesigned basin size of 160 ft x 160 ft x 0.5 ft. Since this is an initial estimate, more iterations of the analysis, using a larger basin with shallower depth of stormwater runoff to be infiltrated, may be desired.\n\n# Example 4: Rectangular or round infiltration BMP",
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