CONSULTANTS, INC.

WOODMEN HILLS METROPOLITAN DISTRICT

LIFT STATION #1 REPLACEMENT

SITE DEVELOPMENT PLAN DRAINAGE LETTER

February 2019

Prepared By:

PCD File No. PPR1841

5540 TECH CENTER DR., SUITE 100 • COLORADO SPRINGS, CO • 80919 • (719) 227-0072 • FAX (719) 471-3401

5540 TECH CENTER DR., SUITE 100, COLORADO SPRINGS, CO 80919

(719) 227-0072 FAX (719) 471-3401 PCD File No. PPR1841

CONSULTANTS, INC.

Design Engineer’s Statement: The attached drainage plan and report were prepared under my direction and supervision and are correct to the best of my knowledge and belief. Said drainage report has been prepared according to the criteria established by the County for drainage reports and said report is in conformity with the applicable master plan of the drainage basin. I accept responsibility for any liability caused by any negligent acts, errors or omissions on my part in preparing this report. 02/272019 Ryan Mangino, PE #43304 Date Owner/Developer’s Statement:

El Paso County: Filed in accordance with the requirements of the Drainage Criteria Manual, Volumes 1 and 2, El Paso County Engineering Criteria Manual and Land Development Code as amended. Jennifer Irvine, P.E. Date County Engineer / ECM Administrator Conditions:

5540 TECH CENTER DR., SUITE 100, COLORADO SPRINGS, CO 80919

(719) 227-0072 FAX (719) 471-3401 PCD File No. PPR1841

CONSULTANTS, INC.

El Paso County February 27, 2019 Planning & Community Development 2880 International Circle, Suite 110 Colorado Springs, CO 80910-3127 Attn: Len Kendall RE: Woodmen Hills Metropolitan District Lift Station #1 Replacement Administrative Plot Plan – Drainage Letter Address: TBD (Current Site Address: 12048 Falcon Highway, Peyton, CO 80831) Dear Mr. Kendall: The purpose of this drainage letter is to satisfy requirements of the El Paso County Planning and Community Development division pertaining to the proposed Administrative Plot Plan for the project referenced above. Property Description:

The site for Lift Station #1 is located in the Southwest 1/4 of Section 7, Township 13 South, Range 64 West of the 6th Principle Meridian, El Paso County, Colorado (El Paso County Parcel #: 4307300006).

This project is located in the Falcon Drainage Basin (CHWS1400) with Chico Creek being the receiving water shed. A Drainage Basin Planning Study (DBPS) was performed for this basin in 2013. The site borders Falcon Highway to the south and a drainage way owned by the El Paso County Parks Department to the west.

The existing facility that is to be replaced with this project does not have an address since it is below ground. Electrical infrastructure on the site has been given an address of 12048 Falcon Highway, Peyton, Colorado. The address for the new facility will be determined and granted by the Pikes Peak Regional Building Department during their review of the building permit.

An existing lift station is located on the site within a 0.33-acre easement on Falcon School District 49 property. It currently consists of a holding tank for wastewater and a steel structure that houses pumping equipment. Both the holding tank and steel structure are buried, with the only above-grade infrastructure consisting of access hatches, electrical/control equipment, and a diesel generator.

A “holding pond” was built on the site when the original facility was constructed. Its purpose was to contain emergency overflow of wastewater in the event of a power or equipment failure. This pond will be removed and replaced with sealed, below-grade holding tanks for emergency overflows.

Existing native vegetation and about 1,000 square feet of gravel cover the site. The gravel provides access for operation and maintenance by the Woodmen Hills Metropolitan District (WHMD, the District). Existing Drainage Characteristics:

Existing drainage sheet-flows to the south and west into the drainage way mentioned above. There are no existing drainage facilities (storm pipes, inlets, culverts, etc.) on the site. Most of the site drains directly to the drainage way to the west, while a small portion drains into a roadside ditch on the north side of Falcon Highway, and eventually west into the drainage way.

5540 TECH CENTER DR., SUITE 100, COLORADO SPRINGS, CO 80919

(719) 227-0072 FAX (719) 471-3401 PCD File No. PPR1841

CONSULTANTS, INC.

Proposed Drainage Characteristics:

Proposed drainage will generally remain the same as the existing drainage. The addition of an above-grade building will add 756 square-feet of new impervious area to the site. However, detention facilities are not proposed for this project. In order to offset the additional impervious area and avoid detention facilities, we are proposing to install permeable material around the building in lieu of the typical gravel driveway. The permeable material will consist of over 3,300 square feet of 5-inch thick gravel, and a 1-inch “permeable paver” with 3/8-inch gravel at finished grade. This system will allow storm water to infiltrate almost immediately and filter into the soils beneath instead of flowing immediately offsite. The volume of the permeable material at an assumed 40% void ratio is roughly 4,525 gallons, or 605 cubic feet. Based on information from Volume 3, Chapters 3 and 4 of the Urban Drainage and Flood Control District (UDFCD) Urban Storm Drainage Criteria Manual (USDCM), the following Water Quality Control and Storage Volumes were calculated for this project:

- Water Quality Control Volume (WQCV): 55.3 Cubic Feet

(per enclosed calculations – higher of calculations attained from Volume 3 and UDFCD Permeable Pavement System Workbook)

- Required Storage Volume: 485 Cubic Feet

(per enclosed calculations –UDFCD Permeable Pavement System Workbook) The storage volume of the proposed permeable paving system is 605 cubic feet – 12% more than required. There are multiple reasons that detention is not desired for this project, including:

Lack of area o The lift station and buried infrastructure take up most of the site

Proximity to existing drainage way, 100-year floodplain, and wetlands o A detention pond serving the facility would have to be constructed in existing floodplain

and wetlands, disturbing the wetlands and potentially impacting existing floodplain elevations.

BMP Selection (Four-Step Process) Step 1: Runoff Reduction Practices

- Reduced Pavement area – No pavement is proposed for this site. - Porous Pavement – Permeable material employed to reduce or eliminate detention.

Step 2: Stabilize Drainage Ways

- Stabilized Natural Channel – Proposed improvements are not channelized, and have slopes of 4H:1V or flatter. Both efforts promote stabilization of downstream drainage ways by decreasing velocities.

5540 TECH CENTER DR., SUITE 100, COLORADO SPRINGS, CO 80919

(719) 227-0072 FAX (719) 471-3401 PCD File No. PPR1841

CONSULTANTS, INC.

Step 3: Provide Water Quality Capture Volume (WQCV)

- Porous Pavement Detention – Proposed Permeable material will provide 4,500 gallons of available WQCV.

Step 4: Need for Industrial and Commercial BMP’s

- Spill Containment and Control – Will be employed before, during, and after the construction process, as well as during normal operation and maintenance of the facility.

Drainage Fees

The Site is in the Falcon Drainage Basin of Chico Creek (Basin Number CHWS1400). Drainage fees are not applicable with Site Development Plans; therefore, no drainage fees are due. Summary

Proposed drainage characteristics will generally remain the same as existing, with additional impervious area offset by permeable material placed on site in lieu of gravel driveway. Therefore, no detention facilities are proposed. Respectfully, JDS-Hydro Consultants, Inc. Ryan Mangino, PE Enclosed

- Drainage Exhibit - UDFCD – USDCM Water Quality Control and Storage Volume Calculations

WQCV= (0.91 3−1.19 2+ 0.78 ) Equation 3-1

Where:

WQCV = Water Quality Capture Volume (watershed inches)a = Coefficient corresponding to WQCV drain time (Table 3-2)

I =

Table 3-2. Drain Time Coefficients for WQCV Calculations

Drain Time (hrs) Coefficient, a12 hours 0.824 hours 0.940 hours 1

Using representative values for this project:a= 0.9 Per Table 3-2I= 40.0% Per Table 6-3, USDCM, Vol 1, Ch 6 - Gravel (Packed)

Solution:

WQCV= (0.91 3−1.19 2+ 0.78 )

WQCV= 0.161856 Watershed Inches

Find Required BMP Storage Volume (V):

V= (WQCV/12)A Equation 3-3

Where:

V= required storage volume (acre-ft)A= tributary catchment area upstream (acres)

WQCV Water Quality Capture Volume (watershed inches)

Using representative values for this project:A= 4,100 sq. ft. (permeable paving system plus building roof) = 0.0941 acres

WQCV= 0.16 Watershed Inches

Solution:

V= (WQCV/12)A

V= 0.001270 acre-ft = 55.30 cubic feet

Provided: 1,500 cubic feet

Calculation of WQCV (per UDFCD-USDCM Volume 3, Chapter 3)

Imperviousness (%/100) (see Figures 3-3 through 3-5 [single family land use] and /or the Runoff chapter of Volume 1[other typical land uses])

Sheet 1 of 2

Designer:

Company:

Date:

Project:

Location:

1. Type of Permeable Pavement Section

A) What type of section of permeable pavement is used? (Based on the land use and activities, proximity to adjacent structures and soil characteristics.)

B) What type of wearing course? 1

2. Required Storage Volume

A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 40.0 %

B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.400

C) Tributary Watershed Area ATotal = 4,100 sq ft (including area of permeable pavement system)

D) Area of Permeable Pavement System APPS = 3,300 sq ft (Minimum recommended permeable pavement area = 683 sq ft)

E) Impervious Tributary Ratio RT = 0.1 (Contributing Imperviuos Area / Permeable Pavement Ratio)

F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 49 cu ft

(WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area)

G) Is flood control volume being added?

H) Total Volume Needed VTotal = 49 cu ft

3. Depth of Reservoir

A) Minimum Depth of Reservoir Dmin = 5.5 inches LESS THAN MINIMUM RECOMMENDED

(Minimum recommended depth is 6 inches) DEPTH OF 6 INCHES

B) Is the slope of the reservoir/subgrade interface equal to 0%?2

C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.40

D) Slope of the Base Course/Subgrade Interface S = 0.048 ft / ft

E) Length Between Lateral Flow Barriers (max = 1.56 ft.) L = 0.3 ft

F) Volume Provided Based on Depth of Base Course V = 485 cu ft Flat or Stepped: V = P * ((Dmin - 1) / 12) * Area Volume assumes uniform slope & lateral flow barrier spacing Sloped: V = P * ((Dmin - 6*S*L - 1) / 12) * Area Calculate the volume of each cell individually when this varies.

4. Lateral Flow Barriers

A) Type of Lateral Flow Barriers

B) Number of Permeable Pavement Cells Cells = 825

5. Perimeter Barrier

A) Is a perimeter barrier provided on all sides of the pavement system? (Recommeded for PICP, concrete grid pavement, or for any no-infiltration section.)

WHMD - Lift Station #1 Replacement

12048 Falcon Hwy, Peyton, CO 80831

Design Procedure Form: Permeable Pavement Systems (PPS)

Ryan Mangino

JDS-Hydro Consultants, Inc.

February 27, 2019

UD-BMP (Version 3.07, March 2018)

Choose One

No Infiltration

Partial Infiltration Section

Full Infiltration Section

Choose One

YES

NO

Choose One

YES- Flat or Stepped Installation

NO- Sloped Installation

Choose One

Concrete Walls

PVC geomembrane installed normal to flow

N/A- Flat installation

Other (Describe):

Choose OneYES

NO

Choose One

PICP

Concrete Grid Pavement

Pervious Concrete

Porous Gravel

UDFCD_USDCM_PPS_Workbook.xlsm, PPS 2/27/2019, 3:52 PM

Sheet 2 of 2

Designer:

Company:

Date:

Project:

Location:

6. Filter Material and Underdrain System

A) Is the underdrain placed below a 6-inch thick layer of CDOT Class C filter material?

B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2)

C) Distance from the Lowest Elevation of the Storage Volume y = ft (i.e. the bottom of the base course to the center of the orifice)

7. Impermeable Geomembrane Liner and Geotextile Separator Fabric

A) Is there a minimum 30 mil thick impermeable PVC geomembrane liner on the bottom and sides of the basin, extending up to the top of the base course?

B) CDOT Class B Separator Fabric

8. Outlet (Assumes each cell has similar area, subgrade slope, and length between lateral barriers (unless subgrade is flat). Calculate cellsindividually where this varies.)

A) Depth of WQCV in the Reservoir DWQCV = 0.54 inches (Elevation of the Flood Control Outlet)

B) Diameter of Orifice for 12-hour Drain Time DOrifice = inches (Use a minimum orifice diameter of 3/8-inches)

Notes:

WHMD - Lift Station #1 Replacement

Design Procedure Form: Permeable Pavement Systems (PPS)

Ryan Mangino

JDS-Hydro Consultants, Inc.

February 27, 2019

12048 Falcon Hwy, Peyton, CO 80831

Outlet - N/A

Choose OneYES

NO

Choose One

4-inch

6-inch

Choose One

Choose One

YES

NO

Placed above the liner

Placed above and below the liner

N/A

UDFCD_USDCM_PPS_Workbook.xlsm, PPS 2/27/2019, 3:52 PM