the gardens at north carefree final drainage report … · mule deer investments, llc 2727 glen...

THE GARDENS AT NORTH CAREFREE FINAL DRAINAGE REPORT EL PASO COUNTY, COLORADO

PROJECT NO. 187608744

Prepared for: MULE DEER INVESTMENTS, LLC 2727 GLEN ARBOR DRIVE COLORADO SPRINGS, CO 80124

Prepared by: STANTEC CONSULTING, INC 5725 MARK DABLING BLVD, SUITE 190 COLORADO SPRINGS, CO 80919 719.432.6880

January 21, 2019

PCD File No: SF 195

CERTIFICATIONS 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. _____________________________________________ Seal Charlene. M. Durham, P.E. #36727 Owner/Developer’s Statement: I, the owner/developer have read and will comply with all of the requirements specified in this drainage report and plan. By (signature): Date: Title: Address: 2727 Glen Arbor Drive Colorado Springs, CO 80124 El Paso County: Filed in accordance with the requirements of the El Paso County Land Development Code, Drainage Criteria Manual Volumes 1 and 2, and the Engineering Criteria Manual, as amended. _________________________________________ ____________ Jennifer Irvine, P.E., Date County Engineer / ECM Administrator

V:\52876\active\187608744-Mule Deer\Reports\Drainage\Mule Deer FDR.doc 3

Table of Contents

PURPOSE ................................................................................................................................................ 5

GENERAL LOCATION & DESCRIPTION ....................................................................................... 5

DESCRIPTION OF PROPERTY .................................................................................................................... 5 CLIMATE ................................................................................................................................................. 5 FLOODPLAIN STATEMENT ....................................................................................................................... 5 UTILITIES & OTHER ENCUMBRANCES ..................................................................................................... 6

DRAINAGE DESIGN CRITERIA ........................................................................................................ 6

DEVELOPMENT CRITERIA REFERENCE .................................................................................................... 6 HYDROLOGIC CRITERIA .......................................................................................................................... 6

Rational Method ................................................................................................................................. 6 Storm Sewer Design ........................................................................................................................... 6 Detention Storage Criteria .................................................................................................................. 6 Waivers/Deviations ............................................................................................................................ 6

DRAINAGE BASINS .............................................................................................................................. 7

OFFSITE BASINS ...................................................................................................................................... 7 EXISTING DRAINAGE ANALYSIS ............................................................................................................. 7

Design Points ...................................................................................................................................... 8 PROPOSED DRAINAGE ANALYSIS ............................................................................................................ 8

Design Points .................................................................................................................................... 10 Deviations ........................................................................................................................................ 12

DRAINAGE FACILITY DESIGN ...................................................................................................... 12

GENERAL CONCEPT .............................................................................................................................. 12 STORM SEWER SYSTEM ........................................................................................................................ 12 ON-SITE WATER QUALITY .................................................................................................................... 12 FOUR STEP PROCESS ............................................................................................................................. 13

Reduce Runoff ................................................................................................................................... 13 Treat & Release WQCV .................................................................................................................... 13 Stabilize Stream Channels ................................................................................................................ 13 Implement Source Controls .............................................................................................................. 14

DRAINAGE FEES, COST ESTIMATE & MAINTENANCE ......................................................... 14

MAINTENANCE ...................................................................................................................................... 14 DRAINAGE FEES .................................................................................................................................... 14 PROPOSED FACILITIES ESTIMATE .......................................................................................................... 15

EROSION CONTROL ......................................................................................................................... 15

GENERAL CONCEPT .............................................................................................................................. 15 SILT FENCE ........................................................................................................................................... 16 EROSION BALES .................................................................................................................................... 16 VEHICLE TRACKING CONTROL ............................................................................................................. 16 SEDIMENTATION POND ......................................................................................................................... 16

SUMMARY ............................................................................................................................................ 16

REFERENCE MATERIALS ............................................................................................................... 17


List of Figures Figure 1: Vicinity Map ......................................................................................................................................... 18 Figure 2: Existing Drainage Map ................................................................................................. BACK POCKET Figure 3: Proposed Drainage Map ................................................................................................ BACK POCKET

Appendix

Appendix A: NRCS Soil Report Appendix B: Existing Hydrology Calculations Appendix C: Proposed Hydrology Calculations Appendix D: Inlet Calculations Appendix E: StormCAD

Appendix F: Detention & Water Quality Pond Calculations


PURPOSE The purpose of this Final Drainage Report (FDR) is to identify and analyze on and offsite drainage patterns, locate and identify tributary and downstream drainage features and facilities that impact the proposed site. Runoff quantities and proposed facilities have been calculated using the City of Colorado Springs/El Paso County Drainage Criteria Manual (DCM) revised November 1991; and in accordance with El Paso County ordinance 15-042. The Gardens at North Carefree is approximately 11.6 acres and is located within El Paso County.

GENERAL LOCATION & DESCRIPTION The Gardens at North Carefree is approximately 11.6 acres of single-family development. The site will include the construction of 3 public roads, 71 single family lots and 5 tracts. The project is bounded by North Carefree Circle to the north, Akers Drive to the west, Sika Deer Place to the south and open land to the east. The project is located in the eastern portion of Section 29, Township 13 South, Range 65 West. The Gardens at North Carefree development site is located within the northern end of the Sand Creek Basin.

Description of Property The project site is 11.6 acres of vegetation, consisting of short grasses and weeds. The average slope of the site is between 3 and 9%, generally sloping to the west. The site is composed of a single soil type. From the NRCS report in Appendix A, the site falls into the following soil type: 97 – Truckton sandy loam (3-9%) – Type A Soil Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. Group A soil is defined by: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission.

Climate The climate of the site is typical of a sub-humid to semiarid climate with mild summers and winters. The average temperature is 31 degrees F in the winter and 68.4 degrees in the summer. Total annual precipitation is 15.21 inches.

Floodplain Statement The Flood Insurance Rate Map (FIRM No. 08041C0539-G dated 12/7/18) indicates that there is no floodplain in the vicinity of the proposed site.


Utilities & Other Encumbrances The site is currently undeveloped and there are no known utilities on site.

DRAINAGE DESIGN CRITERIA

Development Criteria Reference Resolution No. 15-042, Adoption for portions of the El Paso County Drainage Criteria Manual (DCM), El Paso County Engineering Criteria Manual (ECM) and Urban Storm Drainage Criteria Manual (USDCM) by Urban Drainage & Flood Control District was used in preparation of this report. Additional preliminary and final drainage plans, master development drainage plans, and drainage basin planning studies used in the preparation of the report are listed in the References Section.

Hydrologic Criteria

Rational Method The rational method was used to determine onsite flows, as required by the current El Paso County Drainage Criteria Manual (DCM). Both the 5-year and 100-year storm events were considered in this analysis. Runoff coefficients appropriate to the existing and proposed land uses were selected for an SCS type “B” soil from Table 6-6 of the DCM even though the existing soil type is designated as a type “A” soil. The time of concentration was calculated per DCM requirements. Rational Method results are shown in the Appendix B & C. USDCM spreadsheets were used to design the detention and water quality pond features.

Storm Sewer Design Storm Sewer systems have been designed to the 100-year storm and checked with the 5-year storm. Inlets are located at sump areas and intersections where street flow is larger than street capacity. UDFCD Inlet spreadsheet will be used to determine the size of all at-grade and sump inlets. Onsite flow captured within the storm system will be released into one of the two water quality facilities. Final design of these facilities is included in the appendix.

Detention Storage Criteria The proposed Water quality facilities will not be designed as detention structures, as it was determined from previous studies that onsite detention was not necessary. This will be explained and addressed later in the report. Water quality requirements were determined from the UDFCD Volume 3 spreadsheet for an Extended Detention Basin. Final storage volumes and outflows have been calculated and are included in the appendix.

Waivers/Deviations No variances are being requested for this development. A deviation has been requested and approved for El Paso County ECM_Appendix I Section I.7.1.B: 1st Bullet; Providing Water Quality for Entire Development. The deviation was for Basins D-7, D-11, D-15 and D-17 thru D-20, which drain into Akers Drive and are intercepted by existing inlets and will not reach an on-site water quality facility. These basins


account for approximately 8% (0.94 acres of 11.56) of the overall site area. The remaining 92% of the development area is treated through 1 of the 2 proposed ponds. The topography of the site will not allow all areas within the site to drain to the proposed ponds. Of the area inside the development boundary that will not reach a facility only 0.19 acres is proposed roadway, and 0.75 acres will be sloped areas at the back of lots along the exterior boundary.

DRAINAGE BASINS

Offsite Basins There is one off site basin contributing flows to the proposed development. It is located on the east side of the property along the southern half. The basin is 2.25 acres and is currently undeveloped. Flows from the basin are 0.59 cfs and 4.3 cfs for the minor and major storms. If this parcel develops, it will need to provide its own onsite water quality.

Existing Drainage Analysis Historic drainage analysis was determined by analyzing runoff quantities and patterns for the site. There are 9 existing basins for the proposed site.

Basin E-1 (5.41 acres) is the top north half of the site between North Carefree Circle and Akers Drive. Flows are diverted through existing drainage swales to where they will release into Akers Drive. Flows for this basin are 1.41 cfs for the 5-year storm and 10.33 cfs for the 100-year storm.

Basin E-2 (0.61 acres) is located south of Basin E-1. Existing drainage swales will divert this flow to an existing low point/detention area. Flows for this basin are 0.23 cfs for the 5-year storm and 1.72 cfs for the 100-year storm.

Basin E-3 (1.59 acres) is south of Basin E-2. Flows are diverted to the west through existing

drainage swales to an existing low point. Flows for this basin are 0.56 cfs for the 5-year storm and 4.11 cfs for the 100-year storm.

Basin E-4 (1.28 acres) is south of Basin E-3. Existing drainage swales direct flows to the west to

an existing low area. Flows for this basin are 0.46 cfs for the 5-year storm and 3.35 cfs for the 100-year storm.

Basin E-5 (0.36 acres) is south of Basin E-1 and west of Basin E-2. Flows for this basin are 0.15

cfs for the 5-year storm and 1.08 cfs for the 100-year storm.

Basin E-6 (1.55 acres) is south of Basin E-4. Existing drainage swales direct flows towards the west, where they will release into Akers Drive. Flows for this basin are 0.55 cfs for the 5-year storm and 4.03 cfs for the 100-year storm.

Basin E-7 (0.10 acres) is south of Basin E-5 and west of Basin E-3. Flows for this basin are 0.04

cfs for the 5-year storm and 0.29 cfs for the 100-year storm.


Basin E-9 (0.05 acres) is located between Basin E-7 and Akers Drive. This area is the low area/detention where an existing 30” rcp collects runoff. Flows for this basin are 0.02 cfs for the 5-year storm and 0.14 cfs for the 100-year storm.

Basin E-10 (0.51 acres) is along the south boundary of the project, along the private driveway.

Flows for this basin are 0.21 cfs for the 5-year storm and 1.52 cfs for the 100-year storm.

Design Points Design Point Z (Q5=0.6, Q100=4.4) consists of flow from Basin OS-1. Flow from this basin

release on site and combine with other onsite basins.

Design Point A (Q5=1.4, Q100=10.6) consists of flow from Basin E-1. Flow from this basin is released directly into Akers Drive where it is intercepted by an existing Type R inlet.

Design Point B (Q5=0.2, Q100=1.8) consists of flow from Basin E-2. It is a natural low point on the site. Flows will release from this location via an existing culvert and continue to DP E.

Design Point D (Q5=0.5, Q100=3.5) consists of flow from Basin E-4. Flows will continue over

existing ground to combine at DP C.

Design Point C (Q5=1.2, Q100=9.4) consists of flow from Basins, OS-1and E-3 and DP D. Flows will continue to the north where they will combine with other flows at DP H.

Design Point E (Q5=0.4, Q100=2.9) consists of flow from Basin E-5 and DP B. This is a naturally occurring low spot on site. Flows will continue via an existing pipe to DP G.

Design Point F (Q5=0.6, Q100=4.2) consists of flow from Basin E-6. These flows are released directly into Akers Drive where they are intercepted by an existing Type R inlet.

Design Point G (Q5=0.4, Q100=3.22) consists of flow from Basin E-7 and DP E. This is a sump

area which has an existing culvert for flows to continue to DP H.

Design Point H (Q5=1.5, Q100=11.4) consists of flow from Basin E-9 and DP C and DP G. This is the final low point where flows are collected and via a 30” RCP, exit the site and combine with flows from Akers Drive and the Mule Deer development to the west.

Design Point I (Q5=0.2, Q100=1.6) consists of flow from Basin E10. Flow will be collected in the

curb and gutter of the existing driveway and flow west to Akers Drive.

Proposed Drainage Analysis The proposed development consists of 20 developed basins and the offsite basin has been divided into 4 separate basins, based on where flows enter onto developed site basins. The majority of the runoff from the site will be collected via inlets and pipes and diverted to one of two water quality ponds for the development. The ponds will then release into the existing inlets in Akers Drive and continue through the existing storm system to the existing drainage channel to the west.


Basin OS-1 (0.26 acres) is the southern most offsite basin. This flow is released into Basin D-20 Flows for this basin are 0.08 cfs for the 5-year storm and 0.56 cfs for the 100-year storm.

Basin OS-2 (0.27 acres) is north of OS-1. Runoff is directed towards Basin D-13. Flows for this basin are 0.08 cfs for the 5-year storm and 0.57 cfs for the 100-year storm.

Basin OS-3 (0.1.63 acres) is located between OS-2 and OS-4 along the south portion of the

eastern boundary of the site. Runoff is directed towards Basin D-2. Flows for this basin are 0.43 cfs for the 5-year storm and 3.17 cfs for the 100-year storm.

Basin OS-4 (0.07 acres) is the north of OS-3. Runoff is directed towards Basin D-1. Flows for

this basin are 0.02 cfs for the 5-year storm and 0.17 cfs for the 100-year storm.

Basin D-1 (1.24 acres) is the north half of the site along the east boundary to the east leg of Vineyard Circle. This flow is directed towards a sump inlet on the east side of Vineyard Circle. Flows for this basin are 2.34 cfs for the 5-year storm and 5.15 cfs for the 100-year storm.

Basin D-2 (0.99 acres) is the south half of the site along the east boundary to the east leg of Vineyard Circle. Runoff is directed towards a sump inlet on the west side of Vineyard Circle. Flows for this basin are 1.81 cfs for the 5-year storm and 3.99 cfs for the 100-year storm.

Basin D-3 (0.17 acres) is the southeast half of Vineyard Circle. Runoff is directed towards a

sump inlet on the west side of the east leg of Vineyard Circle. Flows for this basin are 0.37 cfs for the 5-year storm and 0.82 cfs for the 100-year storm.

Basin D-4 (0.21 acres) is the northeast half of Vineyard Circle. Runoff is directed towards a

sump inlet on the west side of the east leg of Vineyard Circle. Flows for this basin are 0.48 cfs for the 5-year storm and 1.06 cfs for the 100-year storm.

Basin D-5 (2.03 acres) is along the north boundary of the site, along North Carefree and along

Akers Drive, north of Fallow Lane. Runoff continues to an at-grade inlet on the west side of the west leg of Vineyard Circle. Flows for this basin are 3.85 cfs for the 5-year storm and 8.47 cfs for the 100-year storm.

Basin D-6 (0.08 acres) is the east half of Fallow Lane. Flows for this basin are 0.37 cfs for the 5-

year storm and 0.66 cfs for the 100-year storm.

Basin D-7 (0.04 acres) is the southwest half of Fallow Lane. Flows for this basin are 0.18 cfs for the 5-year storm and 0.33 cfs for the 100-year storm.

Basin D-8 (1.90 acres) is the northwest half of the area inside of Vineyard Circle. Runoff is

released into the east side of the west leg of Vineyard Circle to an at-grade inlet. Flows for this basin are 3.46 cfs for the 5-year storm and 7.62 cfs for the 100-year storm.

Basin D-9 (0.52 acres) is the area between the west leg of Vineyard Circle, Fallow Lane and

Akers Drive. Runoff releases to an at-grade inlet on the west side of Vineyard Circle. Flows for this basin are 0.99 cfs for the 5-year storm and 2.17 cfs for the 100-year storm.


Basin D-10 (0.33 acres) is the North Pond area. Flows for this basin are 0.43 cfs for the 5-year storm and 1.14 cfs for the 100-year storm.

Basin D-11 (0.07 acres) is the north half of Running Deer Way. Flows for this basin are 0.32 cfs

for the 5-year storm and 0.57 cfs for the 100-year storm.

Basin D-12 (0.93 acres) is the south half of the area in between the two legs of Vineyard Circle. Runoff will release to a sump inlet in the east side of Vineyard Circle. Flows for this basin are 1.99 cfs for the 5-year storm and 4.38 cfs for the 100-year storm.

Basin D-13 (1.72 acres) is the south portion of the site. Runoff is directed towards a sump inlet on the west half of Vineyard Circle. Flows for this basin are 3.39 cfs and 7.46 cfs for the minor and major storms, respectively.

Basin D-14 (0.64 acres) is the middle area on the west half of the area between the two legs of Vineyard Circle, across from Running Deer Way. Flows are 1.31 cfs for the 5-year storm and 2.88 cfs for the 100-year storm.

Basin D-15 (0.04 acres) is northwest half of Fallow Lane. Flows are 0.09 cfs for the 5-year storm and 0.20 cfs for the 100-year storm.

Basin D-16 (0.13 acres) is the South Pond area. Flows for this basin are 0.21 cfs for the minor storm and 0.57 cfs for the major storm.

Basin D-17 (0.08 acres) is the south half of Running Deer Way. Flows are 0.37 cfs and 0.66 cfs or the minor and major storms respectively.

Basin D-18 (0.19 acres) is the area north of Fallow Land and south of North Carefree which flows towards Akers Drive. Runoff for this basin is 0.42 cfs for the 5-year storm and 0.92 cfs for the 100-year storm.

Basin D-19 (0.11 acres) is the area between Fallow Land and Running Deer Way which flows towards Akers Drive. Flows are 0.25 cfs and 0.55 cfs for the minor and major storms, respectively.

Basin D-20 (0.41 acres) is the area south of Running Deer Way, along the western boundary, which flows towards Akers Drive. Flows are 0.88 cfs for the minor storm and 1.93 cfs for them major storm.

Design Points Design Point Z (Q5=0.1, Q100=0.6) consists of flow from Basin OS-1. Flow from this basin

release on site and will combine with Basin D-20.

Design Point Y (Q5=0.1, Q100=0.6) consists of flow from Basin OS-2. Flow from this basin release on site and will combine with Basin D-13.

Design Point X (Q5=0.4, Q100=3.3) consists of flow from Basin OS-3. Flow from this basin release on site and will combine with Basin D-2.


Design Point W (Q5=0.0, Q100=0.2) consists of flow from Basin OS-4. Flow from this basin

release on site and will combine with Basin D-1.

Design Point A (Q5=3.4, Q100=9.9) consists of flow from Basins D-1 and D-2 and Design Points DP W and DP X. A sump inlet will be installed on the east side of the east leg of Vineyard Circle to intercept this flow. This will connect with the storm system which will release into the North Pond.

Design Point B (Q5=0.9, Q100=2.0) consists of flow from Basins D-3 and D-4. A sump inlet will be installed on west side of the east leg of Vineyard Circle to intercept the street flow. The inlet will connect with a storm system which releases into the North Pond.

Design Point C (Q5=3.5, Q100=8.1) consists of flow from Basin D-8 and flow by from the at-grade inlet located at DP E. A sump inlet will be installed on the east side of the west leg of Vineyard Circle to intercept gutter flow. The inlet will be part of a storm system which releases into the North Pond.

Design Point V (Q5=4.2, Q100=9.4) combines flow from Basins D-5 and D-6 at the Fallow Lane

and Vineyard Circle intersection. Flows will continue as gutter flow to the south along Vineyard Circle.

Design Point D (Q5=4.9, Q100=11.0) consists of flow from Basin D-9, design point DP V and flow-by from the at-grade inlet located at DP F. This sump inlet will intercept the flows from the west half of the west leg of Vineyard Circle. The inlet will connect to the system which will release into the North Pond.

Design Point E (Q5=3.2, Q100=7.4) consists of flow from Basins D-12 and D-14. This is street flow at the east half of Vineyard Circle beginning at the southeast knuckle. Flows will be intercepted by an at-grade inlet on the east half of the west leg of Vineyard Circle. Flow-by from this inlet will continue as gutter flow in Vineyard Circle to DP C. The inlet will connect to the storm system which releases into the North Pond.

Design Point F (Q5=2.5, Q100=6.1) consists of flow from Basin D-13, and design point DP Y. This is street flow at the west half of Vineyard Circle beginning at the southeast knuckle. Flows will be intercepted by an at-grade inlet on the west half of the west leg of Vineyard Circle, which releases directly into the South Pond. Flow-by from the inlet will continue as street flow to the sump inlet at DP D.

Design Point G (Q5=0.4, Q100=1.0) consists of flow from Basin D-18. This is the street flow which has been released into Akers Drive north of Fallow Lane. Flow is intercepted by an existing type R inlet, north of the Fallow Lane Intersection.

Design Point H (Q5=0.3, Q100=0.6) consists of flow from Basins D-7, D-15 and D-19. This is flow from Fallow Lane and street flow from Akers Drive, between Fallow Lane and Running Deer Way. Runoff is intercepted by an existing type R inlet in Akers Drive, north of the Running Deer Way intersection.


Design Point I (Q5=0.9, Q100=2.0) consists of flow Basins D-11, D-17 and D-20. This is the flow from Running Deer Way and the flow released onto Akers Drive from the site south of Running Deer Way. An existing type R inlet, south of the Running Deer Way intersection will intercept these flows.

Design Point NP (Q5=12.4, Q100=30.7) combines basin D-10 with flows from DP A, DP B, DP C, DP D and DP E. This is the flow being released into the North Pond.

Design Point SP (Q5=2.6, Q100=6.4) combines basin D-16 with flows from DP F. This is the flow

being released into the South Pond.

Deviations A deviation has been requested and approved for El Paso County ECM_Appendix I Section I.7.1.B: 1st Bullet; Providing Water Quality for Entire Development. Basins D-7, D-11, D-15 and D-17 thru D-20 all release into Akers Drive and are intercepted by existing inlets and will not reach an on-site water quality facility. These basins account for approximately 8% (0.94 acres of 11.56) of the overall site area. The remaining 92% of the development area is treated through 1 of the 2 proposed ponds. The topography of the site will not allow all areas within the site to drain to the proposed ponds. Of the area inside the development boundary that will not reach a facility only 0.19 acres is proposed roadway, and 0.75 acres will be sloped areas at the back of lots along the exterior boundary.

DRAINAGE FACILITY DESIGN

General Concept The Gardens at North Carefree is located in the Sand Creek Drainage Basin.

Storm Sewer System All development is anticipated to be urban and will include storm sewer and street inlets. Two storm sewers collect storm water runoff and convey the runoff to the proposed ponds prior to discharging into the existing storm system offsite. The WQ outlet structures will connect to the existing inlets via proposed concrete culverts. Storm System 1 will connect the set of sump inlets on the east leg of Vineyard Circle with the set of sump inlets on the west leg of Vineyard Circle. This system will release into the North Pond. Storm System 2 will connect an at-grade inlet on the west leg of Vineyard Circle, just north of Running Deer Way. The system will release into the South Pond

On-Site Water Quality There are two proposed water quality facilities on site that will provide water quality for the proposed improvements, as well as full-spectrum detention. Flows will pass through the outlet structures of one of the two proposed ponds. The existing storm system was designed to account for a 100-year flow of 104 cfs from this development. This flow is shown in the StormCAD 100-year table for System Rational Flow, Filing 1 Flow in the “PDR-FDR for Mule Deer Crossing” excerpt prepared by URS. The two


ponds, based on the UDFCD pond spreadsheets, have 100-year release rate of 6.2 cfs (South Pond is 3.3 cfs and North Pond is 2.9 cfs). The basins releasing offsite have a combined flow of 4.7 cfs. Flows in Akers Drive and the two ponds have a total combined flow of 10.9 cfs being captured in the existing storm system. Pond sizing calculations are provided in Appendix D. The two ponds have been designed to act as water quality features, as well as provide detention. Previous reports stated that on-site detention would not be necessary, but with updated criteria, ponds were designed per the Full-specturm detention requirements. The WQCV is treated through two proposed extended detention basins, North Pond and South Pond. There are no proposed major drainageways for the site that would need to be stabilized. Some site-specific source control BMPs that will be implemented include, but are not limited to, silt fencing placed around downstream areas of disturbance, construction vehicle tracking pads at the entrances, designated concrete truck washout basin, designated vehicle fueling areas, covered storage areas, spill containment and control, etc. Temporary Sedimentation Basins The 2 ponds (North Pond and South Pond) will work as temporary sedimentation ponds, until final construction is complete.

Four Step Process In accordance with the El Paso County Engineering Criteria Manual, Appendix I, this site has implemented the four-step process to minimize adverse impacts of urbanization and helps with the management of smaller, frequently occurring events. The four-step process includes reducing runoff volumes, treating and slowly releasing the water quality capture volume (WQCV), stabilizing drainageways, and implementing long-term source controls.

Reduce Runoff In order to reduce runoff volume, the new impervious area for the site was minimized. Existing features will be preserved as all of the offsite basins which are undeveloped open space will continue to be so, and all developable areas will be required to release existing flows. Existing drainage paths have been maintained as much as possible to also help reduce overall impacts from the site.

Treat & Release WQCV The WQCV is treated through 2 separate water quality ponds. The outlet structures for both ponds have been designed according to the FSD spreadsheet by UDFCD to ensure the release times of the facilities meet the requirements.

Stabilize Stream Channels There are no proposed major drainageways for the site that would need to be stabilized. Downstream of the project, all flows enter into existing storm systems, which are adequate to handle existing released flows, which will be the case as both ponds are designed to release less than existing flows. Therefore, those downstream channel/facilities would also, not see any increase or adverse effects to their functionality.


Implement Source Controls Some site-specific source control BMPs that will be implemented include, but are not limited to, silt fencing placed around downstream areas of disturbance, construction vehicle tracking pads at the entrances, sediment ponds, designated concrete truck washout basin, designated vehicle fueling areas, covered storage areas, spill containment and control, etc.

DRAINAGE FEES, COST ESTIMATE & MAINTENANCE

Maintenance The ponds will be maintained by the Gardens at North Carefree Metropolitan District. Facilities located within the project boundary will be private facilities and will also be maintained by the district. All facilities located outside of the project boundary and within public right-of-way, will be maintained by the county. A BMP maintenance agreement and easement will be provided for the ponds, as well as an Operations and Maintenance manual. The remaining utilities (gas, phone, electric, cable, etc.) will be owned and maintained by their respective companies. Easements will be issued to ensure each entity is able to access and maintain their facilities.

Drainage Fees The proposed development falls within the Sand Creek Basin. The entire development occupies approximately 11.6 acres. The project consists of 2.66 acres of right-of-way, 6.84 acres of residential lots, and tracts of open space of 2.10 acres. The following calculations for the imperviousness of this development have been computed as follows: Average Residential lot size: 6.84 acres / 70 lots = 4257 sf Average lot imperviousness = 2200 sf Average Residential Imperviousness 2200/4257 = 51.68% R.O.W. area 2.66 acres; imperviousness 100 % Open Space area 2.10 acres; imperviousness 0% Average imperviousness for developed area: (0.5168 x 6.84) + (1.0 x 2.66)+ (0 x 2.10)/(11.6) = 0.5340 = 53.40%. The impervious area that the fees will be based on is 6.19 acres (11.6 x 53.40%) Drainage fees in the Sand Creek Basin are $18,940 and bridge fees are $5,559. The calculated fees due will be as follows: Drainage Fees: $117,289 (6.19 x $18,940) Bridge Fees: $34,410 (6.19 x $5,559)


Proposed Facilities Estimate UNIT ITEM

ITEM UNITS COST QUANTITY COST GRADING AND EROSION CONTROL CURB BACKFILL LF $ 4.00 4650 $ 18,600 TEMPORARY SEEDING AC $ 485.00 2.5 $ 1,213 TEMPORARY MULCHING AC $ 507.00 2.5 $ 1,268 EROSION BALES EA $ 21.00 120 $ 2,520 INLET PROTECTION EA $ 153.00 9 $ 1,377 VEHICLE TRACKING CONTROL EA $ 2,000.00 2 $ 4,000 CONCRETE WASHOUT BASIN EA $ 776.00 1 $ 776 SILT FENCING LF $ 4.00 1,100 $ 4,400

SUBTOTAL GRADING & EROSION CONTROL $ 34,154 DRAINAGE 18” RCP LF $ 95.00 180 $ 17,100 24” RCP LF $ 140.00 28 $ 2,920 30” RCP LF $ 175.00 151 $ 26,425 36” RCP LF $ 225.00 32 $ 28,160 42” RCP LF $ 250.00 35 $ 7,200 5’ Type R Inlet EA $ 4,500.00 1 $ 4,500 15’ Type R Inlet EA $ 15,000.00 4 $ 60,000 20’ Type R Inlet EA $ 20,000.00 1 $ 20,000 Outlet Structure EA $ 10,000.00 2 $ 20,000

SUBTOTAL DRAINAGE $ 186,305 SUBTOTAL DRAINAGE & GRADING/EROSION CONTROL $ 220,459 ENGINEERING (10%) $ 22,046 CONTINGENCY (25%) $ 55,115 TOTAL $ 248,020

EROSION CONTROL

General Concept During construction, best management practices for erosion control will be employed based on El Paso County criteria and the erosion control plan. The erosion control plan is included at the end of this report. Ditches will be designed to meet El Paso County criteria for slope and velocity, keeping velocities below scouring levels. During construction, best management practices (BMP) for erosion control will be employed based on El Paso County Criteria. BMP’s will be utilized as deemed necessary by contractor and/or engineer and are not limited to measure shown on construction drawing set. The contractor shall minimize amount of area disturbed during all construction activities. In general, the following shall be applied in developing the sequence of major activities: Install downslope and sideslope perimeter BMP’s before the land disturbing activity occurs. Do not disturb an area until it is necessary for the construction activity to proceed. Cover or stabilize as soon as possible. Time the construction activities to reduce the impacts from seasonal climatic changes or weather

events.


The construction of filtration BMP’s should wait until the end of the construction project when upstream drainage areas have been stabilized.

Do not remove temporary perimeter controls until after all upstream areas are stabilized.

Silt Fence Silt fence will be placed along downstream limits of disturbed areas. This will prevent suspended sediment from leaving the site during infrastructure construction. Silt fencing is to remain in place until vegetation is reestablished.

Erosion Bales Erosion bales will be placed ten (10) feet from the inlet of all culverts and inlets during construction to prevent culverts from filling with sediment. Erosion bales will remain in place until vegetation is reestablished in graded roadside ditches. Erosion bale ditch checks will be used on slopes greater than 1% to reduce flow velocities until vegetation is reestablished.

Vehicle Tracking Control This BMP is used to stabilize construction entrances, roads, parking areas and staging areas to prevent the tracking of sediment from the construction site. A vehicle tracking control (VTC) is to be used at all locations where vehicles exit the construction site onto public roads, loading and unloading areas, storage and staging areas, where construction trailers are to be located, any construction area that receives high vehicular traffic, construction roads and parking areas. VTC’s should not be installed in areas where soils erode easily or are wet.

Sedimentation Pond This BMP is used to detain runoff which has become laden with sediment long enough to allow the sediment to settle out. As the construction area is larger than 1 acre, a temporary sediment basin is required per Volume 2 of the Drainage Criteria Manual.

SUMMARY Development within the site is to be single family residential. The existing storm sewer will connect to the new water quality facilities, allowing flows to continue as they currently are.


REFERENCE MATERIALS 1. “City of Colorado Springs Drainage Criteria Manual Volume 1” May 2014.

2. Soils Survey of El Paso County Area, Natural Resources Conservation Services of Colorado.

3. Flood Insurance Rate Study for El Paso County, Colorado and Incorporated Areas. Federal

Emergency Management Agency, Revised March 17, 1997.

4. “City of Colorado Springs Drainage Criteria Manual, Volume 2: Stormwater Quality Policies, Procedures and Best Management Practices (BMPs)” May 2014.

5. “Engineering Criteria Manual El Paso County” January 9, 2006, Revised December, 2016.

6. “Urban Storm Drainage Criteria Manual, Volume 1: Management, Hydrology & Hydraulics” Original September 1969, Updated January 2016.

7. “Urban Storm Drainage Criteria Manual, Volume 2: Structures, Storage & Recreation” Original September 1969, Updated January 2016.

8. “Urban Storm Drainage Criteria Manual, Volume 3: Stormwater Quality” Original September 1992, Updated November 2010.

9. “Sand Creek Drainage Basin Planning Study Preliminary Design Report”, Kiowa Engineering Corporation.

10. “Master Development Drainage Plan for Hilltop Subdivision” Revised February 1998. Prepared by URS Greiner, Inc

11. Final Drainage Report and Erosion Control for Chateau at

12. “Final Drainage Report for Mule Deer Filing 1, Lots 1 & 2 and Preliminary Drainage Report for Mule Deer Filing 1, Lots 3-46” January 2004. Prepared by URS.

13. “Preliminary Drainage Report for Mule Deer Business Park” January 2005. Prepared by URS.

14. “Final Drainage Report for Mule Deer Business Park” April 2005. Prepared by URS.

15. “Preliminary/Final Drainage Report for Mule Deer Crossing” May 2005. Prepared by URS.

16. “Final Drainage Report for Mule Deer Crossing” December 2005. Prepared by URS.


Figure 1: Vicinity Map

Figure No.

Client/Project

Title

MULE DEER INVESTMENTS, LLCGARDENS AT NORTH CAREFREE

VICINITY MAP

187608744

1.0

JANUARY, 2019

V:\5

2876

\AC

TIVE\

1876

0874

4-M

ULE

DEER

\REP

ORT

S\DR

AINA

GE\

EXHI

BITS

\FDR

\FIG

01-V

MAP

.DW

G8/

1/20

19 2

:44

PM

www.stantec.com

5725 MARK DABLING BLVD, SUITE 190COLORADO SPRINGS, CO 80919

AutoCAD SHX Text

AKERS DRIVE

AutoCAD SHX Text

POST

AutoCAD SHX Text

U.G.E.

AutoCAD SHX Text

U.G.E.

AutoCAD SHX Text

U.G.E.

AutoCAD SHX Text

T

AutoCAD SHX Text

T

AutoCAD SHX Text

T

AutoCAD SHX Text

TF

AutoCAD SHX Text

2"

AutoCAD SHX Text

C.P.

AutoCAD SHX Text

C.P.

AutoCAD SHX Text

NORTH CAREFREE CIRCLE

AutoCAD SHX Text

RUNNING DEER WAY

AutoCAD SHX Text

FALLOW LANE

AutoCAD SHX Text

VINEYARD CIRCLE

AutoCAD SHX Text

VINEYARD CIRCLE

AutoCAD SHX Text

N

AutoCAD SHX Text

GARDENS AT NORTH CAREFREE BOUNDARY

AutoCAD SHX Text

NORTH POND

AutoCAD SHX Text

SOUTH POND


Appendix A: NRCS Soil Report

United StatesDepartment ofAgriculture

A product of the NationalCooperative Soil Survey,a joint effort of the UnitedStates Department ofAgriculture and otherFederal agencies, Stateagencies including theAgricultural ExperimentStations, and localparticipants

Custom Soil ResourceReport for

El Paso CountyArea, Colorado

NaturalResourcesConservationService

June 8, 2017

PrefaceSoil surveys contain information that affects land use planning in survey areas.They highlight soil limitations that affect various land uses and provide informationabout the properties of the soils in the survey areas. Soil surveys are designed formany different users, including farmers, ranchers, foresters, agronomists, urbanplanners, community officials, engineers, developers, builders, and home buyers.Also, conservationists, teachers, students, and specialists in recreation, wastedisposal, and pollution control can use the surveys to help them understand,protect, or enhance the environment.

Various land use regulations of Federal, State, and local governments may imposespecial restrictions on land use or land treatment. Soil surveys identify soilproperties that are used in making various land use or land treatment decisions.The information is intended to help the land users identify and reduce the effects ofsoil limitations on various land uses. The landowner or user is responsible foridentifying and complying with existing laws and regulations.

Although soil survey information can be used for general farm, local, and wider areaplanning, onsite investigation is needed to supplement this information in somecases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/portal/nrcs/main/soils/health/) and certain conservation and engineeringapplications. For more detailed information, contact your local USDA Service Center(https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State SoilScientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/?cid=nrcs142p2_053951).

Great differences in soil properties can occur within short distances. Some soils areseasonally wet or subject to flooding. Some are too unstable to be used as afoundation for buildings or roads. Clayey or wet soils are poorly suited to use asseptic tank absorption fields. A high water table makes a soil poorly suited tobasements or underground installations.

The National Cooperative Soil Survey is a joint effort of the United StatesDepartment of Agriculture and other Federal agencies, State agencies including theAgricultural Experiment Stations, and local agencies. The Natural ResourcesConservation Service (NRCS) has leadership for the Federal part of the NationalCooperative Soil Survey.

Information about soils is updated periodically. Updated information is availablethrough the NRCS Web Soil Survey, the site for official soil survey information.

The U.S. Department of Agriculture (USDA) prohibits discrimination in all itsprograms and activities on the basis of race, color, national origin, age, disability,and where applicable, sex, marital status, familial status, parental status, religion,sexual orientation, genetic information, political beliefs, reprisal, or because all or apart of an individual's income is derived from any public assistance program. (Notall prohibited bases apply to all programs.) Persons with disabilities who require

2

http://www.nrcs.usda.gov/wps/portal/nrcs/main/soils/health/

http://www.nrcs.usda.gov/wps/portal/nrcs/main/soils/health/

https://offices.sc.egov.usda.gov/locator/app?agency=nrcs

http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/?cid=nrcs142p2_053951

http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/?cid=nrcs142p2_053951

alternative means for communication of program information (Braille, large print,audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voiceand TDD). To file a complaint of discrimination, write to USDA, Director, Office ofCivil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 orcall (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunityprovider and employer.

3

ContentsPreface.................................................................................................................... 2Soil Map.................................................................................................................. 5

Soil Map................................................................................................................6Legend..................................................................................................................7Map Unit Legend.................................................................................................. 8Map Unit Descriptions.......................................................................................... 8

El Paso County Area, Colorado...................................................................... 1097—Truckton sandy loam, 3 to 9 percent slopes........................................ 10

References............................................................................................................12

4

Soil MapThe soil map section includes the soil map for the defined area of interest, a list ofsoil map units on the map and extent of each map unit, and cartographic symbolsdisplayed on the map. Also presented are various metadata about data used toproduce the map, and a description of each soil map unit.

5

6

Custom Soil Resource ReportSoil Map

4303

870

4303

920

4303

970

4304

020

4304

070

4304

120

4304

170

4304

220

4304

270

4303

870

4303

920

4303

970

4304

020

4304

070

4304

120

4304

170

4304

220

4304

270

526900 526950 527000 527050 527100 527150 527200

526900 526950 527000 527050 527100 527150 527200

38° 53' 12'' N10

4° 4

1' 2

3'' W

38° 53' 12'' N

104°

41'

10'

' W

38° 52' 59'' N

104°

41'

23'

' W

38° 52' 59'' N

104°

41'

10'

' W

N

Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS840 50 100 200 300

Feet0 25 50 100 150

MetersMap Scale: 1:2,000 if printed on A portrait (8.5" x 11") sheet.

Soil Map may not be valid at this scale.

MA

P LE

GEN

DM

AP

INFO

RM

ATIO

N

Are

a of

Inte

rest

(AO

I)A

rea

of In

tere

st (A

OI)

Soils

Soi

l Map

Uni

t Pol

ygon

s

Soi

l Map

Uni

t Lin

es

Soi

l Map

Uni

t Poi

nts

Spec

ial P

oint

Fea

ture

sB

low

out

Bor

row

Pit

Cla

y S

pot

Clo

sed

Dep

ress

ion

Gra

vel P

it

Gra

velly

Spo

t

Land

fill

Lava

Flo

w

Mar

sh o

r sw

amp

Min

e or

Qua

rry

Mis

cella

neou

s W

ater

Per

enni

al W

ater

Roc

k O

utcr

op

Sal

ine

Spo

t

San

dy S

pot

Sev

erel

y E

rode

d S

pot

Sin

khol

e

Slid

e or

Slip

Sod

ic S

pot

Spo

il A

rea

Sto

ny S

pot

Very

Sto

ny S

pot

Wet

Spo

t

Oth

er

Spe

cial

Lin

e Fe

atur

es

Wat

er F

eatu

res

Stre

ams

and

Can

als

Tran

spor

tatio

nR

ails

Inte

rsta

te H

ighw

ays

US

Rou

tes

Maj

or R

oads

Loca

l Roa

ds

Bac

kgro

und A

eria

l Pho

togr

aphy

The

soil

surv

eys

that

com

pris

e yo

ur A

OI w

ere

map

ped

at1:

24,0

00.

War

ning

: Soi

l Map

may

not

be

valid

at t

his

scal

e.

Enl

arge

men

t of m

aps

beyo

nd th

e sc

ale

of m

appi

ng c

an c

ause

mis

unde

rsta

ndin

g of

the

deta

il of

map

ping

and

acc

urac

y of

soi

llin

e pl

acem

ent.

The

map

s do

not

sho

w th

e sm

all a

reas

of

cont

rast

ing

soils

that

cou

ld h

ave

been

sho

wn

at a

mor

e de

taile

dsc

ale.

Ple

ase

rely

on

the

bar s

cale

on

each

map

she

et fo

r map

mea

sure

men

ts.

Sou

rce

of M

ap:

Nat

ural

Res

ourc

es C

onse

rvat

ion

Ser

vice

Web

Soi

l Sur

vey

UR

L:C

oord

inat

e S

yste

m:

Web

Mer

cato

r (E

PS

G:3

857)

Map

s fro

m th

e W

eb S

oil S

urve

y ar

e ba

sed

on th

e W

eb M

erca

tor

proj

ectio

n, w

hich

pre

serv

es d

irect

ion

and

shap

e bu

t dis

torts

dist

ance

and

are

a. A

pro

ject

ion

that

pre

serv

es a

rea,

suc

h as

the

Alb

ers

equa

l-are

a co

nic

proj

ectio

n, s

houl

d be

use

d if

mor

eac

cura

te c

alcu

latio

ns o

f dis

tanc

e or

are

a ar

e re

quire

d.

This

pro

duct

is g

ener

ated

from

the

US

DA

-NR

CS

cer

tifie

d da

ta a

sof

the

vers

ion

date

(s) l

iste

d be

low

.

Soi

l Sur

vey

Are

a:

El P

aso

Cou

nty

Are

a, C

olor

ado

Sur

vey

Are

a D

ata:

Ve

rsio

n 14

, Sep

23,

201

6

Soi

l map

uni

ts a

re la

bele

d (a

s sp

ace

allo

ws)

for m

ap s

cale

s1:

50,0

00 o

r lar

ger.

Dat

e(s)

aer

ial i

mag

es w

ere

phot

ogra

phed

: Ju

n 3,

201

4—Ju

n 17

,20

14

The

orth

opho

to o

r oth

er b

ase

map

on

whi

ch th

e so

il lin

es w

ere

com

pile

d an

d di

gitiz

ed p

roba

bly

diffe

rs fr

om th

e ba

ckgr

ound

imag

ery

disp

laye

d on

thes

e m

aps.

As

a re

sult,

som

e m

inor

shift

ing

of m

ap u

nit b

ound

arie

s m

ay b

e ev

iden

t.

Cus

tom

Soi

l Res

ourc

e R

epor

t

7

Map Unit Legend

El Paso County Area, Colorado (CO625)

Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI

97 Truckton sandy loam, 3 to 9percent slopes

11.5 100.0%

Totals for Area of Interest 11.5 100.0%

Map Unit DescriptionsThe map units delineated on the detailed soil maps in a soil survey represent thesoils or miscellaneous areas in the survey area. The map unit descriptions, alongwith the maps, can be used to determine the composition and properties of a unit.

A map unit delineation on a soil map represents an area dominated by one or moremajor kinds of soil or miscellaneous areas. A map unit is identified and namedaccording to the taxonomic classification of the dominant soils. Within a taxonomicclass there are precisely defined limits for the properties of the soils. On thelandscape, however, the soils are natural phenomena, and they have thecharacteristic variability of all natural phenomena. Thus, the range of someobserved properties may extend beyond the limits defined for a taxonomic class.Areas of soils of a single taxonomic class rarely, if ever, can be mapped withoutincluding areas of other taxonomic classes. Consequently, every map unit is madeup of the soils or miscellaneous areas for which it is named and some minorcomponents that belong to taxonomic classes other than those of the major soils.

Most minor soils have properties similar to those of the dominant soil or soils in themap unit, and thus they do not affect use and management. These are callednoncontrasting, or similar, components. They may or may not be mentioned in aparticular map unit description. Other minor components, however, have propertiesand behavioral characteristics divergent enough to affect use or to require differentmanagement. These are called contrasting, or dissimilar, components. Theygenerally are in small areas and could not be mapped separately because of thescale used. Some small areas of strongly contrasting soils or miscellaneous areasare identified by a special symbol on the maps. If included in the database for agiven area, the contrasting minor components are identified in the map unitdescriptions along with some characteristics of each. A few areas of minorcomponents may not have been observed, and consequently they are notmentioned in the descriptions, especially where the pattern was so complex that itwas impractical to make enough observations to identify all the soils andmiscellaneous areas on the landscape.

The presence of minor components in a map unit in no way diminishes theusefulness or accuracy of the data. The objective of mapping is not to delineatepure taxonomic classes but rather to separate the landscape into landforms orlandform segments that have similar use and management requirements. Thedelineation of such segments on the map provides sufficient information for thedevelopment of resource plans. If intensive use of small areas is planned, however,

Custom Soil Resource Report

8

onsite investigation is needed to define and locate the soils and miscellaneousareas.

An identifying symbol precedes the map unit name in the map unit descriptions.Each description includes general facts about the unit and gives important soilproperties and qualities.

Soils that have profiles that are almost alike make up a soil series. Except fordifferences in texture of the surface layer, all the soils of a series have majorhorizons that are similar in composition, thickness, and arrangement.

Soils of one series can differ in texture of the surface layer, slope, stoniness,salinity, degree of erosion, and other characteristics that affect their use. On thebasis of such differences, a soil series is divided into soil phases. Most of the areasshown on the detailed soil maps are phases of soil series. The name of a soil phasecommonly indicates a feature that affects use or management. For example, Alphasilt loam, 0 to 2 percent slopes, is a phase of the Alpha series.

Some map units are made up of two or more major soils or miscellaneous areas.These map units are complexes, associations, or undifferentiated groups.

A complex consists of two or more soils or miscellaneous areas in such an intricatepattern or in such small areas that they cannot be shown separately on the maps.The pattern and proportion of the soils or miscellaneous areas are somewhat similarin all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.

An association is made up of two or more geographically associated soils ormiscellaneous areas that are shown as one unit on the maps. Because of presentor anticipated uses of the map units in the survey area, it was not consideredpractical or necessary to map the soils or miscellaneous areas separately. Thepattern and relative proportion of the soils or miscellaneous areas are somewhatsimilar. Alpha-Beta association, 0 to 2 percent slopes, is an example.

An undifferentiated group is made up of two or more soils or miscellaneous areasthat could be mapped individually but are mapped as one unit because similarinterpretations can be made for use and management. The pattern and proportionof the soils or miscellaneous areas in a mapped area are not uniform. An area canbe made up of only one of the major soils or miscellaneous areas, or it can be madeup of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.

Some surveys include miscellaneous areas. Such areas have little or no soilmaterial and support little or no vegetation. Rock outcrop is an example.


9

El Paso County Area, Colorado

97—Truckton sandy loam, 3 to 9 percent slopes

Map Unit SettingNational map unit symbol: 36bgElevation: 6,000 to 7,000 feetMean annual precipitation: 14 to 16 inchesMean annual air temperature: 46 to 50 degrees FFrost-free period: 125 to 145 daysFarmland classification: Not prime farmland

Map Unit CompositionTruckton and similar soils: 80 percentEstimates are based on observations, descriptions, and transects of the mapunit.

Description of Truckton

SettingLandform: HillsLandform position (three-dimensional): Side slopeDown-slope shape: LinearAcross-slope shape: LinearParent material: Arkosic alluvium derived from sedimentary rock and/or arkosic

residuum weathered from sedimentary rock

Typical profileA - 0 to 8 inches: sandy loamBt - 8 to 24 inches: sandy loamC - 24 to 60 inches: coarse sandy loam

Properties and qualitiesSlope: 3 to 9 percentDepth to restrictive feature: More than 80 inchesNatural drainage class: Well drainedRunoff class: LowCapacity of the most limiting layer to transmit water (Ksat): High (1.98 to 6.00

in/hr)Depth to water table: More than 80 inchesFrequency of flooding: NoneFrequency of ponding: NoneAvailable water storage in profile: Low (about 5.7 inches)

Interpretive groupsLand capability classification (irrigated): 4eLand capability classification (nonirrigated): 6eHydrologic Soil Group: AEcological site: Sandy Foothill (R049BY210CO)Hydric soil rating: No

Minor Components

PleasantPercent of map unit: Landform: DepressionsHydric soil rating: Yes


10

HaplaquollsPercent of map unit: Landform: MarshesHydric soil rating: Yes

Other soilsPercent of map unit: Hydric soil rating: No


11


Appendix B: Existing Hydrology Calculations

Sta

nd

ard

Fo

rm S

F-1

. T

ime

of

Co

nce

ntr

atio

n

Pro

ject

:C

reat

ed b

y:D

ate:

S

ectio

n:C

heck

ed b

y:

Dat

e:

Urb

an T

OC

min

=5

min

Rur

al T

OC

min

=10

min

FINAL

Tc

(min)

Type

of Lan

d Su

rface

TOTA

L

Basin ID

Descriptio

nC 5

Area

(ac)

Leng

th, L

(ft)

Slop

e, s

(ft/ft)

t i (m

in)

(1)

Leng

th

(ft)

S w

(ft/ft)

Cod

eDescriptio

n

Conv

ey

Coef (C

v)(2)

Velocity

(V)

(ft/s)

(3)

t t Travel

Time

(min)

(4)

t c = t i + t t

(min)

Urban

(Yes /No)

Leng

th (ft)

T c m

ax

(min)

(5)

Tc m

ax > t c

OS

-1O

ffsite

Bas

in @

Eas

t Sid

e0.

082.

2510

00.

035

12.1

855

50.

0455

4N

early

bar

e gr

ound

10

.00

2.13

4.34

16.5

2N

O65

5.00

13.6

4C

heck

16.5

E-1

Nor

th p

ortio

n of

site

0.08

5.41

450.

3333

333.

8899

50.

0171

4N

early

bar

e gr

ound

10

.00

1.31

12.6

816

.57

NO

1040

.00

15.7

8C

heck

16.6

E-2

Sou

th o

f E-1

0.08

0.61

300.

3333

33.

1730

50.

0295

4N

early

bar

e gr

ound

10

.00

1.72

2.96

6.13

NO

335.

0011

.86

Che

ck6.

1

E-3

Sou

th o

f E-2

0.08

1.59

400.

3333

333.

6647

00.

0319

4N

early

bar

e gr

ound

10

.00

1.79

4.39

8.05

NO

510.

0012

.83

Che

ck8.

0

E-4

Sou

th o

f E-3

0.08

1.28

500.

3333

334.

0937

00.

0270

4N

early

bar

e gr

ound

10

.00

1.64

3.75

7.85

NO

420.

0012

.33

Che

ck7.

8

E-5

Sou

th o

f E-1

and

Wes

t of E

-20.

080.

365

0.5

1.13

135

0.02

964

Nea

rly b

are

grou

nd

10.0

01.

721.

312.

44N

O14

0.00

10.7

8C

heck

5.0

E-6

Sou

th o

f E-4

and

alo

ng A

kers

Dr

0.08

1.55

550.

3333

334.

2941

00.

0366

4N

early

bar

e gr

ound

10

.00

1.91

3.57

7.87

NO

465.

0012

.58

Che

ck7.

9

E-7

Sou

th o

f E-5

and

Wes

t of E

-30.

080.

105

0.5

1.13

550.

0545

4N

early

bar

e gr

ound

10

.00

2.34

0.39

1.52

NO

60.0

010

.33

Che

ck5.

0

E-9

Wes

t of E

-70.

080.

055

0.33

331.

2930

0.33

334

Nea

rly b

are

grou

nd

10.0

05.

770.

091.

38N

O35

.00

10.1

9C

heck

5.0

E-1

0S

outh

por

tion

of S

ite a

long

P

rivat

e D

rivew

ay0.

080.

5115

0.5

1.96

105

0.03

814

Nea

rly b

are

grou

nd

10.0

01.

950.

902.

86N

O12

0.00

10.6

7C

heck

5.0

Notes:

UD

FC

D T

able

RO

-2

L

and

Sur

face

Coe

ffici

ents

All Eq

uations are from UDFC

D Drainage Criteria Man

ual/Runoff

Cod

eD

escr

iptio

nC

v(1) t i=

(0.395*(1.1‐C

5)*(L^0

.5))/(S^0.33), from UDFC

D Equation RO‐3

1H

eavy

mea

dow

2.

5(2) Cv from UDFC

D Tab

le RO‐2

2T

illag

e/fie

ld

5(3) Velocity from V = C

v*S w^0

.5, from UDFC

D Equation RO‐4

3S

hort

pas

ture

and

law

ns

7

(4) t t=L/60V

4N

early

bar

e gr

ound

10

(5) t i max = 10+L/180, from UDFC

D Eqn RO‐5

5G

rass

ed w

ater

way

15

6P

aved

are

as a

nd s

hallo

w p

aved

sw

ales

20

*7R

ipra

p (n

ot b

urie

d)7.

0* determined

for the project based

on UDFC

D equations (Equation RO‐4)

SUB‐BA

SIN DAT

ATR

AVEL TIM

E

Gar

dens

at N

orth

Car

efre

eE

xist

ing

Con

ditio

ns

INITIAL/OVE

RLAN

D FLO

W(ti)

1/13

/201

7C

MD

CK

C

(tt)

Tc CHEC

K(Urban

ized

basins)

V:\5

2876

\act

ive\

1876

0874

4-M

ule

Dee

r\R

epor

ts\D

rain

age\

Cal

cs\F

DR

\Rat

iona

l Met

hod

- S

F -

Exi

stin

g.xl

sxP

age

1

Sta

nd

ard

Fo

rm S

F-2

. S

torm

Dra

inag

e S

yste

m D

esig

n (

Rat

ion

al M

eth

od

Pro

ce

du

re)

Pro

ject

:C

reat

ed b

y:D

ate:

S

ectio

n:C

heck

ed b

y:

Dat

e:

Des

ign

Sto

rm:

5-yr

P =

1.50

in

AREA DESIGN

AREA (A) (AC)

RUNOFF COEFF (C)

tc

(MIN)

C.A. (AC)

I(IN / HR)

Q (CFS)

tc

(MIN)

SUM (C*A)(AC)

I(IN / HR)

Q(CFS)

SLOPE(%)

STREETFLOW (CFS)

DESIGNFLOW (CFS)

SLOPE(%)

PIPE SIZE(INCHES)

LENGTH(FT)

VELOCITY(FPS)

tt

(MIN)

(1)

(3)

(4)

(5)

(6)

(7)

(8)

(9)

(10)

(11)

(12)

(13)

(14)

(15)

(16)

(17)

(18)

(19

)(2

0)(2

1)(2

2)

Offs

ite B

asin

@ E

ast S

ide

OS

-12.

250.

0816

.52

0.18

3.25

0.59

Nor

th p

ortio

n of

site

E-1

5.41

0.08

16.5

70.

433.

251.

41

Sou

th o

f E-1

E-2

0.61

0.08

6.13

0.05

4.81

0.23

Sou

th o

f E-2

E-3

1.59

0.08

8.05

0.13

4.40

0.56

Sou

th o

f E-3

E-4

1.28

0.08

7.85

0.10

4.44

0.46

Sou

th o

f E-1

and

Wes

t of E

-2

E-5

0.36

0.08

5.00

0.03

5.09

0.15

Sou

th o

f E-4

and

alo

ng

Ake

rs D

rE

-61.

550.

087.

870.

124.

430.

55

Sou

th o

f E-5

and

Wes

t of E

-3

E-7

0.10

0.08

5.00

0.01

5.09

0.04

Wes

t of E

-7E

-90.

050.

085.

000.

005.

090.

02

Sou

th p

ortio

n of

Site

alo

ng

Priv

ate

Driv

eway

E-1

00.

510.

085.

000.

045.

090.

21

1/13

/201

7C

KC

LO

CA

TIO

N

DIR

EC

T R

UN

OF

F

Gar

dens

at N

orth

Car

efre

eE

xist

ing

Con

ditio

nsC

MD

RE

MA

RK

S

TO

TA

L R

UN

OF

FS

TR

EE

TP

IPE

TR

AV

EL

TIM

E

V:\5

2876

\act

ive\

1876

0874

4-M

ule

Dee

r\R

epor

ts\D

rain

age\

Cal

cs\F

DR

\Rat

iona

l Met

hod

- S

F -

Exi

stin

g.xl

sxP

age

2

Sta

nd

ard

Fo

rm S

F-2

. S

torm

Dra

inag

e S

yste

m D

esig

n (

Rat

ion

al M

eth

od

Pro

ce

du

re)

Pro

ject

:C

reat

ed b

y:D

ate:

S

ectio

n:C

heck

ed b

y:

Dat

e:

1/13

/201

7C

KC

Gar

dens

at N

orth

Car

efre

eE

xist

ing

Con

ditio

nsC

MD

Des

ign

Sto

rm:

100-

yrP

=2.

52in

TR

AV

EL

TIM

ER

EM

AR

KS

BASIN ID

AREA (A) (AC)

RUNOFF COEFF (C)

tc

(MIN)

C.A. (AC)

I(IN / HR)

Q (CFS)

tc

(MIN)

SUM (C*A)(AC)

I(IN / HR)

Q(CFS)

SLOPE(%)

STREETFLOW (CFS)

DESIGNFLOW (CFS)

SLOPE(%)

PIPE SIZE(INCHES)

LENGTH(FT)

VELOCITY(FPS)

tt

(MIN)

(1)

(3)

(4)

(5)

(6)

(7)

(8)

(9)

(10)

(11)

(12)

(13)

(14)

(15)

(16)

(17)

(18)

(19

)(2

0)(2

1)(2

2)

Offs

ite B

asin

@ E

ast S

ide

OS

-12.

250.

3516

.52

0.79

5.46

4.30

Nor

th p

ortio

n of

site

E-1

5.41

0.35

16.5

71.

895.

4510

.33

Sou

th o

f E-1

E-2

0.61

0.35

6.13

0.21

8.07

1.72

Sou

th o

f E-2

E-3

1.59

0.35

8.05

0.56

7.39

4.11

Sou

th o

f E-3

E-4

1.28

0.35

7.85

0.45

7.46

3.35

Sou

th o

f E-1

and

Wes

t of E

-2

E-5

0.36

0.35

5.00

0.13

8.55

1.08

Sou

th o

f E-4

and

alo

ng

Ake

rs D

rE

-61.

550.

357.

870.

547.

454.

03

Sou

th o

f E-5

and

Wes

t of E

-3

E-7

0.10

0.35

5.00

0.03

8.55

0.29

Wes

t of E

-7E

-90.

050.

355.

000.

028.

550.

14

Sou

th p

ortio

n of

Site

alo

ng

Priv

ate

Driv

eway

E-1

00.

510.

355.

000.

188.

551.

52

(1)

Bas

in D

escr

iptio

n lin

ked

to C

-Val

ue S

heet

(7)

=C

olum

n 4

x C

olu

mn

5(1

3)S

um o

f Qs

(19)

Add

ition

al F

low

Len

gth

(2)

Bas

in D

esig

n P

oint

(8)

=28

.5*P

/(10

+C

olum

n 6)

^0.7

86(1

4)A

dditi

onal

Str

eet L

ongi

tudi

nal S

lope

(20)

Str

eet o

r P

ipe

Vel

ocity

(3)

Ent

er th

e B

asin

Nam

e fr

om C

-Val

ue S

heet

(9)

=C

olum

n 7

x C

olum

n 8

(15)

Add

ition

al S

tree

t Ove

rland

Flo

w(2

1)=

Col

umn

15 O

R C

olum

n 16

OR

Col

umn

20 /

60

(4)

Bas

in A

rea

linke

d to

C-V

alue

She

et(1

0)=

Col

umn

6 +

Col

umn

21(1

6)A

dditi

onal

Pip

e D

esig

n F

low

(5)

Com

posi

te C

link

ed to

C-V

alue

She

et(1

1)A

dd th

e C

.A. V

alue

s C

olum

n 7

to g

et th

e cu

mm

ulat

ive

(17)

Add

ition

al P

ipe

Slo

pe

(6)

Tim

e of

Con

cent

ratio

n lin

ked

to S

F-1

She

etC

.A. V

alue

s(1

8)A

dditi

onal

Pip

e S

ize

(12)

=28

.5*P

/(10

+C

olum

n 10

)^0.

786

All

Equ

atio

ns fo

llow

UD

FC

D R

atio

nal M

etho

d

PIP

E

LO

CA

TIO

N

DIR

EC

T R

UN

OF

FT

OT

AL

RU

NO

FF

ST

RE

ET

V:\5

2876

\act

ive\

1876

0874

4-M

ule

Dee

r\R

epor

ts\D

rain

age\

Cal

cs\F

DR

\Rat

iona

l Met

hod

- S

F -

Exi

stin

g.xl

sxP

age

3

SURFACE ROUTING

DESIGN ONTRIBUTIN TcPOINT BASINS CA(5) CA(100) I(5) I(100) Q(5) Q(100)

(min.) (in/hr) (in/hr) (cfs) (cfs)Z OS-1 0.18 0.79 16.5 3.2 5.6 0.6 4.4

0.18 0.79 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)Channel 510 3.5 2.4 18.9

A E-1 0.43 1.89 16.6 3.2 5.6 1.4 10.6

0.43 1.89 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)3.5 0.0 16.6

B E-2 0.05 0.21 6.1 4.9 8.5 0.2 1.8

0.05 0.21 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)PIPE 25 4.4 0.1 6.2

D E-4 0.10 0.45 7.8 4.5 7.8 0.5 3.5

0.10 0.45 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)CHANNEL 65 2.8 0.4 8.2

C E-3 0.13 0.56 18.9 3.0 5.2 1.2 9.4DP D 0.10 0.45DP Z 0.18 0.79

0.41 1.79 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)0 4.4 0.0 18.9

E E-5 0.03 0.13 6.2 4.8 8.5 0.4 2.9DP B 0.05 0.21


F E-6 0.12 0.54 7.9 4.5 7.8 0.6 4.2


G E-7 0.01 0.03 6.3 4.8 8.4 0.4 3.2DP E 0.08 0.34


H D-9 0.00 0.02 18.9 3.0 5.2 1.5 11.4DP C 0.41 1.79DP G 0.09 0.37


I E-10 0.04 0.18 5.0 5.2 9.1 0.2 1.6


T R A V E L T I M E

T R A V E L T I M E

GARDENS AT NORTH CAREFREE

C A ( e q u i v a l e n t ) I N T E N S I T Y T O T A L F L O W S

T R A V E L T I M E

T R A V E L T I M E

T R A V E L T I M E

T R A V E L T I M E

T R A V E L T I M E

T R A V E L T I M E

T R A V E L T I M E

T R A V E L T I M E


Appendix C: Proposed Hydrology Calculations

Sta

nd

ard

Fo

rm S

F-1

. T

ime

of

Co

nce

ntr

atio

n

Pro

ject

:C

reat

ed b

y:D

ate:

S

ectio

n:C

heck

ed b

y:

Dat

e:

Urb

an T

OC

min

=5

min

Rur

al T

OC

min

=10

min

FINAL

Tc

(min)

Type

of Lan

d Su

rface

TOTA

L

Basin ID

Descriptio

nC 5

Area

(ac)

Leng

th, L

(ft)

Slop

e, s

(ft/ft)

t i (m

in)

(1)

Leng

th

(ft)

S w

(ft/ft)

Cod

eDescriptio

n

Conv

ey

Coef (C

v)(2)

Velocity

(V)

(ft/s)

(3)

t t Travel

Time

(min)

(4)

t c = t i + t t

(min)

Urban

(Yes /No)

Leng

th (ft)

T c m

ax

(min)

(5)

Tc m

ax > t c

OS

-1O

ffsite

Bas

in @

Eas

t Sid

e re

leas

es to

D-2

00.

080.

2610

00.

035

12.

1815

00.

0455

4N

early

bar

e gr

ound

10

.00

2.13

1.17

13.3

5Y

ES

250.

0011

.39

Che

ck13

.4

OS

-2O

ffsite

Bas

in @

Eas

t Sid

e re

leas

es to

D-1

30.

080.

2710

00.

035

12.

1822

50.

0455

4N

early

bar

e gr

ound

10

.00

2.13

1.76

13.9

4Y

ES

325.

0011

.81

Che

ck13

.9

OS

-3O

ffsite

Bas

in @

Eas

t Sid

e re

leas

es to

D-2

0.08

1.63

100

0.03

512

.18

480

0.04

444

Nea

rly b

are

grou

nd

10.0

02.

113.

8015

.98

YE

S58

0.00

13.2

2C

heck

16.0

OS

-4O

ffsite

Bas

in @

Eas

t Sid

e re

leas

es to

D-1

0.08

0.07

860.

040

10.8

14

Nea

rly b

are

grou

nd

10.0

00.

000.

0010

.81

YE

S86

.00

10.4

8C

heck

10.8

D-1

Eas

t por

tion

of S

ite b

twn

Nor

th h

alf o

f Vin

eyar

d an

d E

ast B

ound

ary

0.45

1.24

100

0.06

26.

4338

30.

0132

6P

aved

are

as a

nd

shal

low

pav

ed s

wal

es

20.0

02.

302.

789.

21Y

ES

483.

0012

.68

Che

ck9.

2

D-2

Eas

t por

tion

of S

ite b

twn

Sou

th h

alf o

f Vin

eyar

d an

d E

ast B

ound

ary

0.45

0.99

100

0.06

06.

5031

00.

0055

6P

aved

are

as a

nd

shal

low

pav

ed s

wal

es

20.0

01.

483.

489.

98Y

ES

410.

0012

.28

Che

ck10

.0

D-3

Sou

th/M

iddl

e po

rtio

n of

Site

insi

de o

f Vin

eyar

d C

ircle

whi

ch d

rain

s to

eas

t0.

450.

176

0.02

02.

2931

00.

0055

6P

aved

are

as a

nd

shal

low

pav

ed s

wal

es

20.0

01.

483.

485.

77Y

ES

316.

0011

.76

Che

ck5.

8

D-4

Nor

th/M

iddl

e po

rtio

n of

Site

insi

de o

f Vin

eyar

d C

ircle

whi

ch d

rain

s to

eas

t0.

450.

215

0.02

02.

0940

50.

0132

6P

aved

are

as a

nd

shal

low

pav

ed s

wal

es

20.0

02.

302.

945.

03Y

ES

410.

0012

.28

Che

ck5.

0

D-5

Nor

th p

ortio

n of

site

, alo

ng C

aref

ree

Circ

le0.

452.

0310

00.

064

6.36

450

0.01

906

Pav

ed a

reas

and

sh

allo

w p

aved

sw

ales

20

.00

2.76

2.72

9.08

YE

S55

0.00

13.0

6C

heck

9.1

D-6

Eas

t Hal

f of F

allo

w L

ane

whi

ch d

rain

s to

V

iney

ard

Circ

le0.

900.

0825

0.02

01.

4440

0.02

006

Pav

ed a

reas

and

sh

allo

w p

aved

sw

ales

20

.00

2.83

0.24

1.67

YE

S65

.00

10.3

6C

heck

5.0

D-7

Sou

thw

est H

alf o

f Fal

low

Lan

e w

hich

dra

ins

to

Ake

rs0.

900.

045

0.02

00.

6480

0.04

506

Pav

ed a

reas

and

sh

allo

w p

aved

sw

ales

20

.00

4.24

0.31

0.96

YE

S85

.00

10.4

7C

heck

5.0

D-8

Nor

th/M

iddl

e po

rtio

n of

Site

insi

de o

f Vin

eyar

d C

ircle

whi

ch d

rain

s to

wes

t0.

451.

9058

0.02

07.

1149

00.

0190

6P

aved

are

as a

nd

shal

low

pav

ed s

wal

es

20.0

02.

762.

9610

.07

YE

S54

8.00

13.0

4C

heck

10.1

D-9

Por

tion

of s

ite s

outh

of F

allo

w a

nd b

twn

Ake

rs

and

Vin

eyar

d 0.

450.

5210

00.

027

8.46

100

0.01

906

Pav

ed a

reas

and

sh

allo

w p

aved

sw

ales

20

.00

2.76

0.60

9.06

YE

S20

0.00

11.1

1C

heck

9.1

D-1

0N

orth

Pon

d0.

320.

3310

00.

027

10.1

56

Pav

ed a

reas

and

sh

allo

w p

aved

sw

ales

20

.00

0.00

0.00

10.1

5Y

ES

100.

0010

.56

Che

ck10

.1

D-1

1N

orth

hal

f of R

unni

ng D

eer

Way

0.90

0.07

200.

020

1.28

105

0.06

006

Pav

ed a

reas

and

sh

allo

w p

aved

sw

ales

20

.00

4.90

0.36

1.64

YE

S12

5.00

10.6

9C

heck

5.0

D-1

2S

outh

/Mid

dle

port

ion

of S

ite in

side

of V

iney

ard

Circ

le w

hich

dra

ins

to w

est

0.45

0.93

300.

020

5.11

295

0.03

806

Pav

ed a

reas

and

sh

allo

w p

aved

sw

ales

20

.00

3.90

1.26

6.37

YE

S32

5.00

11.8

1C

heck

6.4

D-1

3S

outh

ern

port

ion

of s

ite a

long

Sik

a D

eer

Pla

ce

and

Ake

rs0.

451.

3890

0.06

06.

1647

00.

0380

6P

aved

are

as a

nd

shal

low

pav

ed s

wal

es

20.0

03.

902.

018.

17Y

ES

560.

0013

.11

Che

ck8.

2

D-1

4A

long

eas

tern

Edg

e of

Vin

eyar

d (W

est S

ide)

op

posi

te N

orth

Pon

d0.

450.

6410

00.

056

6.65

110

0.01

906

Pav

ed a

reas

and

sh

allo

w p

aved

sw

ales

20

.00

2.76

0.67

7.31

YE

S21

0.00

11.1

7C

heck

7.3

D-1

5N

orth

wes

t Hal

f of F

allo

w L

ane

whi

ch d

rain

s to

A

kers

0.45

0.04

250.

020

4.67

800.

0450

6P

aved

are

as a

nd

shal

low

pav

ed s

wal

es

20.0

04.

240.

314.

98Y

ES

105.

0010

.58

Che

ck5.

0

Offsite Basin @

East S

ide releases to

D‐20

TRAV

EL TIM

E

Gar

dens

at N

orth

Car

efre

e -

FD

RP

ropo

sed

Con

ditio

ns

INITIAL/OVE

RLAN

D FLO

W(t

i)

1/16

/201

9C

MD

CK

C

(tt)

Tc CHEC

K(Urban

ized

basins)

V:\5

2876

\act

ive\

1876

0874

4-M

ule

Dee

r\R

epor

ts\D

rain

age\

Cal

cs\F

DR

\Rat

iona

l Met

hod

- S

F -

Pro

pose

d.xl

sxP

age

1

FINAL

Tc

(min)

Type

of Lan

d Su

rface

TOTA

L

Basin ID

Descriptio

nC 5

Area

(ac)

Leng

th, L

(ft)

Slop

e, s

(ft/ft)

t i (m

in)

(1)

Leng

th

(ft)

S w

(ft/ft)

Cod

eDescriptio

n

Conv

ey

Coef (C

v)(2)

Velocity

(V)

(ft/s)

(3)

t t Travel

Time

(min)

(4)

t c = t i + t t

(min)

Urban

(Yes /No)

Leng

th (ft)

T c m

ax

(min)

(5)

Tc m

ax > t c

Offsite Basin @

East S

ide releases to

D‐20

TRAV

EL TIM

EINITIAL/OVE

RLAN

D FLO

W(t

i)(t

t)Tc CHEC

K(Urban

ized

basins)

D-1

6S

outh

Pon

d0.

320.

1525

0.25

02.

436

Pav

ed a

reas

and

sh

allo

w p

aved

sw

ales

20

.00

0.00

0.00

2.43

YE

S25

.00

10.1

4C

heck

5.0

D-1

7S

outh

hal

f of o

f Run

ning

Dee

r W

ay0.

900.

0810

0.02

00.

9175

0.06

00

6P

aved

are

as a

nd

shal

low

pav

ed s

wal

es

20.0

04.

900.

261.

16Y

ES

85.0

010

.47

Che

ck5.

0

D-1

8R

OW

nor

th o

f Fal

low

whi

ch d

rain

s to

war

ds

Ake

rs0.

450.

1955

0.09

14.

2028

50.

0200

6P

aved

are

as a

nd

shal

low

pav

ed s

wal

es

20.0

02.

831.

685.

88Y

ES

340.

0011

.89

Che

ck5.

9

D-1

9R

OW

btw

n F

allo

w &

Run

ning

Dee

r w

hich

dra

ins

tow

ards

Ake

rs0.

450.

115

0.33

30.

836

Pav

ed a

reas

and

sh

allo

w p

aved

sw

ales

20

.00

0.00

0.00

0.83

YE

S5.

0010

.03

Che

ck5.

0

D-2

0R

OW

sou

th o

f Run

ning

Dee

r w

hich

dra

ins

tow

ards

Ake

rs0.

450.

4145

0.33

32.

4772

00.

0236

6P

aved

are

as a

nd

shal

low

pav

ed s

wal

es

20.0

03.

073.

906.

38Y

ES

765.

0014

.25

Che

ck6.

4

Notes:

UD

FC

D T

able

RO

-2

L

and

Sur

face

Coe

ffici

ents

All Eq

uations are from UDFC

D Drainage Criteria Man

ual/Runoff

Cod

eD

escr

iptio

nC

v(1) t i=

(0.395*(1.1‐C

5)*(L^0

.5))/(S^0.33), from UDFC

D Equation RO‐3

1H

eavy

mea

dow

2.

5(2) Cv from UDFC

D Tab

le RO‐2

2T

illag

e/fie

ld

5(3) Velocity from V = C

v*S w^0

.5, from UDFC

D Equation RO‐4

3S

hort

pas

ture

and

law

ns

7

(4) t t=L/60V

4N

early

bar

e gr

ound

10

(5) t i max = 10+L/180, from UDFC

D Eqn RO‐5

5G

rass

ed w

ater

way

15

6P

aved

are

as a

nd s

hallo

w p

aved

sw

ales

20

*7R

ipra

p (n

ot b

urie

d)7.

0* determined

for the project based

on UDFC

D equations (Equation RO‐4)

V:\5

2876

\act

ive\

1876

0874

4-M

ule

Dee

r\R

epor

ts\D

rain

age\

Cal

cs\F

DR

\Rat

iona

l Met

hod

- S

F -

Pro

pose

d.xl

sxP

age

2

Sta

nd

ard

Fo

rm S

F-2

. S

torm

Dra

inag

e S

yste

m D

esig

n (

Rat

ion

al M

eth

od

Pro

ce

du

re)

Pro

ject

:C

reat

ed b

y:D

ate:

S

ectio

n:C

heck

ed b

y:

Dat

e:

Des

ign

Sto

rm:

5-yr

P =

1.50

in

AREA DESIGN

AREA (A) (AC)

RUNOFF COEFF (C)

tc

(MIN)

C.A. (AC)

I(IN / HR)

Q (CFS)

tc

(MIN)

SUM (C*A)(AC)

I(IN / HR)

Q(CFS)

SLOPE(%)

STREETFLOW (CFS)

DESIGNFLOW (CFS)

SLOPE(%)

PIPE SIZE(INCHES)

LENGTH(FT)

VELOCITY(FPS)

tt

(MIN)

(3)

(4)

(5)

(6)

(7)

(8)

(9)

(10)

(11)

(12)

(13)

(14)

(15)

(16)

(17)

(18)

(19)

(20)

(21)

(22)

Offs

ite B

asin

@ E

ast S

ide

rele

ases

to D

-20

OS

-10.

260.

0813

.35

0.02

3.59

0.08

Offs

ite B

asin

@ E

ast S

ide

rele

ases

to D

-13

OS

-20.

270.

0813

.94

0.02

3.52

0.08

Offs

ite B

asin

@ E

ast S

ide

rele

ases

to D

-2O

S-3

1.63

0.08

15.9

80.

133.

300.

43

Offs

ite B

asin

@ E

ast S

ide

rele

ases

to D

-1O

S-4

0.07

0.08

10.8

10.

013.

930.

02

Eas

t por

tion

of S

ite b

twn

Nor

th h

alf o

f Vin

eyar

d an

d E

ast B

ound

ary

D-1

1.24

0.45

9.21

0.56

4.19

2.34

Eas

t por

tion

of S

ite b

twn

Sou

th h

alf o

f Vin

eyar

d an

d E

ast B

ound

ary

D-2

0.99

0.45

9.98

0.45

4.06

1.81

Sou

th/M

iddl

e po

rtio

n of

Site

insi

de o

f Vin

eyar

d C

ircle

whi

ch d

rain

s to

eas

tD

-30.

170.

455.

770.

084.

890.

37

Nor

th/M

iddl

e po

rtio

n of

Site

insi

de o

f Vin

eyar

d C

ircle

whi

ch d

rain

s to

eas

tD

-40.

210.

455.

030.

095.

080.

48

Nor

th p

ortio

n of

site

, alo

ng C

aref

ree

Circ

leD

-52.

030.

459.

080.

914.

213.

85

Eas

t Hal

f of F

allo

w L

ane

whi

ch d

rain

s to

V

iney

ard

Circ

leD

-60.

080.

905.

000.

075.

090.

37

Sou

thw

est H

alf o

f Fal

low

Lan

e w

hich

dra

ins

to

Ake

rsD

-70.

040.

905.

000.

045.

090.

18

Nor

th/M

iddl

e po

rtio

n of

Site

insi

de o

f Vin

eyar

d C

ircle

whi

ch d

rain

s to

wes

tD

-81.

900.

4510

.07

0.86

4.05

3.46

Por

tion

of s

ite s

outh

of F

allo

w a

nd b

twn

Ake

rs

and

Vin

eyar

d D

-90.

520.

459.

060.

234.

210.

99

Nor

th P

ond

D-1

00.

330.

3210

.15

0.11

4.03

0.43

Nor

th h

alf o

f Run

ning

Dee

r W

ayD

-11

0.07

0.90

5.00

0.06

5.09

0.32

Sou

th/M

iddl

e po

rtio

n of

Site

insi

de o

f Vin

eyar

d C

ircle

whi

ch d

rain

s to

wes

tD

-12

0.93

0.45

6.37

0.42

4.75

1.99

Sou

ther

n po

rtio

n of

site

alo

ng S

ika

Dee

r P

lace

an

d A

kers

D-1

31.

720.

458.

170.

774.

383.

39

Alo

ng e

aste

rn E

dge

of V

iney

ard

(Wes

t Sid

e)

oppo

site

Nor

th P

ond

D-1

40.

640.

457.

310.

294.

551.

31

Nor

thw

est H

alf o

f Fal

low

Lan

e w

hich

dra

ins

to

Ake

rsD

-15

0.04

0.45

5.00

0.02

5.09

0.09

RE

MA

RK

S

TO

TA

L R

UN

OF

FS

TR

EE

TP

IPE

TR

AV

EL

TIM

E

1/16

/201

9C

KC

LO

CA

TIO

N

DIR

EC

T R

UN

OF

F

Gar

dens

at N

orth

Car

efre

e -

FD

RP

ropo

sed

Con

ditio

nsC

MD

V:\5

2876

\act

ive\

1876

0874

4-M

ule

Dee

r\R

epor

ts\D

rain

age\

Cal

cs\F

DR

\Rat

iona

l Met

hod

- S

F -

Pro

pose

d.xl

sxP

age

3

Sta

nd

ard

Fo

rm S

F-2

. S

torm

Dra

inag

e S

yste

m D

esig

n (

Rat

ion

al M

eth

od

Pro

ce

du

re)

Pro

ject

:C

reat

ed b

y:D

ate:

S

ectio

n:C

heck

ed b

y:

Dat

e:

1/16

/201

9C

KC

Gar

dens

at N

orth

Car

efre

e -

FD

RP

ropo

sed

Con

ditio

nsC

MD

Sou

th P

ond

D-1

60.

130.

325.

000.

045.

090.

21

Sou

th h

alf o

f of R

unni

ng D

eer

Way

D-1

70.

080.

905.

000.

075.

090.

37

RO

W n

orth

of F

allo

w w

hich

dra

ins

tow

ards

A

kers

D-1

80.

190.

455.

880.

094.

860.

42

RO

W b

twn

Fal

low

& R

unni

ng D

eer

whi

ch

drai

ns to

war

ds A

kers

D-1

90.

110.

455.

000.

055.

090.

25

RO

W s

outh

of R

unni

ng D

eer

whi

ch d

rain

s to

war

ds A

kers

D-2

00.

410.

456.

380.

184.

750.

88

V:\5

2876

\act

ive\

1876

0874

4-M

ule

Dee

r\R

epor

ts\D

rain

age\

Cal

cs\F

DR

\Rat

iona

l Met

hod

- S

F -

Pro

pose

d.xl

sxP

age

4

Sta

nd

ard

Fo

rm S

F-2

. S

torm

Dra

inag

e S

yste

m D

esig

n (

Rat

ion

al M

eth

od

Pro

ce

du

re)

Pro

ject

:C

reat

ed b

y:D

ate:

S

ectio

n:C

heck

ed b

y:

Dat

e:

1/16

/201

9C

KC

Gar

dens

at N

orth

Car

efre

e -

FD

RP

ropo

sed

Con

ditio

nsC

MD

Des

ign

Sto

rm:

100-

yrP

=2.

52in

TR

AV

EL

TIM

ER

EM

AR

KS

BASIN ID

AREA (A) (AC)

RUNOFF COEFF (C)

tc

(MIN)

C.A. (AC)

I(IN / HR)

Q (CFS)

tc

(MIN)

SUM (C*A)(AC)

I(IN / HR)

Q(CFS)

SLOPE(%)

STREETFLOW (CFS)

DESIGNFLOW (CFS)

SLOPE(%)

PIPE SIZE(INCHES)

LENGTH(FT)

VELOCITY(FPS)

tt

(MIN)

(1)

(3)

(4)

(5)

(6)

(7)

(8)

(9)

(10)

(11)

(12)

(13)

(14)

(15)

(16)

(17)

(18)

(19

)(2

0)(2

1)(2

2)

Offs

ite B

asin

@ E

ast S

ide

rele

ases

to D

-20

OS

-10.

260.

3513

.35

0.09

6.04

0.56

Offs

ite B

asin

@ E

ast S

ide

rele

ases

to D

-13

OS

-20.

270.

3513

.94

0.10

5.92

0.57

Offs

ite B

asin

@ E

ast S

ide

rele

ases

to D

-2O

S-3

1.63

0.35

15.9

80.

575.

553.

17

Offs

ite B

asin

@ E

ast S

ide

rele

ases

to D

-1O

S-4

0.07

0.35

10.8

10.

036.

610.

17

Eas

t por

tion

of S

ite b

twn

Nor

th h

alf o

f Vin

eyar

d an

d E

ast B

ound

ary

D-1

1.24

0.59

9.21

0.73

7.04

5.15

Eas

t por

tion

of S

ite b

twn

Sou

th h

alf o

f Vin

eyar

d an

d E

ast B

ound

ary

D-2

0.99

0.59

9.98

0.58

6.82

3.99

Sou

th/M

iddl

e po

rtio

n of

Site

insi

de o

f Vin

eyar

d C

ircle

whi

ch d

rain

s to

eas

tD

-30.

170.

595.

770.

108.

220.

82

Nor

th/M

iddl

e po

rtio

n of

Site

insi

de o

f Vin

eyar

d C

ircle

whi

ch d

rain

s to

eas

tD

-40.

210.

595.

030.

128.

541.

06

Nor

th p

ortio

n of

site

, alo

ng C

aref

ree

Circ

leD

-52.

030.

599.

081.

207.

078.

47

Eas

t Hal

f of F

allo

w L

ane

whi

ch d

rain

s to

V

iney

ard

Circ

leD

-60.

080.

965.

000.

088.

550.

66

Sou

thw

est H

alf o

f Fal

low

Lan

e w

hich

dra

ins

to

Ake

rsD

-70.

040.

965.

000.

048.

550.

33

Nor

th/M

iddl

e po

rtio

n of

Site

insi

de o

f Vin

eyar

d C

ircle

whi

ch d

rain

s to

wes

tD

-81.

900.

5910

.07

1.12

6.80

7.62

Por

tion

of s

ite s

outh

of F

allo

w a

nd b

twn

Ake

rs

and

Vin

eyar

d D

-90.

520.

599.

060.

317.

082.

17

Nor

th P

ond

D-1

00.

330.

5110

.15

0.17

6.78

1.14

Nor

th h

alf o

f Run

ning

Dee

r W

ayD

-11

0.07

0.96

5.00

0.07

8.55

0.57

Sou

th/M

iddl

e po

rtio

n of

Site

insi

de o

f Vin

eyar

d C

ircle

whi

ch d

rain

s to

wes

tD

-12

0.93

0.59

6.37

0.55

7.98

4.38

Sou

ther

n po

rtio

n of

site

alo

ng S

ika

Dee

r P

lace

an

d A

kers

D-1

31.

720.

598.

171.

017.

357.

46

Alo

ng e

aste

rn E

dge

of V

iney

ard

(Wes

t Sid

e)

oppo

site

Nor

th P

ond

D-1

40.

640.

597.

310.

387.

642.

88

Nor

thw

est H

alf o

f Fal

low

Lan

e w

hich

dra

ins

to

Ake

rsD

-15

0.04

0.59

5.00

0.02

8.55

0.20

PIP

E

LO

CA

TIO

N

DIR

EC

T R

UN

OF

FT

OT

AL

RU

NO

FF

ST

RE

ET

V:\5

2876

\act

ive\

1876

0874

4-M

ule

Dee

r\R

epor

ts\D

rain

age\

Cal

cs\F

DR

\Rat

iona

l Met

hod

- S

F -

Pro

pose

d.xl

sxP

age

5

Sta

nd

ard

Fo

rm S

F-2

. S

torm

Dra

inag

e S

yste

m D

esig

n (

Rat

ion

al M

eth

od

Pro

ce

du

re)

Pro

ject

:C

reat

ed b

y:D

ate:

S

ectio

n:C

heck

ed b

y:

Dat

e:

1/16

/201

9C

KC

Gar

dens

at N

orth

Car

efre

e -

FD

RP

ropo

sed

Con

ditio

nsC

MD

Sou

th P

ond

D-1

60.

130.

515.

000.

078.

550.

57

Sou

th h

alf o

f of R

unni

ng D

eer

Way

D-1

70.

080.

965.

000.

088.

550.

66

RO

W n

orth

of F

allo

w w

hich

dra

ins

tow

ards

A

kers

D-1

80.

190.

595.

880.

118.

170.

92

RO

W b

twn

Fal

low

& R

unni

ng D

eer

whi

ch

drai

ns to

war

ds A

kers

D-1

90.

110.

595.

000.

068.

550.

55

RO

W s

outh

of R

unni

ng D

eer

whi

ch d

rain

s to

war

ds A

kers

D-2

00.

410.

596.

380.

247.

981.

93

(1)

Bas

in D

escr

iptio

n lin

ked

to C

-Val

ue S

heet

(7)

=C

olum

n 4

x C

olu

mn

5(1

3)S

um o

f Qs

(19)

Add

ition

al F

low

Len

gth

(2)

Bas

in D

esig

n P

oint

(8)

=28

.5*P

/(10

+C

olum

n 6)

^0.7

86(1

4)A

dditi

onal

Str

eet L

ongi

tudi

nal S

lope

(20)

Str

eet o

r P

ipe

Vel

ocity

(3)

Ent

er th

e B

asin

Nam

e fr

om C

-Val

ue S

heet

(9)

=C

olum

n 7

x C

olum

n 8

(15)

Add

ition

al S

tree

t Ove

rland

Flo

w(2

1)=

Col

umn

15 O

R C

olum

n 16

OR

Col

umn

20 /

60

(4)

Bas

in A

rea

linke

d to

C-V

alue

She

et(1

0)=

Col

umn

6 +

Col

umn

21(1

6)A

dditi

onal

Pip

e D

esig

n F

low

(5)

Com

posi

te C

link

ed to

C-V

alue

She

et(1

1)A

dd th

e C

.A. V

alue

s C

olum

n 7

to g

et th

e cu

mm

ulat

ive

(17)

Add

ition

al P

ipe

Slo

pe

(6)

Tim

e of

Con

cent

ratio

n lin

ked

to S

F-1

She

etC

.A. V

alue

s(1

8)A

dditi

onal

Pip

e S

ize

(12)

=28

.5*P

/(10

+C

olum

n 10

)^0.

786

All

Equ

atio

ns fo

llow

UD

FC

D R

atio

nal M

etho

d

V:\5

2876

\act

ive\

1876

0874

4-M

ule

Dee

r\R

epor

ts\D

rain

age\

Cal

cs\F

DR

\Rat

iona

l Met

hod

- S

F -

Pro

pose

d.xl

sxP

age

6

SURFACE ROUTING

DESIGN CONTRIBUTING TcPOINT BASINS CA(5) CA(100) I(5) I(100) Q(5) Q(100)

(min.) (in/hr) (in/hr) (cfs) (cfs)Z OS-1 0.02 0.09 13.4 3.6 6.2 0.1 0.6


Y OS-2 0.02 0.10 13.9 3.5 6.1 0.1 0.6


X OS-3 0.13 0.57 16.0 3.3 5.7 0.4 3.3


W OS-4 0.01 0.03 10.8 3.9 6.8 0.0 0.2


A D-1 0.56 0.73 19.3 3.0 5.2 3.4 9.9D-2 0.45 0.58DP W 0.01 0.03DP X 0.13 0.57


B D-3 0.08 0.10 5.0 5.2 9.0 0.9 2.0D-4 0.09 0.12


C D-8 0.86 1.12 10.1 4.0 7.1 3.5 8.1FB Inlet E 0.00 0.03

0.86 1.15 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)CHANNEL 34 2.5 0.2 10.3

V D-5 0.91 1.20 9.1 4.2 7.4 4.2 9.4D-6 0.07 0.08

0.99 1.27 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)STREET 205 2.8 1.2 10.3

D D-9 0.23 0.31 10.3 4.0 7.0 4.9 11.0DP V 0.99 1.27FB Inlet F 0.00 0.00


E D-12 0.42 0.55 7.3 4.6 8.0 3.2 7.4D-14 0.29 0.38


T R A V E L T I M E

T R A V E L T I M E

T R A V E L T I M E

GARDENS AT NORTH CAREFREE - FDR


T R A V E L T I M E

T R A V E L T I M E

T R A V E L T I M E

T R A V E L T I M E

T R A V E L T I M E

DESIGN CONTRIBUTING TcPOINT BASINS CA(5) CA(100) I(5) I(100) Q(5) Q(100)

(min.) (in/hr) (in/hr) (cfs) (cfs)


F D-13 0.77 1.01 17.5 3.1 5.5 2.5 6.1DP Y 0.02 0.10


G D-18 0.09 0.11 5.9 4.9 8.6 0.4 1.0


H D-15 0.02 0.02 5.0 5.2 9.1 0.3 0.6D-7 0.04 0.04D-19 0.05 0.06


I D-11 0.06 0.07 19.3 3.0 5.2 0.9 2.0D-17 0.07 0.08D-20 0.18 0.24DP Z 0.02 0.09


NP D-10 0.11 0.17 19.5 3.0 5.2 12.4 30.7DP A 1.14 1.91DP B 0.17 0.22DP C 0.86 1.15DP D 1.22 1.58DP E 0.71 0.93


SP D-16 0.04 0.07 17.6 3.1 5.4 2.6 6.4DP F 0.80 1.11


T R A V E L T I M E

T R A V E L T I M E

T R A V E L T I M E

T R A V E L T I M E

T R A V E L T I M E

T R A V E L T I M E


Appendix D: Inlet Calculations

Project =

Inlet ID =

Design Information (Input) MINOR MAJOR

Type of Inlet Inlet Type =

Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches

Number of Unit Inlets (Grate or Curb Opening) No = 1 1

Water Depth at Flowline (outside of local depression) Ponding Depth = 3.4 5.6 inches

Grate Information MINOR MAJOR

Length of a Unit Grate Lo (G) = N/A N/A feet

Width of a Unit Grate Wo = N/A N/A feet

Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A

Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A

Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A

Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A

Curb Opening Information MINOR MAJOR

Length of a Unit Curb Opening Lo (C) = 20.00 20.00 feet

Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches

Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches

Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees

Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet

Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10

Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60

Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67

MINOR MAJOR

Total Inlet Interception Capacity (assumes clogged condition) Qa = 2.0 10.3 cfs

WARNING: Inlet Capacity less than Q Peak for Minor Storm Q PEAK REQUIRED = 3.4 9.9 cfs

INLET IN A SUMP OR SAG LOCATION

Gardens at North Carefree

Proposed Type R Inlet - DP A

CDOT Type R Curb Opening

H-VertH-Curb

W

Lo (C)

Lo (G)

Wo

WP

Override Depths

DP A - Pr Type R.xlsm, Inlet In Sump 8/2/2019, 8:09 AM

Project:Inlet ID:

Gutter Geometry (Enter data in the blue cells)

Maximum Allowable Width for Spread Behind Curb TBACK = 10.0 ft

Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft

Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.015

Height of Curb at Gutter Flow Line HCURB = 6.00 inches

Distance from Curb Face to Street Crown TCROWN = 17.0 ft

Gutter Width W = 2.00 ft

Street Transverse Slope SX = 0.020 ft/ft

Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft

Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft

Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.013

Minor Storm Major Storm

Max. Allowable Spread for Minor & Major Storm TMAX = 8.0 17.0 ft

Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 12.0 inches

Allow Flow Depth at Street Crown (leave blank for no) check = yes

MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm

MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs

Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'

ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)

Gardens at North CarefreeProposed Type R Inlet - DP A

(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)

Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'

DP A - Pr Type R.xlsm, Q-Allow 8/2/2019, 8:01 AM

Project:Inlet ID:




















Gardens at North CarefreeProposed Type R Inlet - DP B



DP B - Pr Type R.xlsm, Q-Allow 8/2/2019, 10:56 AM

Project =

Inlet ID =






















MINOR MAJOR


Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 0.9 2.0 cfs



Proposed Type R Inlet - DP B


H-VertH-Curb

W

Lo (C)

Lo (G)

Wo

WP

Override Depths

DP B - Pr Type R.xlsm, Inlet In Sump 8/2/2019, 10:58 AM

Project:Inlet ID:




















Gardens at North CarefreeProposed Type R Inlet - DP C



DP C - Pr Type R.xlsm, Q-Allow 8/3/2019, 12:37 PM

Project =

Inlet ID =






















MINOR MAJOR


WARNING: Inlet Capacity less than Q Peak for MAJOR Storm Q PEAK REQUIRED = 3.5 8.1 cfs



Proposed Type R Inlet - DP C


H-VertH-Curb

W

Lo (C)

Lo (G)

Wo

WP

Override Depths

DP C - Pr Type R.xlsm, Inlet In Sump 8/3/2019, 12:40 PM

Project:Inlet ID:




















Gardens at North CarefreeProposed Type R Inlet - DP D



DP D - Pr Type R.xlsm, Q-Allow 8/3/2019, 12:42 PM

Project =

Inlet ID =






















MINOR MAJOR


WARNING: Inlet Capacity less than Q Peak for Minor Storm Q PEAK REQUIRED = 4.9 11.0 cfs



Proposed Type R Inlet - DP D


H-VertH-Curb

W

Lo (C)

Lo (G)

Wo

WP

Override Depths

DP D - Pr Type R.xlsm, Inlet In Sump 8/3/2019, 12:43 PM

Project:Inlet ID:
















MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm

MAJOR STORM Allowable Capacity is based on Spread Criterion Qallow = 5.5 30.6 cfs



Gardens at North CarefreeProposed Type R Inlet - DP E



DP E - Pr Type R.xlsm, Q-Allow 8/3/2019, 12:45 PM

Project:

Inlet ID:


Type of Inlet Type =

Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') aLOCAL = 3.0 3.0 inches

Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 1

Length of a Single Unit Inlet (Grate or Curb Opening) Lo = 15.00 15.00 ft

Width of a Unit Grate (cannot be greater than W from Q-Allow) Wo = N/A N/A ft

Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Cf-G = N/A N/A

Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Cf-C = 0.10 0.10

Street Hydraulics: OK - Q < maximum allowable from sheet 'Q-Allow' MINOR MAJOR

Total Inlet Interception Capacity Q = 3.20 7.25 cfs

Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.0 0.2 cfs

Capture Percentage = Qa/Qo = C% = 100 98 %

INLET ON A CONTINUOUS GRADE


Proposed Type R Inlet - DP E


DP E - Pr Type R.xlsm, Inlet On Grade 8/6/2019, 11:48 AM

Project:Inlet ID:
















MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm

MAJOR STORM Allowable Capacity is based on Spread Criterion Qallow = 5.5 30.6 cfs



Gardens at North CarefreeProposed Type R Inlet - DP F



DP F - Pr Type R.xlsm, Q-Allow 8/6/2019, 12:12 PM

Project:

Inlet ID:


Type of Inlet Type =

Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') aLOCAL = 3.0 3.0 inches

Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 1

Length of a Single Unit Inlet (Grate or Curb Opening) Lo = 15.00 15.00 ft

Width of a Unit Grate (cannot be greater than W from Q-Allow) Wo = N/A N/A ft

Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Cf-G = N/A N/A

Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Cf-C = 0.10 0.10

Street Hydraulics: OK - Q < maximum allowable from sheet 'Q-Allow' MINOR MAJOR

Total Inlet Interception Capacity Q = 2.50 6.10 cfs

Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.0 0.0 cfs

Capture Percentage = Qa/Qo = C% = 100 100 %

INLET ON A CONTINUOUS GRADE


Proposed Type R Inlet - DP F


DP F - Pr Type R.xlsm, Inlet On Grade 8/6/2019, 12:16 PM


Appendix E: StormCAD


Storm System 1

Sce

nari

o: 5

-Yea

r

P-7

P-3

P-2

P-4

P-6

P-1

Out

fall

DP

AD

P D

DP

C DP

E

DP

B

MH

-1

MH

-2

Pag

e 1

of 1

27 S

iem

on C

ompa

ny D

rive

Sui

te 2

00 W

Wat

erto

wn,

CT

067

95 U

SA

+

1-20

3-75

5-16

668/

6/20

19

Ben

tley

Sto

rmC

AD

CO

NN

EC

T E

ditio

n[1

0.00

.00.

45]

Ben

tley

Sys

tem

s, In

c. H

aest

ad M

etho

ds S

olut

ion

Cen

ter

St

Sys

1.s

tsw

Labe

lStart N

ode

Stop

Nod

e

Leng

th

(Unifie

d)

(ft)

Diameter

(in)

Capa

city (F

ull

Flow

) (cfs)

System

Ra

tiona

l Flow

(cfs)

Velocity

(ft/s)

Elev

ation

Groun

d (Start) (ft)

Hyd

raulic

Grade

Line

(In)

(ft)

Inve

rt

(Start) (ft)

Cove

r (Start)

(ft)

Elev

ation

Groun

d (Stop) (ft)

Hyd

raulic

Grade

Line

(Out)

(ft)

Inve

rt

(Stop) (ft)

Cove

r (Stop)

(ft)

Slop

e (Calculated)

(ft/ft)

P‐1

DP A

DP B

35.4

18

14.89

8.53

8.71

6,583.21

6,579.85

6,578.72

2.99

6,583.21

6,579.40

6,578.01

3.7

2.00%

P‐2

DP B

DP C

143.7

18

20.98

9.5

11.58

6,583.21

6,578.90

6,577.71

46,575.56

6,575.27

6,571.98

2.08

4.00%

P‐7

DP D

Outfall

34.8

42

68.22

25.6

2.66

6,575.56

6,574.22

6,568.71

3.35

6,575.00

6,574.20

6,568.55

2.95

0.50%

P‐3

DP C

MH‐2

27.7

30

27.01

14.56

2.97

6,575.56

6,574.77

6,570.48

2.58

6,575

.34

6,574.74

6,570.36

2.48

0.40%

P‐6

MH‐2

DP D

7.7

30

33.12

18.63

3.8

6,575.34

6,574.74

6,570.06

2.78

6,575.56

6,574.72

6,570.01

3.05

0.70%

P‐4

DP E

MH‐1

27.7

24

30.4

6.09

1.94

6,577.12

6,574.80

6,572.50

2.62

6,576.90

6,574.78

6,572.00

2.9

1.80%

P‐5

MH‐1

MH‐2

115

30

40.84

6.03

1.23

6,576.90

6,574.76

6,571.50

2.9

6,575.34

6,574.74

6,570.36

2.48

1.00%

Storm System 1 ‐ 10

0 Ye

ar

Pro

file

Rep

ort

Eng

inee

ring

Pro

file

- D

P A

to

MH

2 (

St

Sys

1.s

tsw

)

6,57

0.00

6,57

5.00

6,58

0.00

6,58

5.00

-0+5

00+

000+

501+

001+

502+

002+

50

Sta

tion

(ft)P

-2: 1

43.7

ft @

0.0

40 ft

/ftC

ircle

- 18

.0 in

Con

cret

e

P-1

: 35.

4 ft

@ 0

.020

ft/ft

Circ

le -

18.0

in C

oncr

ete

P-3

: 27.

7 ft

@ 0

.004

ft/ft

Circ

le -

30.0

in C

oncr

ete

Pag

e 1

of 1

27 S

iem

on C

ompa

ny D

rive

Sui

te 2

00 W

Wat

erto

wn,

CT

067

95 U

SA

+

1-20

3-75

5-16

668/

6/20

19

Ben

tley

Sto

rmC

AD

CO

NN

EC

T E

ditio

n[1

0.00

.00.

45]

Ben

tley

Sys

tem

s, In

c. H

aest

ad M

etho

ds S

olut

ion

Cen

ter

St

Sys

1.s

tsw

Pro

file

Rep

ort

Eng

inee

ring

Pro

file

- D

P E

to

Out

fall

(St

Sys

1.s

tsw

)

Pag

e 1

of 1

27 S

iem

on C

ompa

ny D

rive

Sui

te 2

00 W

Wat

erto

wn,

CT

067

95 U

SA

+

1-20

3-75

5-16

668/

6/20

19

Ben

tley

Sto

rmC

AD

CO

NN

EC

T E

ditio

n[1

0.00

.00.

45]

Ben

tley

Sys

tem

s, In

c. H

aest

ad M

etho

ds S

olut

ion

Cen

ter

St

Sys

1.s

tsw

Labe

lStart N

ode

Stop

Nod

e

Leng

th

(Unifie

d)

(ft)

Diameter

(in)

Capa

city (F

ull

Flow

) (cfs)

System

Ra

tiona

l Flow

(cfs)

Velocity

(ft/s)

Elev

ation

Groun

d (Start) (ft)

Hyd

raulic

Grade

Line

(In)

(ft)

Inve

rt

(Start) (ft)

Cove

r (Start)

(ft)

Elev

ation

Groun

d (Stop) (ft)

Hyd

raulic

Grade

Line

(Out)

(ft)

Inve

rt

(Stop) (ft)

Cove

r (Stop)

(ft)

Slop

e (Calculated)

(ft/ft)

P‐1

DP A

DP B

35.4

18

14.89

2.67

6.37

6,583.21

6,579.34

6,578.72

2.99

6,583.21

6,578.88

6,578.01

3.7

2.00%

P‐2

DP B

DP C

143.7

18

20.98

3.06

8.47

6,583.21

6,578.38

6,577.71

46,575.56

6,572.74

6,571.98

2.08

4.00%

P‐7

DP D

Outfall

34.8

42

68.22

9.49

4.99

6,575.56

6,571.74

6,568.71

3.35

6,575.00

6,571.74

6,568.55

2.95

0.50%

P‐3

DP C

MH‐2

27.7

30

27.01

5.04

4.21

6,575.56

6,572.24

6,570.48

2.58

6,575.34

6,572.24

6,570.36

2.48

0.40%

P‐6

MH‐2

DP D

7.7

30

33.12

6.67

5.28

6,575.34

6,572.24

6,570.06

2.78

6,575.56

6,572.24

6,570.01

3.05

0.007

P‐4

DP E

MH‐1

27.7

24

30.4

2.44

5.8

6,577.12

6,573.04

6,572.50

2.62

6,576.90

6,572.39

6,572.00

2.9

0.018

P‐5

MH‐1

MH‐2

115

30

40.84

2.43

4.56

6,576.90

6,572.21

6,571.50

2.9

6,575.34

6,572.24

6,570.36

2.48

0.01

Storm System 1 ‐ 5 Ye

ar

Pro

file

Rep

ort

Eng

inee

ring

Pro

file

- D

P A

to

MH

2 (

St

Sys

1.s

tsw

)

6,57

0.00

6,57

5.00

6,58

0.00

6,58

5.00

-0+5

00+

000+

501+

001+

502+

002+

50

Sta

tion

(ft)P

-2: 1

43.7

ft @

0.0

40 ft

/ftC

ircle

- 18

.0 in

Con

cret

e

P-1

: 35.

4 ft

@ 0

.020

ft/ft

Circ

le -

18.0

in C

oncr

ete

P-3

: 27.

7 ft

@ 0

.004

ft/ft

Circ

le -

30.0

in C

oncr

ete

Pag

e 1

of 1

27 S

iem

on C

ompa

ny D

rive

Sui

te 2

00 W

Wat

erto

wn,

CT

067

95 U

SA

+

1-20

3-75

5-16

668/

6/20

19

Ben

tley

Sto

rmC

AD

CO

NN

EC

T E

ditio

n[1

0.00

.00.

45]

Ben

tley

Sys

tem

s, In

c. H

aest

ad M

etho

ds S

olut

ion

Cen

ter

St

Sys

1.s

tsw

Pro

file

Rep

ort

Eng

inee

ring

Pro

file

- D

P E

to

Out

fall

(St

Sys

1.s

tsw

)

Pag

e 1

of 1

27 S

iem

on C

ompa

ny D

rive

Sui

te 2

00 W

Wat

erto

wn,

CT

067

95 U

SA

+

1-20

3-75

5-16

668/

6/20

19

Ben

tley

Sto

rmC

AD

CO

NN

EC

T E

ditio

n[1

0.00

.00.

45]

Ben

tley

Sys

tem

s, In

c. H

aest

ad M

etho

ds S

olut

ion

Cen

ter

St

Sys

1.s

tsw


Storm System 2

Sce

nari

o: 5

-Yea

r

Pag

e 1

of 1

27 S

iem

on C

ompa

ny D

rive

Sui

te 2

00 W

Wat

erto

wn,

CT

067

95 U

SA

+

1-20

3-75

5-16

668/

6/20

19

Ben

tley

Sto

rmC

AD

CO

NN

EC

T E

ditio

n[1

0.00

.00.

45]

Ben

tley

Sys

tem

s, In

c. H

aest

ad M

etho

ds S

olut

ion

Cen

ter

St

Sys

2.s

tsw

Labe

lStart N

ode

Stop

Nod

e

Leng

th

(Unifie

d)

(ft)

Diameter

(in)

Capa

city (F

ull

Flow

) (cfs)

System

Ra

tiona

l Flow

(cfs)

Velocity

(ft/s)

Elev

ation

Groun

d (Start) (ft)

Hyd

raulic

Grade

Line

(In)

(ft)

Inve

rt

(Start) (ft)

Cove

r (Start) (ft)

Elev

ation

Groun

d (Stop) (ft)

Hyd

raulic

Grade

Line

(Out)

(ft)

Inve

rt

(Stop) (ft)

Cove

r (Stop) (ft)

Slop

e (Calculated)

(ft/ft)

P‐4

DP F

Outfall

31.3

36

47.7

5.15

0.73

6,577.36

6,571.95

6,568.69

5.67

6,573.50

6,571.95

6,568.53

1.97

0.50%

Storm System 2 ‐ 10

0 Ye

ar

Pro

file

Rep

ort

Eng

inee

ring

Pro

file

- D

P F

to

Out

fall

(St

Sys

2.s

tsw

)

27 S

iem

on C

ompa

ny D

rive

Sui

te 2

00 W

Wat

erto

wn,

CT

067

95 U

SA

+

1-20

3-75

5-16

668/

6/20

19

Ben

Ben

tley

Sys

tem

s, In

c. H

aest

ad M

etho

ds S

olut

ion

Cen

ter

St S

ys 2

.sts

w

Labe

lStart N

ode

Stop

Nod

e

Leng

th

(Unifie

d)

(ft)

Diameter

(in)

Capa

city (F

ull

Flow

) (cfs)

System

Ra

tiona

l Flow

(cfs)

Velocity

(ft/s)

Elev

ation

Groun

d (Start) (ft)

Hyd

raulic

Grade

Line

(In)

(ft)

Inve

rt

(Start) (ft)

Cove

r (Start) (ft)

Elev

ation

Groun

d (Stop) (ft)

Hyd

raulic

Grade

Line

(Out)

(ft)

Inve

rt

(Stop) (ft)

Cove

r (Stop) (ft)

Slop

e (Calculated)

(ft/ft)

P‐4

DP F

Outfall

31.3

36

47.7

1.95

3.31

6,577.36

6,571.60

6,568.69

5.67

6,573.50

6,571.60

6,568.53

1.97

0.50%

Storm System 2 ‐ 5 Ye

ar

Pro

file

Rep

ort

Eng

inee

ring

Pro

file

- D

P F

to

Out

fall

(St

Sys

2.s

tsw

)

27 S

iem

on C

ompa

ny D

rive

Sui

te 2

00 W

Wat

erto

wn,

CT

067

95 U

SA

+

1-20

3-75

5-16

668/

6/20

19

Ben

Ben

tley

Sys

tem

s, In

c. H

aest

ad M

etho

ds S

olut

ion

Cen

ter

St S

ys 2

.sts

w


Appendix F: Detention & Water Quality Pond Calculations


North Pond

Project:

Basin ID:

Depth Increment = 0.5 ft

Required Volume Calculation Top of Micropool -- 0.00 -- -- -- 0 0.000

Selected BMP Type = EDB 6569 -- 0.50 -- -- -- 4,950 0.114 1,188 0.027

Watershed Area = 5.99 acres 6570 -- 1.50 -- -- -- 5,868 0.135 6,588 0.151

Watershed Length = 620 ft 6571 -- 2.50 -- -- -- 6,858 0.157 13,010 0.299

Watershed Slope = 0.022 ft/ft 6572 -- 3.50 -- -- -- 7,916 0.182 20,397 0.468

Watershed Imperviousness = 80.00% percent 6573 -- 4.50 -- -- -- 9,042 0.208 28,876 0.663

Percentage Hydrologic Soil Group A = 100.0% percent 6574 -- 5.50 -- -- -- 10,235 0.235 38,514 0.884

Percentage Hydrologic Soil Group B = 0.0% percent 6575 -- 6.50 -- -- -- 11,496 0.264 49,379 1.134

Percentage Hydrologic Soil Groups C/D = 0.0% percent 6575.5 -- 7.00 -- -- -- 12,151 0.279 55,291 1.269

Desired WQCV Drain Time = 40.0 hours -- -- -- --

Location for 1-hr Rainfall Depths = User Input -- -- -- --

Water Quality Capture Volume (WQCV) = 0.164 acre-feet -- -- -- --

Excess Urban Runoff Volume (EURV) = 0.630 acre-feet -- -- -- --

2-yr Runoff Volume (P1 = 1.19 in.) = 0.436 acre-feet 1.19 inches -- -- -- --



25-yr Runoff Volume (P1 = 2 in.) = 0.809 acre-feet 2.00 inches -- -- -- --




Approximate 2-yr Detention Volume = 0.414 acre-feet -- -- -- --






-- -- -- --

Stage-Storage Calculation -- -- -- --

Zone 1 Volume (WQCV) = 0.164 acre-feet -- -- -- --

Zone 2 Volume (EURV - Zone 1) = 0.466 acre-feet -- -- -- --

Zone 3 Volume (100-year - Zones 1 & 2) = 0.268 acre-feet -- -- -- --

Total Detention Basin Volume = 0.899 acre-feet -- -- -- --

Initial Surcharge Volume (ISV) = user ft^3 -- -- -- --

Initial Surcharge Depth (ISD) = user ft -- -- -- --

Total Available Detention Depth (Htotal) = user ft -- -- -- --

Depth of Trickle Channel (HTC) = user ft -- -- -- --

Slope of Trickle Channel (STC) = user ft/ft -- -- -- --

Slopes of Main Basin Sides (Smain) = user H:V -- -- -- --

Basin Length-to-Width Ratio (RL/W) = user -- -- -- --

-- -- -- --

Initial Surcharge Area (AISV) = user ft^2 -- -- -- --

Surcharge Volume Length (LISV) = user ft -- -- -- --

Surcharge Volume Width (W ISV) = user ft -- -- -- --

Depth of Basin Floor (HFLOOR) = user ft -- -- -- --

Length of Basin Floor (LFLOOR) = user ft -- -- -- --

Width of Basin Floor (WFLOOR) = user ft -- -- -- --

Area of Basin Floor (AFLOOR) = user ft^2 -- -- -- --

Volume of Basin Floor (VFLOOR) = user ft^3 -- -- -- --

Depth of Main Basin (HMAIN) = user ft -- -- -- --

Length of Main Basin (LMAIN) = user ft -- -- -- --

Width of Main Basin (WMAIN) = user ft -- -- -- --

Area of Main Basin (AMAIN) = user ft^2 -- -- -- --

Volume of Main Basin (VMAIN) = user ft^3 -- -- -- --

Calculated Total Basin Volume (Vtotal) = user acre-feet -- -- -- --

-- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- --

Optional User Override1-hr Precipitation

Volume (ft^3)

Volume (ac-ft)

Area (acre)

DETENTION BASIN STAGE‐STORAGE TABLE BUILDER

Optional Override

Area (ft^2)Length

(ft)

Optional Override Stage (ft)

Stage(ft)

Stage - StorageDescription

Area (ft^2)

Width (ft)


North Pond

UD-Detention, Version 3.07 (February 2017)

Example Zone Configuration (Retention Pond)

UD-Detention_v3.07-North Pond Full Spectrum.xlsm, Basin 8/6/2019, 1:36 PM

1 User Defined Stage-Area Boolean for Message

1 Equal Stage-Area Inputs Watershed L:W

1 CountA

0 Calc_S_TC

H_FLOOR

L_FLOOR_OTHER

0.00 ISV 0.00 ISV

0.00 Floor 0.00 Floor

1.59 Zone 1 (WQCV) 1.59 Zone 1 (WQCV)

4.35 Zone 2 (EURV) 4.35 Zone 2 (EURV)

5.57 Zone 3 (100-year 5.57 Zone 3 (100-year)



0.000

0.320

0.640

0.960

1.280

0.000

0.070

0.140

0.210

0.280

0.00 2.00 4.00 6.00 8.00

Volume (ac‐ft)

Area

(acres)

Stage (ft.)

Area (acres) Volume (ac‐ft)

0

100

200

300

400

0

5

10

15

20

0.00 2.00 4.00 6.00 8.00

Area

(sq.ft.)

Leng

th, W

idth (ft.)

Stage (ft)

Length (ft) Width (ft) Area (sq.ft.)

UD-Detention_v3.07-North Pond Full Spectrum.xlsm, Basin 8/6/2019, 1:36 PM

Project: Basin ID:

Stage (ft) Zone Volume (ac-ft) Outlet Type

Zone 1 (WQCV) 1.59 0.164 Orifice Plate

Zone 2 (EURV) 4.35 0.466 Rectangular Orifice

Zone 3 (100-year) 5.57 0.268 Weir&Pipe (Restrict)

0.899 TotalUser Input: Orifice at Underdrain Outlet (typically used to drain WQCV in a Filtration BMP) Calculated Parameters for Underdrain

Underdrain Orifice Invert Depth = N/A ft (distance below the filtration media surface) Underdrain Orifice Area = N/A ft2

Underdrain Orifice Diameter = N/A inches Underdrain Orifice Centroid = N/A feet

User Input: Orifice Plate with one or more orifices or Elliptical Slot Weir (typically used to drain WQCV and/or EURV in a sedimentation BMP) Calculated Parameters for PlateInvert of Lowest Orifice = 0.00 ft (relative to basin bottom at Stage = 0 ft) WQ Orifice Area per Row = 9.028E-03 ft2

Depth at top of Zone using Orifice Plate = 1.59 ft (relative to basin bottom at Stage = 0 ft) Elliptical Half-Width = N/A feetOrifice Plate: Orifice Vertical Spacing = 8.00 inches Elliptical Slot Centroid = N/A feet

Orifice Plate: Orifice Area per Row = 1.30 sq. inches (diameter = 1-1/4 inches) Elliptical Slot Area = N/A ft2

User Input: Stage and Total Area of Each Orifice Row (numbered from lowest to highest)Row 1 (required) Row 2 (optional) Row 3 (optional) Row 4 (optional) Row 5 (optional) Row 6 (optional) Row 7 (optional) Row 8 (optional)

Stage of Orifice Centroid (ft) 0.00 0.70 1.40Orifice Area (sq. inches) 1.30 1.30 1.30

Row 9 (optional) Row 10 (optional) Row 11 (optional) Row 12 (optional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16 (optional)Stage of Orifice Centroid (ft)

Orifice Area (sq. inches)

User Input: Vertical Orifice (Circular or Rectangular) Calculated Parameters for Vertical OrificeZone 2 Rectangular Not Selected Zone 2 Rectangular Not Selected

Invert of Vertical Orifice = 3.90 N/A ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Area = 0.07 N/A ft2

Depth at top of Zone using Vertical Orifice = 4.35 N/A ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Centroid = 0.08 N/A feetVertical Orifice Height = 2.00 N/A inchesVertical Orifice Width = 5.00 inches

User Input: Overflow Weir (Dropbox) and Grate (Flat or Sloped) Calculated Parameters for Overflow WeirZone 3 Weir Not Selected Zone 3 Weir Not Selected

Overflow Weir Front Edge Height, Ho = 5.25 N/A ft (relative to basin bottom at Stage = 0 ft) Height of Grate Upper Edge, Ht = 6.58 N/A feetOverflow Weir Front Edge Length = 4.00 N/A feet Over Flow Weir Slope Length = 4.22 N/A feet

Overflow Weir Slope = 3.00 N/A H:V (enter zero for flat grate) Grate Open Area / 100-yr Orifice Area = 6.68 N/A should be > 4Horiz. Length of Weir Sides = 4.00 N/A feet Overflow Grate Open Area w/o Debris = 11.81 N/A ft2

Overflow Grate Open Area % = 70% N/A %, grate open area/total area Overflow Grate Open Area w/ Debris = 5.90 N/A ft2

Debris Clogging % = 50% N/A %

User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice) Calculated Parameters for Outlet Pipe w/ Flow Restriction PlateZone 3 Restrictor Not Selected Zone 3 Restrictor Not Selected

Depth to Invert of Outlet Pipe = 2.50 N/A ft (distance below basin bottom at Stage = 0 ft) Outlet Orifice Area = 1.77 N/A ft2

Outlet Pipe Diameter = 18.00 N/A inches Outlet Orifice Centroid = 0.75 N/A feetRestrictor Plate Height Above Pipe Invert = 18.00 inches Half-Central Angle of Restrictor Plate on Pipe = 3.14 N/A radians

User Input: Emergency Spillway (Rectangular or Trapezoidal) Calculated Parameters for SpillwaySpillway Invert Stage= 6.00 ft (relative to basin bottom at Stage = 0 ft) Spillway Design Flow Depth= 0.46 feet

Spillway Crest Length = 20.00 feet Stage at Top of Freeboard = 7.46 feetSpillway End Slopes = 3.00 H:V Basin Area at Top of Freeboard = 0.28 acres

Freeboard above Max Water Surface = 1.00 feet

Routed Hydrograph ResultsDesign Storm Return Period = WQCV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 500 YearOne-Hour Rainfall Depth (in) = 0.53 1.07 1.19 1.50 1.75 2.00 2.25 2.52 3.29

Calculated Runoff Volume (acre-ft) = 0.164 0.630 0.436 0.567 0.683 0.809 0.933 1.081 1.482OPTIONAL Override Runoff Volume (acre-ft) =

Inflow Hydrograph Volume (acre-ft) = 0.163 0.630 0.436 0.566 0.684 0.809 0.933 1.081 1.482Predevelopment Unit Peak Flow, q (cfs/acre) = 0.00 0.00 0.00 0.01 0.01 0.03 0.23 0.55 1.30

Predevelopment Peak Q (cfs) = 0.0 0.0 0.0 0.0 0.1 0.2 1.4 3.3 7.8Peak Inflow Q (cfs) = 3.1 11.7 8.1 10.5 12.6 14.9 17.2 19.9 27.1

Peak Outflow Q (cfs) = 0.1 0.4 0.2 0.2 0.5 0.6 1.0 2.9 11.5Ratio Peak Outflow to Predevelopment Q = N/A N/A N/A 6.5 5.5 3.1 0.7 0.9 1.5

Structure Controlling Flow = Plate Vertical Orifice 1 Plate Plate Vertical Orifice 1 Vertical Orifice 1 Overflow Grate 1 Overflow Grate 1 SpillwayMax Velocity through Grate 1 (fps) = N/A N/A N/A N/A N/A N/A 0.0 0.2 0.7Max Velocity through Grate 2 (fps) = N/A N/A N/A N/A N/A N/A N/A N/A N/A

Time to Drain 97% of Inflow Volume (hours) = 39 61 54 60 62 63 63 62 57Time to Drain 99% of Inflow Volume (hours) = 41 67 59 65 68 70 71 71 69

Maximum Ponding Depth (ft) = 1.49 4.15 3.17 3.86 4.37 4.90 5.37 5.67 6.12Area at Maximum Ponding Depth (acres) = 0.13 0.20 0.17 0.19 0.20 0.22 0.23 0.24 0.25

Maximum Volume Stored (acre-ft) = 0.150 0.590 0.410 0.535 0.636 0.746 0.852 0.922 1.033

Detention Basin Outlet Structure DesignUD-Detention, Version 3.07 (February 2017)

Gardens at North CarefreeNorth Pond


COUNTA for Basin Tab = 1 Ao Dia WQ Plate Type Vert Orifice 1 Vert Orifice 2Count_Underdrain = 0 0.11 meter = 3/8 inch) 2 3 1

Count_WQPlate = 1 0.14 eter = 7/16 inch)

Count_VertOrifice1 = 1 0.18 meter = 1/2 inch) Outlet Plate 1 Outlet Plate 2 Drain Time Message Boolean

Count_VertOrifice2 = 0 0.24 eter = 9/16 inch) 4 1 5yr, <72hr 0

Count_Weir1 = 1 0.29 meter = 5/8 inch) >5yr, <120hr 0

Count_Weir2 = 0 0.36 er = 11/16 inch) Max Depth Row

Count_OutletPipe1 = 1 0.42 meter = 3/4 inch) WQCV 149 Watershed Constraint CheckCount_OutletPipe2 = 0 0.50 er = 13/16 inch) 2 Year 318 Slope 0.022

COUNTA_2 (Standard FSD Setup)= 1 0.58 meter = 7/8 inch) EURV 416 Shape 1.47MaxPondDepth_Error? FALSE 0.67 er = 15/16 inch) 5 Year 387

Hidden Parameters & Calculations 0.76 ameter = 1 inch) 10 Year 438 Spillway Depth

0.86 = 1-1/16 inches) 25 Year 491 0.46WQ Plate Flow at 100yr depth = 0.29 0.97 = 1-1/8 inches) 50 Year 538

CLOG #1= 35% 1.08 = 1-3/16 inches) 100 Year 568 1 Z1_BooleanCdw #1 = 0.89 1.20 = 1-1/4 inches) 500 Year 613 1 Z2_BooleanCdo #1 = 0.71 1.32 = 1-5/16 inches) Zone3_Pulldown Message 1 Z3_Boolean

Overflow Weir #1 Angle = 0.322 1.45 = 1-3/8 inches) 1 Opening MessageCLOG #2= #VALUE! 1.59 = 1-7/16 inches) Draintime Running

Cdw #2 = #VALUE! 1.73 = 1-1/2 inches) Outlet Boolean Outlet Rank Total (1 to 4)Cdo #2 = #VALUE! 1.88 = 1-9/16 inches) Vertical Orifice 1 1 1 2

Overflow Weir #2 Angle = #VALUE! 2.03 = 1-5/8 inches) Vertical Orifice 2 0 0 BooleanUnderdrain Q at 100yr depth = 0.00 2.20 1-11/16 inches) Overflow Weir 1 1 2 0 Max Depth

VertOrifice1 Q at 100yr depth = 0.43 2.36 = 1-3/4 inches) Overflow Weir 2 0 0 0 500yr DepthVertOrifice2 Q at 100yr depth = 0.00 2.54 1-13/16 inches) Outlet Pipe 1 1 2 1 Freeboard

EURV_draintime_user = 2.72 = 1-7/8 inches) Outlet Pipe 2 0 0 1 SpillwayCount_User_Hydrographs 0 2.90 1-15/16 inches) 0 Spillway Length

CountA_3 (EURV & 100yr) = 1 3.09 eter = 2 inches) Button Visibility Boolean FALSE Time Interval

CountA_4 (100yr Only) = 1 3.29 gular openings) 1 Button_Trigger0 Underdrain1 WQCV Plate0 EURV-WQCV Plate1 EURV-WQCV VertOrifice1 Outlet 90% Qpeak0 Outlet Undetained

S-A-V-D Chart Axis Override X-axis Left Y-Axis Right Y-Axisminimum bound

maximum bound

Detention Basin Outlet Structure DesignUD-Detention, Version 3.07 (February 2017)

0

5

10

15

20

25

30

0.1 1 10

FLOW

[cfs

]

TIME [hr]

500YR IN

500YR OUT

100YR IN

100YR OUT

50YR IN

50YR OUT

25YR IN

25YR OUT

10YR IN

10YR OUT

5YR IN

5YR OUT

2YR IN

2YR OUT

EURV IN

EURV OUT

WQCV IN

WQCV OUT

0

1

2

3

4

5

6

7

0.1 1 10 100

POND

ING

DEPT

H [ft

]

DRAIN TIME [hr]

500YR

100YR

50YR

25YR

10YR

5YR

2YR

EURV

WQCV

0.00

10.00

20.00

30.00

40.00

50.00

60.00

70.00

80.00

90.00

100.00

0

10,000

20,000

30,000

40,000

50,000

60,000

0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00

OUTF

LOW

[cfs

]

AREA

[ft^

2], V

OLUM

E [ft

^3]

PONDING DEPTH [ft]

User Area [ft^2]

Interpolated Area [ft^2]

Summary Area [ft^2]

Volume [ft^3]

Summary Volume [ft^3]

Outflow [cfs]

Summary Outflow [cfs]

Outflow Hydrograph Workbook Filename:

Storm Inflow HydrographsThe user can override the calculated inflow hydrographs from this workbook with inflow hydrographs developed in a separate program.

SOURCE WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK

Time Interval TIME WQCV [cfs] EURV [cfs] 2 Year [cfs] 5 Year [cfs] 10 Year [cfs] 25 Year [cfs] 50 Year [cfs] 100 Year [cfs] 500 Year [cfs]

4.49 min 0:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0:04:29 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Hydrograph 0:08:59 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Constant 0:13:28 0.14 0.52 0.36 0.47 0.56 0.66 0.75 0.87 1.18

1.114 0:17:58 0.37 1.39 0.97 1.25 1.51 1.78 2.04 2.36 3.200:22:27 0.96 3.57 2.50 3.22 3.87 4.56 5.24 6.05 8.220:26:56 2.64 9.82 6.86 8.85 10.63 12.53 14.40 16.62 22.580:31:26 3.08 11.65 8.11 10.48 12.63 14.92 17.18 19.87 27.140:35:55 2.92 11.12 7.73 10.00 12.06 14.25 16.42 18.99 25.960:40:25 2.66 10.12 7.03 9.10 10.98 12.97 14.95 17.29 23.630:44:54 2.36 9.04 6.27 8.12 9.81 11.60 13.37 15.48 21.190:49:23 2.01 7.80 5.40 7.01 8.47 10.03 11.57 13.41 18.390:53:53 1.76 6.80 4.71 6.11 7.38 8.73 10.07 11.67 15.980:58:22 1.59 6.16 4.26 5.53 6.68 7.92 9.13 10.58 14.491:02:52 1.30 5.08 3.50 4.56 5.52 6.55 7.56 8.77 12.051:07:21 1.04 4.15 2.85 3.72 4.51 5.36 6.19 7.20 9.921:11:50 0.78 3.20 2.18 2.86 3.48 4.14 4.80 5.59 7.741:16:20 0.57 2.38 1.61 2.12 2.59 3.09 3.60 4.20 5.861:20:49 0.42 1.72 1.17 1.54 1.88 2.24 2.60 3.05 4.281:25:19 0.33 1.34 0.91 1.20 1.45 1.73 2.00 2.34 3.271:29:48 0.27 1.10 0.75 0.98 1.19 1.42 1.65 1.92 2.671:34:17 0.23 0.93 0.64 0.84 1.01 1.21 1.40 1.63 2.261:38:47 0.20 0.82 0.56 0.73 0.89 1.06 1.22 1.43 1.981:43:16 0.19 0.74 0.51 0.66 0.80 0.95 1.10 1.28 1.771:47:46 0.17 0.68 0.47 0.61 0.74 0.88 1.01 1.18 1.631:52:15 0.13 0.50 0.34 0.45 0.54 0.64 0.74 0.87 1.201:56:44 0.09 0.37 0.25 0.33 0.40 0.47 0.55 0.63 0.882:01:14 0.07 0.27 0.18 0.24 0.29 0.35 0.40 0.47 0.642:05:43 0.05 0.20 0.14 0.18 0.21 0.26 0.30 0.34 0.482:10:13 0.03 0.14 0.10 0.13 0.15 0.18 0.21 0.25 0.342:14:42 0.02 0.10 0.07 0.09 0.11 0.13 0.15 0.18 0.242:19:11 0.02 0.07 0.05 0.06 0.08 0.09 0.11 0.13 0.182:23:41 0.01 0.05 0.03 0.04 0.05 0.06 0.07 0.08 0.122:28:10 0.01 0.03 0.02 0.02 0.03 0.04 0.04 0.05 0.072:32:40 0.00 0.01 0.01 0.01 0.01 0.02 0.02 0.03 0.042:37:09 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.022:41:38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.002:46:08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.002:50:37 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.002:55:07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.002:59:36 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:04:05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:08:35 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:13:04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:17:34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:22:03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:26:32 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:31:02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:35:31 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:40:01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:44:30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:48:59 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:53:29 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:57:58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:02:28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:06:57 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:11:26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:15:56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:20:25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:24:55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:29:24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:33:53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:38:23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:42:52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:47:22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:51:51 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:56:20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.005:00:50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.005:05:19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.005:09:49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.005:14:18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.005:18:47 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.005:23:17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Detention Basin Outlet Structure Design


Sheet 1 of 4Designer:Company:Date:Project:Location:

1. Basin Storage Volume

A) Effective Imperviousness of Tributary Area, Ia Ia = 80.0 %

B) Tributary Area's Imperviousness Ratio (i = Ia / 100 ) i = 0.800

C) Contributing Watershed Area Area = 5.990 ac

D) For Watersheds Outside of the Denver Region, Depth of Average d6 = in Runoff Producing Storm

E) Design Concept (Select EURV when also designing for flood control)

F) Design Volume (WQCV) Based on 40-hour Drain Time VDESIGN= 0.164 ac-ft (VDESIGN = (1.0 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12 * Area )

G) For Watersheds Outside of the Denver Region, VDESIGN OTHER= ac-ft Water Quality Capture Volume (WQCV) Design Volume (VWQCV OTHER = (d6*(VDESIGN/0.43))

H) User Input of Water Quality Capture Volume (WQCV) Design Volume VDESIGN USER= ac-ft (Only if a different WQCV Design Volume is desired)

I) Predominant Watershed NRCS Soil Group WQCV selected. Soil group not required.

J) Excess Urban Runoff Volume (EURV) Design Volume For HSG A: EURVA = 1.68 * i1.28 EURV = ac-f t For HSG B: EURVB = 1.36 * i1.08

For HSG C/D: EURVC/D = 1.20 * i1.08

2. Basin Shape: Length to Width Ratio L : W = 1.5 : 1 INCREASE FLOW PATH FOR 2:1 RATIO(A basin length to width ratio of at least 2:1 will improve TSS reduction.)

3. Basin Side Slopes

A) Basin Maximum Side Slopes Z = 4.00 ft / ft (Horizontal distance per unit vertical, 4:1 or flatter preferred)

4. Inlet

A) Describe means of providing energy dissipation at concentrated inflow locations:

Design Procedure Form: Extended Detention Basin (EDB)


StantecAugust 6, 2019

North Pond

Charlene DurhamUD-BMP (Version 3.06, November 2016)

Choose One

Excess Urban Runoff Volume (EURV)

Choose One

A

B

C / D

Water Quality Capture Volume (WQCV)

MD North Pond Forebay.xlsm, EDB 8/6/2019, 1:57 PM


5. Forebay

A) Minimum Forebay Volume VFMIN = 0.003 ac-ft (VFMIN = 2% of the WQCV)

B) Actual Forebay Volume VF = 0.009 ac-ft

C) Forebay Depth (DF = 18 inch maximum) DF = 12.0 in

D) Forebay Discharge

i) Undetained 100-year Peak Discharge Q100 = 25.80 cfs

ii) Forebay Discharge Design Flow QF = 0.52 cfs (QF = 0.02 * Q100)

E) Forebay Discharge Design

F) Discharge Pipe Size (minimum 8-inches) Calculated DP = in

G) Rectangular Notch Width Calculated WN = 4.3 in

6. Trickle Channel

A) Type of Trickle Channel

F) Slope of Trickle Channel S = 0.0050 ft / ft

7. Micropool and Outlet Structure

A) Depth of Micropool (2.5-feet minimum) DM = 2.5 ft

B) Surface Area of Micropool (10 ft2 minimum) AM = 10 sq ft

C) Outlet Type

D) Smallest Dimension of Orifice Opening Based on Hydrograph Routing(Use UD-Detention) Dorifice = 1.25 inches

E) Total Outlet Area Aot = 3.60 square inches

(flow too small for berm w/ pipe)

Gardens at North CarefreeAugust 6, 2019Stantec


North Pond

Charlene Durham

Choose One

Wall with Rect. Notch

Berm With Pipe

Choose OneOrifice Plate

Other (Describe):

Choose One

Concrete

Soft Bottom

Wall with V-Notch Weir



8. Initial Surcharge Volume

A) Depth of Initial Surcharge Volume DIS = 4 in (Minimum recommended depth is 4 inches)

B) Minimum Initial Surcharge Volume VIS = cu ft (Minimum volume of 0.3% of the WQCV)

C) Initial Surcharge Provided Above Micropool Vs= 3.3 cu ft

9. Trash Rack

A) Water Quality Screen Open Area: At = Aot * 38.5*(e-0.095D) At = 123 square inches

Other (Y/N): N

C) Ratio of Total Open Area to Total Area (only for type 'Other') User Ratio =

D) Total Water Quality Screen Area (based on screen type) Atotal = 173 sq. in.

E) Depth of Design Volume (EURV or WQCV) H= 2.26 feet(Based on design concept chosen under 1E)

F) Height of Water Quality Screen (HTR) HTR= 55.12 inches

G) Width of Water Quality Screen Opening (Wopening) Wopening = 12.0 inches(Minimum of 12 inches is recommended)

StantecAugust 6, 2019Gardens at North CarefreeNorth Pond

Aluminum Amico-Klemp SR Series with Cross Rods 2" O.C.B) Type of Screen (If specifying an alternative to the materials recommended in the USDCM, indicate "other" and enter the ratio of the total open are to the total screen are for the material specified.)


Charlene Durham



10. Overflow Embankment

A) Describe embankment protection for 100-year and greater overtopping:

B) Slope of Overflow Embankment (Horizontal distance per unit vertical, 4:1 or flatter preferred)

11. Vegetation

12. Access

A) Describe Sediment Removal Procedures

Notes:

North Pond

StantecCharlene Durham



August 6, 2019

Choose One

Irrigated

Not Irrigated



South Pond

Project:

Basin ID:

Depth Increment = 0.5 ft

Required Volume Calculation Top of Micropool -- 0.00 -- -- -- 972 0.022

Selected BMP Type = EDB 6569 -- 0.50 -- -- -- 1,172 0.027 524 0.012

Watershed Area = 2.79 acres 6570 -- 1.50 -- -- -- 1,623 0.037 1,917 0.044

Watershed Length = 350 ft 6571 -- 2.50 -- -- -- 2,138 0.049 3,814 0.088

Watershed Slope = 0.030 ft/ft 6572 -- 3.50 -- -- -- 2,721 0.062 6,243 0.143

Watershed Imperviousness = 80.00% percent 6573 -- 4.50 -- -- -- 3,370 0.077 9,289 0.213

Percentage Hydrologic Soil Group A = 100.0% percent 6574 -- 5.50 -- -- -- 4,083 0.094 13,015 0.299

Percentage Hydrologic Soil Group B = 0.0% percent 6575 -- 6.50 -- -- -- 4,862 0.112 17,488 0.401

Percentage Hydrologic Soil Groups C/D = 0.0% percent 6576 -- 7.50 -- -- -- 5,706 0.131 22,772 0.523

Desired WQCV Drain Time = 40.0 hours 6576.5 -- 8.00 -- -- -- 6,152 0.141 25,736 0.591

Location for 1-hr Rainfall Depths = User Input -- -- -- --

Water Quality Capture Volume (WQCV) = 0.076 acre-feet -- -- -- --

Excess Urban Runoff Volume (EURV) = 0.294 acre-feet -- -- -- --




25-yr Runoff Volume (P1 = 2 in.) = 0.377 acre-feet 2.00 inches -- -- -- --










-- -- -- --

Stage-Storage Calculation -- -- -- --

Zone 1 Volume (WQCV) = 0.076 acre-feet -- -- -- --

Zone 2 Volume (EURV - Zone 1) = 0.217 acre-feet -- -- -- --

Zone 3 Volume (100-year - Zones 1 & 2) = 0.125 acre-feet -- -- -- --

Total Detention Basin Volume = 0.419 acre-feet -- -- -- --

Initial Surcharge Volume (ISV) = user ft^3 -- -- -- --

Initial Surcharge Depth (ISD) = user ft -- -- -- --

Total Available Detention Depth (Htotal) = user ft -- -- -- --

Depth of Trickle Channel (HTC) = user ft -- -- -- --

Slope of Trickle Channel (STC) = user ft/ft -- -- -- --

Slopes of Main Basin Sides (Smain) = user H:V -- -- -- --

Basin Length-to-Width Ratio (RL/W) = user -- -- -- --

-- -- -- --

Initial Surcharge Area (AISV) = user ft^2 -- -- -- --

Surcharge Volume Length (LISV) = user ft -- -- -- --

Surcharge Volume Width (W ISV) = user ft -- -- -- --

Depth of Basin Floor (HFLOOR) = user ft -- -- -- --

Length of Basin Floor (LFLOOR) = user ft -- -- -- --

Width of Basin Floor (WFLOOR) = user ft -- -- -- --

Area of Basin Floor (AFLOOR) = user ft^2 -- -- -- --

Volume of Basin Floor (VFLOOR) = user ft^3 -- -- -- --

Depth of Main Basin (HMAIN) = user ft -- -- -- --

Length of Main Basin (LMAIN) = user ft -- -- -- --

Width of Main Basin (WMAIN) = user ft -- -- -- --

Area of Main Basin (AMAIN) = user ft^2 -- -- -- --

Volume of Main Basin (VMAIN) = user ft^3 -- -- -- --

Calculated Total Basin Volume (Vtotal) = user acre-feet -- -- -- --

-- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- --

Optional User Override1-hr Precipitation

Volume (ft^3)

Volume (ac-ft)

Area (acre)


Optional Override

Area (ft^2)Length

(ft)

Optional Override Stage (ft)

Stage(ft)

Stage - StorageDescription

Area (ft^2)

Width (ft)


South Pond



UD-Detention_v3.07-South Pond-Full Spectrum.xlsm, Basin 8/6/2019, 1:59 PM

1 User Defined Stage-Area Boolean for Message

1 Equal Stage-Area Inputs Watershed L:W

1 CountA

0 Calc_S_TC

H_FLOOR

L_FLOOR_OTHER

0.00 ISV 0.00 ISV

0.00 Floor 0.00 Floor

2.27 Zone 1 (WQCV) 2.27 Zone 1 (WQCV)

5.45 Zone 2 (EURV) 5.45 Zone 2 (EURV)

6.66 Zone 3 (100-year 6.66 Zone 3 (100-year)



0.000

0.150

0.300

0.450

0.600

0.000

0.040

0.080

0.120

0.160

0.00 2.00 4.00 6.00 8.00

Volume (ac‐ft)

Area

(acres)

Stage (ft.)

Area (acres) Volume (ac‐ft)

0

100

200

300

400

0

5

10

15

20

0.00 2.00 4.00 6.00 8.00

Area

(sq.ft.)

Leng

th, W

idth (ft.)

Stage (ft)

Length (ft) Width (ft) Area (sq.ft.)

UD-Detention_v3.07-South Pond-Full Spectrum.xlsm, Basin 8/6/2019, 1:59 PM

Project:

Basin ID:

Stage (ft) Zone Volume (ac‐ft) Outlet Type

Zone 1 (WQCV) 2.27 0.076 Orifice Plate

Zone 2 (EURV) 5.45 0.217 Rectangular Orifice

Zone 3 (100‐year) 6.66 0.125 Weir&Pipe (Restrict)

0.419 TotalUser Input: Orifice at Underdrain Outlet (typically used to drain WQCV in a Filtration BMP) Calculated Parameters for Underdrain

Underdrain Orifice Invert Depth = N/A ft (distance below the filtration media surface) Underdrain Orifice Area = N/A ft2

Underdrain Orifice Diameter = N/A inches Underdrain Orifice Centroid = N/A feet

User Input: Orifice Plate with one or more orifices or Elliptical Slot Weir (typically used to drain WQCV and/or EURV in a sedimentation BMP) Calculated Parameters for PlateInvert of Lowest Orifice = 0.00 ft (relative to basin bottom at Stage = 0 ft) WQ Orifice Area per Row = 3.601E‐03 ft

2

Depth at top of Zone using Orifice Plate = 2.27 ft (relative to basin bottom at Stage = 0 ft) Elliptical Half‐Width = N/A feet

Orifice Plate: Orifice Vertical Spacing = 12.00 inches Elliptical Slot Centroid = N/A feet

Orifice Plate: Orifice Area per Row = 0.52 sq. inches (diameter = 13/16 inch) Elliptical Slot Area = N/A ft2

User Input: Stage and Total Area of Each Orifice Row (numbered from lowest to highest)

Row 1 (required) Row 2 (optional) Row 3 (optional) Row 4 (optional) Row 5 (optional) Row 6 (optional) Row 7 (optional) Row 8 (optional)

Stage of Orifice Centroid (ft) 0.00 1.00 2.00

Orifice Area (sq. inches) 0.52 0.52 0.52

Row 9 (optional) Row 10 (optional) Row 11 (optional) Row 12 (optional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16 (optional)

Stage of Orifice Centroid (ft)

Orifice Area (sq. inches)

User Input: Vertical Orifice (Circular or Rectangular) Calculated Parameters for Vertical OrificeZone 2 Rectangular Not Selected Zone 2 Rectangular Not Selected

Invert of Vertical Orifice = 5.00 N/A ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Area = 0.06 N/A ft2

Depth at top of Zone using Vertical Orifice = 5.45 N/A ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Centroid = 0.08 N/A feet

Vertical Orifice Height = 2.00 N/A inches

Vertical Orifice Width = 4.00 inches

User Input: Overflow Weir (Dropbox) and Grate (Flat or Sloped) Calculated Parameters for Overflow WeirZone 3 Weir Not Selected Zone 3 Weir Not Selected

Overflow Weir Front Edge Height, Ho = 5.70 N/A ft (relative to basin bottom at Stage = 0 ft) Height of Grate Upper Edge, Ht = 6.37 N/A feet

Overflow Weir Front Edge Length = 2.00 N/A feet Over Flow Weir Slope Length = 2.11 N/A feet

Overflow Weir Slope = 3.00 N/A H:V (enter zero for flat grate) Grate Open Area / 100‐yr Orifice Area = 1.67 N/A should be > 4

Horiz. Length of Weir Sides = 2.00 N/A feet Overflow Grate Open Area w/o Debris = 2.95 N/A ft2

Overflow Grate Open Area % = 70% N/A %, grate open area/total area Overflow Grate Open Area w/ Debris = 1.48 N/A ft2

Debris Clogging % = 50% N/A %

User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice) Calculated Parameters for Outlet Pipe w/ Flow Restriction PlateZone 3 Restrictor Not Selected Zone 3 Restrictor Not Selected

Depth to Invert of Outlet Pipe = 2.50 N/A ft (distance below basin bottom at Stage = 0 ft) Outlet Orifice Area = 1.77 N/A ft2

Outlet Pipe Diameter = 18.00 N/A inches Outlet Orifice Centroid = 0.75 N/A feet

Restrictor Plate Height Above Pipe Invert = 18.00 inches Half‐Central Angle of Restrictor Plate on Pipe = 3.14 N/A radians

User Input: Emergency Spillway (Rectangular or Trapezoidal) Calculated Parameters for SpillwaySpillway Invert Stage= 6.70 ft (relative to basin bottom at Stage = 0 ft) Spillway Design Flow Depth= 0.27 feet

Spillway Crest Length = 25.00 feet Stage at Top of Freeboard = 7.97 feet

Spillway End Slopes = 4.00 H:V Basin Area at Top of Freeboard = 0.14 acres

Freeboard above Max Water Surface = 1.00 feet

Routed Hydrograph ResultsDesign Storm Return Period = WQCV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 500 Year

One-Hour Rainfall Depth (in) = 0.53 1.07 1.19 1.50 1.75 2.00 2.25 2.52 3.29

Calculated Runoff Volume (acre-ft) = 0.076 0.294 0.203 0.264 0.318 0.377 0.434 0.503 0.690

OPTIONAL Override Runoff Volume (acre-ft) =

Inflow Hydrograph Volume (acre-ft) = 0.076 0.294 0.203 0.264 0.318 0.377 0.434 0.503 0.690

Predevelopment Unit Peak Flow, q (cfs/acre) = 0.00 0.00 0.00 0.01 0.02 0.04 0.29 0.70 1.60

Predevelopment Peak Q (cfs) = 0.0 0.0 0.0 0.0 0.0 0.1 0.8 1.9 4.5

Peak Inflow Q (cfs) = 1.7 6.4 4.5 5.8 7.0 8.2 9.5 11.0 15.0

Peak Outflow Q (cfs) = 0.1 0.2 0.1 0.1 0.3 0.7 1.8 3.3 7.2

Ratio Peak Outflow to Predevelopment Q = N/A N/A N/A 4.9 5.6 6.2 2.3 1.7 1.6

Structure Controlling Flow = Plate Vertical Orifice 1 Plate Plate Vertical Orifice 1 Overflow Grate 1 Overflow Grate 1 Overflow Grate 1 Spillway

Max Velocity through Grate 1 (fps) = N/A N/A N/A N/A N/A 0.1 0.5 1.0 2.1

Max Velocity through Grate 2 (fps) = N/A N/A N/A N/A N/A N/A N/A N/A N/A

Time to Drain 97% of Inflow Volume (hours) = 43 63 57 62 63 62 61 59 54

Time to Drain 99% of Inflow Volume (hours) = 47 71 64 70 72 72 71 70 67

Maximum Ponding Depth (ft) = 2.15 5.26 4.22 4.98 5.47 5.89 6.13 6.33 6.74

Area at Maximum Ponding Depth (acres) = 0.04 0.09 0.07 0.09 0.09 0.10 0.10 0.11 0.12

Maximum Volume Stored (acre-ft) = 0.071 0.276 0.192 0.251 0.295 0.336 0.361 0.382 0.428


UD‐Detention, Version 3.07 (February 2017)Gardens at North Carefree

South Pond


COUNTA for Basin Tab = 1 Ao Dia WQ Plate Type Vert Orifice 1 Vert Orifice 2Count_Underdrain = 0 0.11 meter = 3/8 inch) 2 3 1

Count_WQPlate = 1 0.14 eter = 7/16 inch)

Count_VertOrifice1 = 1 0.18 meter = 1/2 inch) Outlet Plate 1 Outlet Plate 2 Drain Time Message Boolean

Count_VertOrifice2 = 0 0.24 eter = 9/16 inch) 4 1 5yr, <72hr 0

Count_Weir1 = 1 0.29 meter = 5/8 inch) >5yr, <120hr 0

Count_Weir2 = 0 0.36 er = 11/16 inch) Max Depth Row

Count_OutletPipe1 = 1 0.42 meter = 3/4 inch) WQCV 216 Watershed Constraint Check

Count_OutletPipe2 = 0 0.50 er = 13/16 inch) 2 Year 423 Slope 0.030

COUNTA_2 (Standard FSD Setup)= 1 0.58 meter = 7/8 inch) EURV 527 Shape 1.01

MaxPondDepth_Error? FALSE 0.67 er = 15/16 inch) 5 Year 499

Hidden Parameters & Calculations 0.76 ameter = 1 inch) 10 Year 548 Spillway Depth

0.86 = 1-1/16 inches) 25 Year 590 0.27

WQ Plate Flow at 100yr depth = 0.12 0.97 = 1-1/8 inches) 50 Year 614

CLOG #1= 35% 1.08 = 1-3/16 inches) 100 Year 634 1 Z1_Boolean

Cdw #1 = 0.89 1.20 = 1-1/4 inches) 500 Year 675 1 Z2_Boolean

Cdo #1 = 0.71 1.32 = 1-5/16 inches) Zone3_Pulldown Message 1 Z3_Boolean

Overflow Weir #1 Angle = 0.322 1.45 = 1-3/8 inches) 1 Opening Message

CLOG #2= #VALUE! 1.59 = 1-7/16 inches) Draintime Running

Cdw #2 = #VALUE! 1.73 = 1-1/2 inches) Outlet Boolean Outlet Rank Total (1 to 4)

Cdo #2 = #VALUE! 1.88 = 1-9/16 inches) Vertical Orifice 1 1 1 2

Overflow Weir #2 Angle = #VALUE! 2.03 = 1-5/8 inches) Vertical Orifice 2 0 0 Boolean

Underdrain Q at 100yr depth = 0.00 2.20 1-11/16 inches) Overflow Weir 1 1 2 0 Max Depth

VertOrifice1 Q at 100yr depth = 0.30 2.36 = 1-3/4 inches) Overflow Weir 2 0 0 0 500yr Depth

VertOrifice2 Q at 100yr depth = 0.00 2.54 1-13/16 inches) Outlet Pipe 1 1 2 0 Freeboard

EURV_draintime_user = 2.72 = 1-7/8 inches) Outlet Pipe 2 0 0 1 Spillway

Count_User_Hydrographs 0 2.90 1-15/16 inches) 0 Spillway Length

CountA_3 (EURV & 100yr) = 1 3.09 eter = 2 inches) Button Visibility Boolean FALSE Time Interval

CountA_4 (100yr Only) = 1 3.29 gular openings) 1 Button_Trigger

0 Underdrain

1 WQCV Plate

0 EURV-WQCV Plate

1 EURV-WQCV VertOrifice

1 Outlet 90% Qpeak0 Outlet Undetained

S-A-V-D Chart Axis Override X-axis Left Y-Axis Right Y-Axis

minimum bound

maximum bound


UD‐Detention, Version 3.07 (February 2017)

0

2

4

6

8

10

12

14

16

0.1 1 10

FLOW [c

fs]

TIME [hr]

500YR IN

500YR OUT

100YR IN

100YR OUT

50YR IN

50YR OUT

25YR IN

25YR OUT

10YR IN

10YR OUT

5YR IN

5YR OUT

2YR IN

2YR OUT

EURV IN

EURV OUT

WQCV IN

WQCV OUT

0

1

2

3

4

5

6

7

8

0.1 1 10 100

PONDING DEP

TH [ft]

DRAIN TIME [hr]

500YR

100YR

50YR

25YR

10YR

5YR

2YR

EURV

WQCV

0.00

20.00

40.00

60.00

80.00

100.00

120.00

140.00

160.00

0

5,000

10,000

15,000

20,000

25,000

30,000

0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00

OUTFLO

W [c

fs]

AREA

[ft^2], V

OLU

ME [ft^3]

PONDING DEPTH [ft]

User Area [ft^2]

Interpolated Area [ft^2]

Summary Area [ft^2]

Volume [ft^3]

Summary Volume [ft^3]

Outflow [cfs]

Summary Outflow [cfs]

Outflow Hydrograph Workbook Filename:

Storm Inflow Hydrographs

The user can override the calculated inflow hydrographs from this workbook with inflow hydrographs developed in a separate program.

SOURCE WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK

Time Interval TIME WQCV [cfs] EURV [cfs] 2 Year [cfs] 5 Year [cfs] 10 Year [cfs] 25 Year [cfs] 50 Year [cfs] 100 Year [cfs] 500 Year [cfs]

3.82 min 0:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0:03:49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Hydrograph 0:07:38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Constant 0:11:28 0.08 0.29 0.20 0.26 0.31 0.37 0.42 0.49 0.66

1.310 0:15:17 0.21 0.78 0.54 0.70 0.84 0.99 1.14 1.31 1.79

0:19:06 0.53 1.99 1.39 1.80 2.15 2.54 2.92 3.37 4.59

0:22:55 1.47 5.48 3.82 4.94 5.92 6.99 8.03 9.27 12.62

0:26:44 1.70 6.45 4.47 5.80 6.97 8.24 9.49 10.97 14.99

0:30:34 1.61 6.14 4.25 5.52 6.63 7.85 9.04 10.46 14.31

0:34:23 1.46 5.58 3.86 5.02 6.04 7.14 8.23 9.52 13.03

0:38:12 1.29 4.97 3.43 4.46 5.37 6.36 7.34 8.49 11.64

0:42:01 1.10 4.26 2.94 3.83 4.61 5.47 6.32 7.32 10.05

0:45:50 0.96 3.72 2.57 3.35 4.03 4.77 5.51 6.38 8.76

0:49:40 0.87 3.37 2.32 3.03 3.65 4.32 4.99 5.78 7.94

0:53:29 0.70 2.76 1.89 2.48 2.99 3.55 4.10 4.76 6.55

0:57:18 0.56 2.24 1.53 2.00 2.42 2.88 3.34 3.88 5.35

1:01:07 0.41 1.70 1.15 1.52 1.84 2.20 2.55 2.97 4.13

1:04:56 0.29 1.25 0.84 1.11 1.36 1.62 1.89 2.21 3.08

1:08:46 0.22 0.91 0.62 0.82 0.99 1.18 1.37 1.60 2.23

1:12:35 0.17 0.71 0.48 0.64 0.77 0.92 1.07 1.24 1.72

1:16:24 0.14 0.59 0.40 0.53 0.64 0.76 0.88 1.02 1.42

1:20:13 0.12 0.50 0.34 0.45 0.54 0.65 0.75 0.87 1.20

1:24:02 0.11 0.44 0.30 0.39 0.48 0.57 0.66 0.76 1.06

1:27:52 0.10 0.40 0.27 0.36 0.43 0.51 0.59 0.69 0.95

1:31:41 0.09 0.37 0.25 0.33 0.40 0.47 0.55 0.64 0.88

1:35:30 0.07 0.27 0.18 0.24 0.29 0.35 0.40 0.47 0.64

1:39:19 0.05 0.20 0.14 0.18 0.21 0.25 0.29 0.34 0.47

1:43:08 0.04 0.14 0.10 0.13 0.16 0.19 0.22 0.25 0.35

1:46:58 0.03 0.11 0.07 0.09 0.11 0.14 0.16 0.18 0.25

1:50:47 0.02 0.07 0.05 0.07 0.08 0.10 0.11 0.13 0.18

1:54:36 0.01 0.05 0.04 0.05 0.06 0.07 0.08 0.09 0.13

1:58:25 0.01 0.04 0.02 0.03 0.04 0.05 0.06 0.07 0.09

2:02:14 0.01 0.02 0.02 0.02 0.03 0.03 0.04 0.04 0.06

2:06:04 0.00 0.01 0.01 0.01 0.01 0.02 0.02 0.03 0.04

2:09:53 0.00 0.01 0.00 0.01 0.01 0.01 0.01 0.01 0.02

2:13:42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01

2:17:31 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

2:21:20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

2:25:10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

2:28:59 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

2:32:48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

2:36:37 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

2:40:26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

2:44:16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

2:48:05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

2:51:54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

2:55:43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

2:59:32 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

3:03:22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

3:07:11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

3:11:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

3:14:49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

3:18:38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

3:22:28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

3:26:17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

3:30:06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

3:33:55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

3:37:44 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

3:41:34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

3:45:23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

3:49:12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

3:53:01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

3:56:50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

4:00:40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

4:04:29 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

4:08:18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

4:12:07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

4:15:56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

4:19:46 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

4:23:35 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

4:27:24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

4:31:13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

4:35:02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00


UD‐Detention, Version 3.07 (February 2017)


1. Basin Storage Volume

A) Effective Imperviousness of Tributary Area, Ia Ia = 80.0 %

B) Tributary Area's Imperviousness Ratio (i = Ia / 100 ) i = 0.800

C) Contributing Watershed Area Area = 2.790 ac

D) For Watersheds Outside of the Denver Region, Depth of Average d6 = in Runoff Producing Storm

E) Design Concept (Select EURV when also designing for flood control)

F) Design Volume (WQCV) Based on 40-hour Drain Time VDESIGN= 0.076 ac-ft (VDESIGN = (1.0 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12 * Area )

G) For Watersheds Outside of the Denver Region, VDESIGN OTHER= ac-ft Water Quality Capture Volume (WQCV) Design Volume (VWQCV OTHER = (d6*(VDESIGN/0.43))

H) User Input of Water Quality Capture Volume (WQCV) Design Volume VDESIGN USER= ac-ft (Only if a different WQCV Design Volume is desired)

I) Predominant Watershed NRCS Soil Group WQCV selected. Soil group not required.

J) Excess Urban Runoff Volume (EURV) Design Volume For HSG A: EURVA = 1.68 * i1.28 EURV = ac-f t For HSG B: EURVB = 1.36 * i1.08

For HSG C/D: EURVC/D = 1.20 * i1.08

2. Basin Shape: Length to Width Ratio L : W = 1.0 : 1 INCREASE FLOW PATH FOR 2:1 RATIO(A basin length to width ratio of at least 2:1 will improve TSS reduction.)

3. Basin Side Slopes

A) Basin Maximum Side Slopes Z = 4.00 ft / ft (Horizontal distance per unit vertical, 4:1 or flatter preferred)

4. Inlet

A) Describe means of providing energy dissipation at concentrated inflow locations:



StantecAugust 6, 2019

South Pond

Charlene DurhamUD-BMP (Version 3.06, November 2016)

Choose One

Excess Urban Runoff Volume (EURV)

Choose One

A

B

C / D

Water Quality Capture Volume (WQCV)

MD South Pond Forebay.xlsm, EDB 8/6/2019, 2:10 PM


5. Forebay

A) Minimum Forebay Volume VFMIN = 0.002 ac-ft (VFMIN = 2% of the WQCV)

B) Actual Forebay Volume VF = 0.002 ac-ft

C) Forebay Depth (DF = 18 inch maximum) DF = 6.0 in

D) Forebay Discharge

i) Undetained 100-year Peak Discharge Q100 = 16.60 cfs

ii) Forebay Discharge Design Flow QF = 0.33 cfs (QF = 0.02 * Q100)

E) Forebay Discharge Design

F) Discharge Pipe Size (minimum 8-inches) Calculated DP = in

G) Rectangular Notch Width Calculated WN = 4.6 in

6. Trickle Channel

A) Type of Trickle Channel

F) Slope of Trickle Channel S = 0.0050 ft / ft

7. Micropool and Outlet Structure

A) Depth of Micropool (2.5-feet minimum) DM = 2.5 ft

B) Surface Area of Micropool (10 ft2 minimum) AM = 10 sq ft

C) Outlet Type

D) Smallest Dimension of Orifice Opening Based on Hydrograph Routing(Use UD-Detention) Dorifice = 0.50 inches

E) Total Outlet Area Aot = 1.50 square inches

(flow too small for berm w/ pipe)

Gardens at North CarefreeAugust 6, 2019Stantec


South Pond

Charlene Durham

Choose One

Wall with Rect. Notch

Berm With Pipe

Choose OneOrifice Plate

Other (Describe):

Choose One

Concrete

Soft Bottom

Wall with V-Notch Weir



8. Initial Surcharge Volume

A) Depth of Initial Surcharge Volume DIS = 4 in (Minimum recommended depth is 4 inches)

B) Minimum Initial Surcharge Volume VIS = cu ft (Minimum volume of 0.3% of the WQCV)

C) Initial Surcharge Provided Above Micropool Vs= 3.3 cu ft

9. Trash Rack

A) Water Quality Screen Open Area: At = Aot * 38.5*(e-0.095D) At = 55 square inches

Other (Y/N): N

C) Ratio of Total Open Area to Total Area (only for type 'Other') User Ratio =

D) Total Water Quality Screen Area (based on screen type) Atotal = 92 sq. in.

E) Depth of Design Volume (EURV or WQCV) H= 2.64 feet(Based on design concept chosen under 1E)

F) Height of Water Quality Screen (HTR) HTR= 59.68 inches

G) Width of Water Quality Screen Opening (Wopening) Wopening = 12.0 inches(Minimum of 12 inches is recommended)

StantecAugust 6, 2019Gardens at North CarefreeSouth Pond

S.S. Well Screen with 60% Open AreaB) Type of Screen (If specifying an alternative to the materials recommended in the USDCM, indicate "other" and enter the ratio of the total open are to the total screen are for the material specified.)


Charlene Durham



10. Overflow Embankment

A) Describe embankment protection for 100-year and greater overtopping:

B) Slope of Overflow Embankment (Horizontal distance per unit vertical, 4:1 or flatter preferred)

11. Vegetation

12. Access

A) Describe Sediment Removal Procedures

Notes:

South Pond

StantecCharlene Durham



August 6, 2019

Choose One

Irrigated

Not Irrigated



Figure 2: Existing Drainage Map

SIK

A D

EE

R P

LA

CE

CA

RE

FR

EE

C

IR

CLE

N

OR

TH

AKERS DRIVE

RU

NN

IN

G

DE

ER

W

AY

FA

LLO

W

LA

NE

Stantec Consulting Inc.

GARDENS AT NORTH CAREFREE

EXISTING DRAINAGE PLAN

AutoCAD SHX Text

POST

AutoCAD SHX Text

W

AutoCAD SHX Text

W

AutoCAD SHX Text

W

AutoCAD SHX Text

W

AutoCAD SHX Text

U.G.E.

AutoCAD SHX Text

ST

AutoCAD SHX Text

ST

AutoCAD SHX Text

ST

AutoCAD SHX Text

ST

AutoCAD SHX Text

ST

AutoCAD SHX Text

ST

AutoCAD SHX Text

ST

AutoCAD SHX Text

SN

AutoCAD SHX Text

W

AutoCAD SHX Text

W

AutoCAD SHX Text

W

AutoCAD SHX Text

W

AutoCAD SHX Text

W

AutoCAD SHX Text

U.G.E.

AutoCAD SHX Text

U.G.E.

AutoCAD SHX Text

ST

AutoCAD SHX Text

ST

AutoCAD SHX Text

ST

AutoCAD SHX Text

SN

AutoCAD SHX Text

SN

AutoCAD SHX Text

T

AutoCAD SHX Text

W

AutoCAD SHX Text

W

AutoCAD SHX Text

W

AutoCAD SHX Text

W

AutoCAD SHX Text

W

AutoCAD SHX Text

W

AutoCAD SHX Text

W

AutoCAD SHX Text

T

AutoCAD SHX Text

T

AutoCAD SHX Text

TF

AutoCAD SHX Text

2"

AutoCAD SHX Text

I

AutoCAD SHX Text

B

AutoCAD SHX Text

E-7

AutoCAD SHX Text

0.04

AutoCAD SHX Text

0.29

AutoCAD SHX Text

0.10

AutoCAD SHX Text

E-1

AutoCAD SHX Text

1.41

AutoCAD SHX Text

10.33

AutoCAD SHX Text

5.41

AutoCAD SHX Text

E-3

AutoCAD SHX Text

0.56

AutoCAD SHX Text

4.11

AutoCAD SHX Text

1.59

AutoCAD SHX Text

E-4

AutoCAD SHX Text

0.46

AutoCAD SHX Text

3.35

AutoCAD SHX Text

1.28

AutoCAD SHX Text

E-6

AutoCAD SHX Text

0.55

AutoCAD SHX Text

4.03

AutoCAD SHX Text

1.55

AutoCAD SHX Text

E-10

AutoCAD SHX Text

0.21

AutoCAD SHX Text

1.52

AutoCAD SHX Text

0.51

AutoCAD SHX Text

E-5

AutoCAD SHX Text

0.15

AutoCAD SHX Text

1.08

AutoCAD SHX Text

0.36

AutoCAD SHX Text

E-9

AutoCAD SHX Text

0.02

AutoCAD SHX Text

0.14

AutoCAD SHX Text

0.05

AutoCAD SHX Text

E-2

AutoCAD SHX Text

0.23

AutoCAD SHX Text

1.72

AutoCAD SHX Text

0.61

AutoCAD SHX Text

H.P.

AutoCAD SHX Text

L.P.

AutoCAD SHX Text

L.P.

AutoCAD SHX Text

L.P.

AutoCAD SHX Text

H.P.

AutoCAD SHX Text

H.P.

AutoCAD SHX Text

H.P.

AutoCAD SHX Text

H.P.

AutoCAD SHX Text

L.P.

AutoCAD SHX Text

L.P.

AutoCAD SHX Text

A

AutoCAD SHX Text

E

AutoCAD SHX Text

G

AutoCAD SHX Text

H

AutoCAD SHX Text

D

AutoCAD SHX Text

F

AutoCAD SHX Text

C

AutoCAD SHX Text

EX TYPE R INLET

AutoCAD SHX Text

EX 24" RCP

AutoCAD SHX Text

EX 24" RCP

AutoCAD SHX Text

EX TYPE R INLET

AutoCAD SHX Text

EX 24" RCP

AutoCAD SHX Text

EX 30" RCP W/FES

AutoCAD SHX Text

EX TYPE R INLET

AutoCAD SHX Text

EX 24" RCP

AutoCAD SHX Text

EX 24" RCP

AutoCAD SHX Text

EX 48" RCP

AutoCAD SHX Text

EX 30" RCP

AutoCAD SHX Text

8" PVC OVERFLOW

AutoCAD SHX Text

8" PVC OVERFLOW

AutoCAD SHX Text

OS-1

AutoCAD SHX Text

0.59

AutoCAD SHX Text

4.30

AutoCAD SHX Text

2.25

AutoCAD SHX Text

Z

AutoCAD SHX Text

H.P.

AutoCAD SHX Text

L.P.

AutoCAD SHX Text

LEGEND EXISTING 1' CONTOUR EXISTING 5' CONTOUR PROPERTY BOUNDARY DRAINAGE BASIN BOUNDARY FLOW PATH DESIGN POINT BASIN LABEL

AutoCAD SHX Text

BASIN

AutoCAD SHX Text

Q55

AutoCAD SHX Text

Q100100

AutoCAD SHX Text

AREA

AutoCAD SHX Text

I

AutoCAD SHX Text

6-5-17

AutoCAD SHX Text

Last Modification Date:

AutoCAD SHX Text

Computer File Information

AutoCAD SHX Text

Acad Ver.

AutoCAD SHX Text

Creation Date:

AutoCAD SHX Text

2017

AutoCAD SHX Text

Units:

AutoCAD SHX Text

Initials:

AutoCAD SHX Text

Initials:

AutoCAD SHX Text

Scale:

AutoCAD SHX Text

Feet

AutoCAD SHX Text

CMD

AutoCAD SHX Text

Project No./Code

AutoCAD SHX Text

Designer:

AutoCAD SHX Text

Detailer:

AutoCAD SHX Text

Structure

AutoCAD SHX Text

Numbers

AutoCAD SHX Text

Sheet Subset:

AutoCAD SHX Text

Index of Revisions

AutoCAD SHX Text

187608744

AutoCAD SHX Text

Sheet Number

AutoCAD SHX Text

6-12-17

AutoCAD SHX Text

BG

AutoCAD SHX Text

Ex Basin Exhibit.dwg

AutoCAD SHX Text

see plan

AutoCAD SHX Text

www.stantec.com

AutoCAD SHX Text

Fax.

AutoCAD SHX Text

Tel.

AutoCAD SHX Text

1110 Elkton Drive

AutoCAD SHX Text

Suite B

AutoCAD SHX Text

Colorado Springs, CO 80907

AutoCAD SHX Text

(719) 432-6889

AutoCAD SHX Text

CMS

AutoCAD SHX Text

BG

AutoCAD SHX Text

1 of 1

AutoCAD SHX Text

N

AutoCAD SHX Text

4.4 10.6 1.8 9.4 3.5 2.9 4.2 3.2 11.4 1.6

AutoCAD SHX Text

1"=50'

AutoCAD SHX Text

50

AutoCAD SHX Text

0

AutoCAD SHX Text

100

AutoCAD SHX Text

50

AutoCAD SHX Text

DESIGN POINT SUMMARY

AutoCAD SHX Text

DESIGN POINT

AutoCAD SHX Text

Q100100

AutoCAD SHX Text

Q55

AutoCAD SHX Text

Full Path & Drawing File Name: V:\52876\active\187608744-Mule Deer\Reports\ Drainage\Exhibits\

AutoCAD SHX Text

Z A B C D E F G H I

AutoCAD SHX Text

0.6 1.4 0.2 1.2 0.5 0.4 0.6 0.4 1.5 0.2


Figure 3: Proposed Drainage Map

8'' W

12'' W

12'' W

8''

W

12'' W

12'' W

12'' W

12'' W

12'' W

12'' W

12'' W

12'' W

12'' W

12'' W

12'' W

12'' W

12'' W

12'' W

12'' W

12'' W

8'' W

8'' W

8'' W

8'' W

8'' W

8'' W

8'' W

8'' W

8'' W

CA

RE

FR

EE

C

IR

CLE

N

OR

TH

RU

NN

IN

G

DE

ER

W

AY

FA

LL

OW

LA

NE

SIK

A D

EE

R P

LA

CE

(P

UB

LIC

R

OA

D)

AKERS DRIVE

SOUTH

POND

NORTH

POND

FA

LLO

W LA

NE

(P

UB

LIC

R

OA

D)

RU

NN

IN

G D

EE

R W

AY

(P

UB

LIC

R

OA

D)

VINEYARD CIRCLE (PUBLIC ROAD)

Stantec Consulting Inc.

THE GARDENS AT NORTH CAREFREE

PROPOSED DRAINAGE PLAN

AutoCAD SHX Text

W

AutoCAD SHX Text

W

AutoCAD SHX Text

W

AutoCAD SHX Text

W

AutoCAD SHX Text

W

AutoCAD SHX Text

W

AutoCAD SHX Text

W

AutoCAD SHX Text

W

AutoCAD SHX Text

W

AutoCAD SHX Text

W

AutoCAD SHX Text

W

AutoCAD SHX Text

W

AutoCAD SHX Text

W

AutoCAD SHX Text

W

AutoCAD SHX Text

W

AutoCAD SHX Text

W

AutoCAD SHX Text

W

AutoCAD SHX Text

W

AutoCAD SHX Text

W

AutoCAD SHX Text

W

AutoCAD SHX Text

POST

AutoCAD SHX Text

W

AutoCAD SHX Text

W

AutoCAD SHX Text

W

AutoCAD SHX Text

W

AutoCAD SHX Text

U.G.E.

AutoCAD SHX Text

ST

AutoCAD SHX Text

ST

AutoCAD SHX Text

ST

AutoCAD SHX Text

ST

AutoCAD SHX Text

ST

AutoCAD SHX Text

ST

AutoCAD SHX Text

ST

AutoCAD SHX Text

SN

AutoCAD SHX Text

W

AutoCAD SHX Text

W

AutoCAD SHX Text

W

AutoCAD SHX Text

W

AutoCAD SHX Text

W

AutoCAD SHX Text

U.G.E.

AutoCAD SHX Text

U.G.E.

AutoCAD SHX Text

ST

AutoCAD SHX Text

ST

AutoCAD SHX Text

ST

AutoCAD SHX Text

SN

AutoCAD SHX Text

SN

AutoCAD SHX Text

T

AutoCAD SHX Text

W

AutoCAD SHX Text

W

AutoCAD SHX Text

W

AutoCAD SHX Text

W

AutoCAD SHX Text

W

AutoCAD SHX Text

W

AutoCAD SHX Text

W

AutoCAD SHX Text

T

AutoCAD SHX Text

T

AutoCAD SHX Text

TF

AutoCAD SHX Text

2"

AutoCAD SHX Text

L.P.

AutoCAD SHX Text

H.P.

AutoCAD SHX Text

A

AutoCAD SHX Text

I

AutoCAD SHX Text

B

AutoCAD SHX Text

H

AutoCAD SHX Text

EX TYPE R INLET

AutoCAD SHX Text

EX 24" RCP

AutoCAD SHX Text

EX 24" RCP

AutoCAD SHX Text

EX TYPE R INLET

AutoCAD SHX Text

EX 24" RCP

AutoCAD SHX Text

EX TYPE R INLET

AutoCAD SHX Text

EX 24" RCP

AutoCAD SHX Text

EX 24" RCP

AutoCAD SHX Text

EX 48" RCP

AutoCAD SHX Text

EX 30" RCP

AutoCAD SHX Text

PR TYPE R INLET

AutoCAD SHX Text

PROPERTY BOUNDARY

AutoCAD SHX Text

W

AutoCAD SHX Text

L.P.

AutoCAD SHX Text

H.P.

AutoCAD SHX Text

CITY OF COLORADO SPRINGS ZONE: RR-5

AutoCAD SHX Text

MULE DEER INVESTMENTS, LLC ZONE: CS

AutoCAD SHX Text

MULE DEER CROSSING ZONE: PUD

AutoCAD SHX Text

L.P.

AutoCAD SHX Text

H.P.

AutoCAD SHX Text

E

AutoCAD SHX Text

F

AutoCAD SHX Text

C

AutoCAD SHX Text

D

AutoCAD SHX Text

G

AutoCAD SHX Text

PR TYPE R INLET

AutoCAD SHX Text

NP

AutoCAD SHX Text

EX 30" RCP W/FES-TO BE REMOVED

AutoCAD SHX Text

8" PVC OVERFLOW TO BE REMOVED

AutoCAD SHX Text

D-17

AutoCAD SHX Text

0.37

AutoCAD SHX Text

0.66

AutoCAD SHX Text

0.08

AutoCAD SHX Text

D-1

AutoCAD SHX Text

2.34

AutoCAD SHX Text

5.15

AutoCAD SHX Text

1.24

AutoCAD SHX Text

D-13

AutoCAD SHX Text

3.39

AutoCAD SHX Text

7.46

AutoCAD SHX Text

1.38

AutoCAD SHX Text

D-4

AutoCAD SHX Text

0.48

AutoCAD SHX Text

1.06

AutoCAD SHX Text

0.21

AutoCAD SHX Text

D-2

AutoCAD SHX Text

1.81

AutoCAD SHX Text

3.99

AutoCAD SHX Text

0.99

AutoCAD SHX Text

D-8

AutoCAD SHX Text

3.46

AutoCAD SHX Text

7.62

AutoCAD SHX Text

1.90

AutoCAD SHX Text

D-11

AutoCAD SHX Text

0.32

AutoCAD SHX Text

0.57

AutoCAD SHX Text

0.07

AutoCAD SHX Text

D-3

AutoCAD SHX Text

0.37

AutoCAD SHX Text

0.82

AutoCAD SHX Text

0.17

AutoCAD SHX Text

OS-3

AutoCAD SHX Text

0.43

AutoCAD SHX Text

3.17

AutoCAD SHX Text

1.63

AutoCAD SHX Text

D-12

AutoCAD SHX Text

1.99

AutoCAD SHX Text

4.38

AutoCAD SHX Text

0.93

AutoCAD SHX Text

D-16

AutoCAD SHX Text

0.21

AutoCAD SHX Text

0.57

AutoCAD SHX Text

0.15

AutoCAD SHX Text

D-14

AutoCAD SHX Text

1.31

AutoCAD SHX Text

2.88

AutoCAD SHX Text

0.64

AutoCAD SHX Text

D-10

AutoCAD SHX Text

0.43

AutoCAD SHX Text

1.14

AutoCAD SHX Text

0.33

AutoCAD SHX Text

D-9

AutoCAD SHX Text

0.99

AutoCAD SHX Text

2.17

AutoCAD SHX Text

0.52

AutoCAD SHX Text

D-15

AutoCAD SHX Text

0.09

AutoCAD SHX Text

0.20

AutoCAD SHX Text

0.04

AutoCAD SHX Text

D-5

AutoCAD SHX Text

3.85

AutoCAD SHX Text

8.47

AutoCAD SHX Text

2.03

AutoCAD SHX Text

D-7

AutoCAD SHX Text

0.18

AutoCAD SHX Text

0.33

AutoCAD SHX Text

0.04

AutoCAD SHX Text

D-18

AutoCAD SHX Text

0.42

AutoCAD SHX Text

0.92

AutoCAD SHX Text

0.19

AutoCAD SHX Text

0.25

AutoCAD SHX Text

0.55

AutoCAD SHX Text

0.11

AutoCAD SHX Text

D-19

AutoCAD SHX Text

0.88

AutoCAD SHX Text

1.93

AutoCAD SHX Text

0.41

AutoCAD SHX Text

D-20

AutoCAD SHX Text

D-6

AutoCAD SHX Text

0.37

AutoCAD SHX Text

0.66

AutoCAD SHX Text

0.08

AutoCAD SHX Text

OS-4

AutoCAD SHX Text

0.02

AutoCAD SHX Text

0.17

AutoCAD SHX Text

0.07

AutoCAD SHX Text

X

AutoCAD SHX Text

Y

AutoCAD SHX Text

Z

AutoCAD SHX Text

V

AutoCAD SHX Text

OS-2

AutoCAD SHX Text

0.08

AutoCAD SHX Text

0.57

AutoCAD SHX Text

0.27

AutoCAD SHX Text

OS-1

AutoCAD SHX Text

0.08

AutoCAD SHX Text

0.56

AutoCAD SHX Text

0.26

AutoCAD SHX Text

SP

AutoCAD SHX Text

8" PVC OVERFLOW TO BE REMOVED

AutoCAD SHX Text

PR TYPE R INLETS

AutoCAD SHX Text

PR TYPE R INLETS

AutoCAD SHX Text

LEGEND PROPOSED 2' CONTOUR PROPOSED 10' CONTOUR EXISTING 2' CONTOUR EXISTING 10' CONTOUR PROPERTY BOUNDARY DRAINAGE BASIN BOUNDARY FLOW PATH DESIGN POINT BASIN LABEL

AutoCAD SHX Text

BASIN

AutoCAD SHX Text

Q55

AutoCAD SHX Text

Q100100

AutoCAD SHX Text

AREA

AutoCAD SHX Text

I

AutoCAD SHX Text

6-5-17

AutoCAD SHX Text

Last Modification Date:

AutoCAD SHX Text

Computer File Information

AutoCAD SHX Text

Acad Ver.

AutoCAD SHX Text

Creation Date:

AutoCAD SHX Text

2017

AutoCAD SHX Text

Units:

AutoCAD SHX Text

Initials:

AutoCAD SHX Text

Initials:

AutoCAD SHX Text

Scale:

AutoCAD SHX Text

Feet

AutoCAD SHX Text

CMD

AutoCAD SHX Text

Project No./Code

AutoCAD SHX Text

Designer:

AutoCAD SHX Text

Detailer:

AutoCAD SHX Text

Structure

AutoCAD SHX Text

Numbers

AutoCAD SHX Text

Sheet Subset:

AutoCAD SHX Text

Index of Revisions

AutoCAD SHX Text

187608744

AutoCAD SHX Text

Sheet Number

AutoCAD SHX Text

6-13-17

AutoCAD SHX Text

BG

AutoCAD SHX Text

Pr Basin Exhibit.dwg

AutoCAD SHX Text

see plan

AutoCAD SHX Text

www.stantec.com

AutoCAD SHX Text

Fax.

AutoCAD SHX Text

Tel.

AutoCAD SHX Text

1110 Elkton Drive

AutoCAD SHX Text

Suite B

AutoCAD SHX Text

Colorado Springs, CO 80907

AutoCAD SHX Text

(719) 432-6889

AutoCAD SHX Text

CMD

AutoCAD SHX Text

BG

AutoCAD SHX Text

1 of 1

AutoCAD SHX Text

N

AutoCAD SHX Text

1"=50'

AutoCAD SHX Text

50

AutoCAD SHX Text

0

AutoCAD SHX Text

100

AutoCAD SHX Text

50

AutoCAD SHX Text

Full Path & Drawing File Name: V:\52876\active\187608744-Mule Deer\Reports\ Drainage\Exhibits\

AutoCAD SHX Text

9.9 2.0 8.1 11.0 7.4 6.1 1.0 1.2 2.5 0.6 30.7 6.4 0.6 3.3 0.2 9.4

AutoCAD SHX Text

DESIGN POINT SUMMARY

AutoCAD SHX Text

DESIGN POINT

AutoCAD SHX Text

Q100100

AutoCAD SHX Text

Q55

AutoCAD SHX Text

A B C D E F G H I Z NP SP Y X W V

AutoCAD SHX Text

3.4 0.9 3.5 4.9 3.2 2.5 0.4 0.5 1.0 0.1 12.4 2.6 0.1 0.4 0.0 4.2

the gardens at north carefree final drainage report … · mule deer investments, llc 2727 glen...

Documents