Schematic illustrating five different sizing criteria,

A unified framework is presented for addressing stormwater sizing criteria in the context of the MPCA Construction General Permit (CGP) and local stormwater management requirements, if chosen by the local community. The unified approach addresses five different sizing criteria, as shown below.

• Recharge
• Water quality
• Channel protection
• Over bank flooding
• Extreme storms

In addition to these sizing criteria for regular waters, this Manual describes how sizing criteria can be adapted to provide greater protection for special and other sensitive waters of the state. The goal of the unified framework is to develop a consistent approach for sizing stormwater practices that can

• perform effectively: manage enough runoff volume to actually solve the stormwater problem it is intended to address;
• perform efficiently: manage just enough runoff volume to address the problem but not over-control it. More storage is not always better, and can greatly increase construction costs;
• be simple to administer: be understandable, relatively easy to calculate with current hydrologic models, and workable over a range of development conditions and intensities. In addition, criteria should be clear and straightforward to avoid needless disputes between design engineers and plan reviewers when they are applied to development sites, while also eliminating any competitive disadvantages that are created when uniform regulations do not exist;
• promote better site design: be structured in a manner so that property owners have real incentives to reduce storage volumes (and costs) by applying better site design techniques to receive stormwater credits; and
• be flexible to respond to special site and receiving water conditions: be expanded to adequately protect unique receiving waters, and to be reduced or eliminated in certain development situations where they are inappropriate or infeasible.

A unified framework for sizing stormwater practices provides greater consistency and integration among the many city, county, watershed organization, regional and statewide stormwater requirements and ordinances adopted over the years. It also establishes a common framework to address all stormwater problems caused by development sites over the entire spectrum of rainfall events. The unified approach still provides communities with flexibility to develop stormwater criteria adapted for local conditions, within overall context of the 2003 MPCA CGP. The Manual provides more detailed guidance on the appropriate design assumptions for accepted hydrologic models used in design.

## Overview of the unified stormwater sizing framework

The terminology and abbreviations associated with various stormwater sizing criteria can be confusing at times, as the state and local reviewing authorities often define or interpret them in a slightly different manner. This terminology is described in the following table.

A review of key stormwater sizing terminology.

Term Definition
Better Site Design (BSD) Better site design refers to the application of non-structural practices at new development sites to reduce site impervious cover, conserve natural areas, and use pervious areas to more effectively treat stormwater runoff. Also know as low impact development.
Channel Protection (VcpVolume) Refers to the recommended runoff storage volume needed to control post-development bankfull flow velocities so they do not increase erosion in downstream channels. typically, detention and/or extended detention of intermediate sized storms (0.5 to 2.0 inches of rainfall) are used for this purpose. The channel protection volume is denoted as Vcp.
Design Storm An engineering term for a single rainfall event with a defined intensity, duration and statistical recurrence interval commonly ranging from 0.5 to 100 years. These single event storms are based on long-term rainfall data and are used in hydrologic models to predict the peak discharges and runoff volumes associated with each type of storm. Unless otherwise indicated, all design storms discussed in the Manual has a 24-hour duration and a Type II distribution.
Detention Time Various definitions for detention time exist in hydraulic manuals and in help screens on computer models. For this Manual, a simple method of computing detention time is recommended. Detention time is equal to the length of time starting at basin full (for a specific design storm) and ending either when the basin is dry (filtration or infiltration) or the basin has attained normal water level (stormwater ponds or constructed wetlands).
Extreme Storm Volume (Vp100 The greatest runoff storage volume is used to the peak discharges of infrequent but very large storm events to pre-development levels. The 100-year design storm, which has a statistical recurrence interval of occurring once in one hundred years, is used by most communities. Extreme floods can cause catastrophic damagae and even loss of life. The storage volume needed to store and detain them is denoted as Vp100. Note that stormes more "extreme" than the 100-year event do occur in Minnesota. The extreme term is used relative to other volume terms for perspective.
Hydrologic Soil Group (HSG) HSG is an USDA-NRCS designation given to different soil types to reflect their relative surface permeability and infiltrative capability. Group A soils have low runoff potential and high infiltration rates. Group B soils have moderate infiltration rates. Group C soils have low infiltration rates. Group D soils have high runoff potential with very low infiltration rates and consist chiefly of clay soils (TR-55, 1986).
Other Sensitive Receiving Waters In addition to special waters defined in the CGP, there are other receiving waters that merit additional management attention because of their sensitivity, as defined by various state and local entities. Recommended stormwater criteria exist for
• Lakes (most sensitive and sensitive)
• Wetlands (susceptible and non-susceptible)
• Drinking water source areas (ground and surface water)
• Impaired waters (computable and non-computable.
Overbank Flood Volume (Vp10) Refers to the runoff storage volume needed to prevent an increased frequency of floods that spill out of the channel and onto the floodplain where they may cause damage to the conveyance systems, property and infrastructure. Overbank flooding is normally controlled by detention of post-development 10-year storm so that pre-development peak discharge rates (as defined by state or local agencies) are maintained, and is denoted by Vp10 (assuming the local review authority requires control of the 10-year storm event).
Permanent Pool Volume (Vpp) The CGP requires that all wet sedimentation basins contain a permananet pool with a volume of 1,800 cubic feet of storage for each acre that drains to the basin. This equates to 1/2 inch of runoff per acre. The permanent pool must reach a minimum depth of three feet, stay below 10 feet and be configured to minimize scour and resuspension of solids.
Pre-Development Conditions The term pre-development conditions can be interpreted in many different ways. The MPCA uses land cover conditions immediately preceding the current development project as the CGP pre-development condition, whereas many other local and watershed managers use a more natural definition, such as meadow or woodlands in good shape (stated in a manner to help in CN selection). Obviously the CGP version will usually result in a smaller net runoff increase for most land that has anything but a natural cover. It is recommended that the CGP definition be used for its intended purpose as part of state permit issuance, but that the more natural pre-development condition be used if a stormwater manager wants to assume a more conservative condition.
Recharge Volume (Vre) Refers to the recommended volume of runoff which should be spread over pervious areas and otherwise infiltrated into the soil to promote groundwater recharge. The recharge volume is denoted as Vre and is normally included as part of the water quality volume.
Special Waters A list of eight categories of receiving waters are specifically designated as "special waters" in the CGP. Additional BMPs and enhanced runoff controls are required for discharges to the following special waters:
• Wilderness areas
• Mississippi River (Lake Itasca through Morrison County)
• Scenic or recreation river segments
• lake Superior
• Lake trout lakes
• Trout lakes
• Scientific and natural areas
• Trout streams
Total Storage Volume (Vts) For ponds built under the requirements of the CGP, the total storage volume required is the sum of the permanent pool volume (Vpp) plus the water quality volume (Vwq).
Water Quality Volume (Vwq) Generic term for the storage volume used to capture, treat and remove pollutants in stormwater runoff. It is normally expressed as a volume (watershed-inches or acre-feet) and is denoted by Vwq. For ponds and wetlands, the MPCA CGP defines it as the volume of live storage above the permanent pool (above the dead storage) used for water quality. For non-pond BMPs, MPCA defines the water quality volume in the same manner as the general definition above.

An example of a typical rainfall frequency spectrum for Minnesota (MSP airport) which shows the percent of rainfall events that are equal to or less than an indicated rainfall depth. Similar graphs for other locations are found at this link
Schematic plan drawing illustrating pond storage allocations. Allocations include the permanent pool (Vpp), water quality volume (Vwq), channel protection volume (Vcp), overbank flood volume (Vp10), and extreme flood volume(Vp100). A typical pond plan and profile CADD file exists for this layout.

In the course of a year, anywhere from 35 to 50 precipitation events fall on Minnesota. Most events are quite small but a few can be several inches in depth. A rainfall frequency spectrum describes the average frequency of the depth of precipitation events (adjusted for snowfall) that occur during a normal year. Rainfall frequency maps have been developed for Minnesota for several return frequencies. The majority of storms are relatively small but a sharp upward inflection point occurs at about one-inch of rainfall.

The unified sizing approach seeks to manage the entire frequency of rainfall events that are anticipated at development sites. The runoff frequency spectrum is divided into five management zones, based on their relative frequency, as follows.

• Recharge: targets rainfall events that create little or no runoff but produce much of the annual ground water recharge at the site.
• Water Quality: targets rainfall events that deliver the majority of the stormwater pollutants at the site.
• Channel Protection: targets storms that generate bankful and sub-bankful floods in the stream that cause channel enlargement.
• Overbank Floods: targets large and infrequent storm events that spill over to floodplain and cause damage to infrastructure.
• Extreme Storms: controls the largest, most infrequent and most catastrophic floods that threaten property and public safety (e.g., commonly known as the 100-year storm.

The goal of stormwater management is to provide effective control over each management zone in order to produce post-development hydrology that most closely resembles state or locally defined pre-development conditions at the development site. Each criterion defines a unique storage volume that should be managed at the site. They are best understood visually as a layer cake that has progressively larger layers from bottom to top, with recharge volume being the narrowest layer at the bottom and extreme storm control comprising the thickest layer at the top.

The unified approach proposes to standardize the basic approach to stormwater design for regular waters of the state, while also defining certain site conditions or development scenarios where individual stormwater sizing criteria may be relaxed or waived. The unified framework also clearly indicates when sizing criteria need to be enhanced to provide a higher degree of water resource protection for special or other sensitive waters. The table below profiles the recommended or required sizing criteria for each of the five stormwater management zones for both regular and special waters. Each of these management zones is discussed in a separate page in this Manual. Each page describes how the sizing criteria are calculated and the conditions where they may be relaxed or waived. This information is a general guide and designers should always check with their local review authority and the MPCA to determine the appropriate sizing criteria used in their community.

Overview of unified stormwater sizing criteria

Target Current State or Local Sizing Criteria
Recharge (Vre) or Infiltration

Regular Waters: None required, although recharge and infiltration are strongly encouraged through better site design and stormwater credits.

CGP Special Waters: Full infiltration of the excess runoff volume from the two year-24 hour storm event is one option contained in the CGP to meet the requirement for temperature control for trout streams.

Other Sensitive Receiving Waters: Recharge recommended as a local option.

Recharge may be restricted or prohibited in certain settings, as outlined in the Recharge and Infiltration Criterion below.
Water Quality (Vwq)

Regular Waters: Apply MPCA Sizing Rule 1 or 3 in 2003 GCP, depending on BMP used.

CGP Special Waters: Apply MPCA Sizing Rule 2 or 4 in 2003 GCP, depending on BMP used. Additional BMPs required under CGP Appendix A (B) for special waters.

Other Sensitive Receiving Waters: Recommend expanded sizing criteria for most-sensitive lakes, trout streams (in CGP), susceptible wetlands and impaired waters, as described later in this section.
Channel Protection (Vcp)

Regular Waters: No current state requirement. It is recommended that communities adopt a criterion for either 24-hour extended detention of the 1-year, 24-hour design storm or one-half of the 2-yr, 24-hr pre-development peak flow when revising or adopting local stormwater ordinances for peak flow control (and eliminate two-year peak discharge requirements).

CGP Special Waters: One- and two-year design storm peak discharge and volume control required in four special water categories (wilderness, trout lakes, lake trout lakes, and scientific and natural areas).

Other Sensitive Receiving Waters: 12-hour detention of water is recommended as the most for discharge to trout streams (to prevent heating), while other sensitive receiving waters should maintain the 24-hour minimum.
Overbank Flood (Vp10)

Current Local Requirement: Varies, but typically involves either 10-year design storm peak discharge control, or a combination of 10- and 25-year design storm peak discharge control.

CGP Special Waters and Other Sensitive Receiving Waters: No additional requirements.
Extreme Storm (Vp100)

Current Local Requirement: Varies, but frequently involves 100-year design storm peak discharge control. In other cases, peak discharge control is waived if development is excluded from ultimate 100-year floodplain, or an acceptable downstream hydrologic analysis indicates it is not needed. Stormwater BMPs must be designed to provide safe overflow of the 100 year-peak discharge even if extreme storm control is not required at the site.

CGP Special Waters and Other Sensitive Receiving Waters: No additional requirements.

Channel protection outlet: an outlet designed to release Vcp over a period of 24 hours (minimum Vcp detention time is recommended to be 12 hours). The Vcp pool elevation can be read from the pond stage-storage relationship.

Assuming an orifice is also used to release Vcp, the invert of the Vcp orifice may be placed at the Vwq pool elevation (Ewq).

The average release rate for Vcp is computed as

$$Q_{cp_avg} = (V_{cp} - V_{wq} / t_{cp}) - Q_{wq}$$

where:

tcp = the intended channel protection volume detention time
Qwq= computed (using the above equation for Qwq), with the head value calculated as

$$h_{wq} = (E_{wq} + E_{cp} / 2) - E_{PermPool}$$

From the stage-storage table, find the elevation associated with Vcp. The average head on the channel protection outlet can then be calculated as

$$h_{cp avg} = (E_{cp} - E_{wq}) / 2$$

Again, the required orifice cross sectional area can then be indirectly computed using the orifice equation

$$Q_{cp_avg} = CA_{cp} \sqrt{2gh_{cp avg}}$$

The diameter of the orifice is then

$$D_{cp} = 2\sqrt{A_{cp} / \pi}$$

The rate of discharge from the channel protection orifice for any head value hcp on the channel protection outlet can then be computed as

$$Q_{cp} = CA_{cp} \sqrt{2gh_{cp}}$$