Aspen Ridge PDR - Microsoft...U:\181710415\record\reports\drainage_report\PDR - Filings 2 thru 5\Aspen Ridge PDR.doc 6 The western third of the site drains to the Big Johnson Reservoir

$Page 1: Aspen Ridge PDR - Microsoft...U:\181710415\record\reports\drainage_report\PDR - Filings 2 thru 5\Aspen Ridge PDR.doc 6 The western third of the site drains to the Big Johnson Reservoir$
THE TRAILS AT ASPEN RIDGE FILING PRELIMINARY DRAINAGE REPORT EL PASO COUNTY, COLORADO

PROJECT NO. 181710415

Prepared for: COLA LLC 555 MIDDLE CREEK PARKWAY COLORADO SPRINGS, CO 80921

Prepared by: STANTEC CONSULTING SERVICES, INC 5725 MARK DABLING BLVD, SUITE190 COLORADO SPRINGS, CO 80919

January 31, 2019

PCD File No:

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: By (Printed): Title: Address: 555 Middle Creek Parkway Colorado Springs, CO 80921 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

U:\181710415\record\reports\drainage_report\PDR - Filings 2 thru 5\Aspen Ridge PDR.doc 3

Table of Contents

PURPOSE ............................................................................................................................................................................... 4

GENERAL LOCATION & DESCRIPTION ....................................................................................................................... 4

DESCRIPTION OF PROPERTY .................................................................................................................................................. 4 CLIMATE ............................................................................................................................................................................... 5 FLOODPLAIN STATEMENT ..................................................................................................................................................... 5 UTILITIES & OTHER ENCUMBRANCES ................................................................................................................................... 5

DRAINAGE BASINS AND SUB-BASINS ........................................................................................................................... 5

MAJOR BASIN DESCRIPTION ................................................................................................................................................. 5 SUB-BASIN DESCRIPTION ...................................................................................................................................................... 6

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

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

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

EXISTING DRAINAGE ANALYSIS ............................................................................................................................................ 7 PROPOSED DRAINAGE ANALYSIS .......................................................................................................................................... 8

DRAINAGE FACILITY DESIGN ...................................................................................................................................... 15

GENERAL CONCEPT ............................................................................................................................................................. 15 STORM SEWER SYSTEM ....................................................................................................................................................... 16 ON-SITE WATER QUALITY & DETENTION ........................................................................................................................... 16 OFFSITE ANALYSIS .............................................................................................................................................................. 16 FOUR STEP PROCESS ........................................................................................................................................................... 16

DRAINAGE FEES & MAINTENANCE ............................................................................................................................ 17

DRAINAGE INFRASTRUCTURE COSTS .................................................................................................................................. 17

EROSION CONTROL ........................................................................................................................................................ 17

GENERAL CONCEPT ............................................................................................................................................................. 17 SILT FENCE ......................................................................................................................................................................... 18 EROSION BALES .................................................................................................................................................................. 18 VEHICLE TRACKING CONTROL ............................................................................................................................................ 18 SEDIMENTATION POND ........................................................................................................................................................ 18

SUMMARY ........................................................................................................................................................................... 18

REFERENCE MATERIALS .............................................................................................................................................. 19

List of Figures

Figure 1: Vicinity Map ........................................................................................................................................................... 20 Figure 2: FIRM Map .............................................................................................................................................................. 21 Figure 3: Existing Drainage Map ................................................................................................................... BACK POCKET Figure 4: Proposed Drainage Map .................................................................................................................. BACK POCKET

Appendix Appendix A: NRCS Soil Report Appendix B: Existing Hydrology Calculations Appendix C: Proposed Hydrology Calculations Appendix D: Detention Pond Calculations & Dam Breach Analysis


PURPOSE The purpose of this Preliminary Drainage Report (PDR) 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 Trails at Aspen Ridge is approximately 117.98 acres and is part of the overall Waterview Development, which is 721.8 acres within El Paso County. This area includes the area east of Powers Boulevard and south of Bradley Road. The entire site 117.98 acres will be single family residential with 516 lots, open space/landscape, tract for future development and public and private streets. The site is bordered by Powers Boulevard to the west, Bradley Road to the north and undeveloped areas to the east and The Trails at Aspen Ridge Filing No. 1 to the south.

GENERAL LOCATION & DESCRIPTION The Trails at Aspen Ridge development site is located within 2 major drainage basins, Big Johnson Reservoir on the west and Jimmy Camp Creek on the east. Big Johnson Reservoir Drainage Basin Planning Study (DBPS) had originally stated that developed flows would be released into the Big Johnson Reservoir and no detention would be required as long as water quality measures were taken within the basin. However, within recent years, this is no longer the case. Detention will be required within all basins. There is currently no approved El Paso County Drainage Basin Planning Study (DBPS) for Jimmy Camp. This report may be updated if/when a DBPS is approved. Design, phasing, responsibility and maintenance of any proposed improvements will be discussed in the final drainage report. Fees will be assessed and paid according to the current rates at the time of platting for each filing.

Description of Property The project site is 117.98 acres of vegetation, consisting of short grasses and weeds. The average slope of the site is between 3 and 8%, with a minimum slope of 1% along Powers Boulevard and a maximum of 19% through the central area and along the eastern boundary of the site. The site is composed of several different soil types. From the NRCS report in Appendix A, the site falls into the following soil types: 8 – Blakeland loamy sand (1-9%) – Type A Soil

52 - Manzanst clay loam (3-8%) – Type C Soil 56 - Nelson Tassel fine sandy loam (3-19%) – Nelson Type B Soil, Tassel Type D Soil 86 - Stoneham sandy loam (3-8%) – Type B Soil 108 - Wiley silt loam (3-9%) – Type B 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.


The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: 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. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high-water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes.

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. 08041C0768-G dated 12/7/18) indicates that there is no floodplain in the vicinity of the proposed site. See Figure 2: FIRM.

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

Drainage Basins and Sub-Basins

Major Basin Description The Trails at Aspen Ridge development lies within 2 major basins, Big Johnson and Jimmy Camp Creek Drainage Basins. This project is part of the overall Waterview Development and design complies with the Amendment to the Master Development Drainage Plan (MDDP) dated July 21, 2014 by Springs Engineering.


The western third of the site drains to the Big Johnson Reservoir and will need to be detained prior to crossing under Powers Boulevard. The remainder of the site is within the Jimmy Camp Creek Basin and will be detained with the detention pond designed as part of Filing No. 1, prior to exiting the site. All developed runoff will meet El Paso County standards for water quality and discharge rates.

Sub-Basin Description

Historic Drainage Patterns The historic drainage patterns of the site were analyzed in the Master Development Drainage Plan for Waterview by Merrick and Company and the Amendment to the Master Development Drainage Plan (MDDP) dated July 21, 2014 by Springs Engineering. No new historic calculations were done.

Off-Site Drainage There is an off-site basin upstream of the Jimmy Camp Creek Basin that affects the site drainage. A twin set of CMP’s under Bradley Road will contribute flow to the proposed site. It is shown in the hydrology calculations for existing and proposed basins. Based on the MDDP, this basin will release at historic flow rates and any developments or improvements to the basin will need to address their own water quality and detention needs. Currently twin 42” cmp’s carry the flow under Bradley Road on site. These existing structures will tie into the proposed on-site storm system. Currently, flows leave offsite at 10 different locations where flows release to Aspen Ridge Filing No. 1 (10 occur within the Jimmy Camp basin and 2 are in the Big Johnson basin). There are two locations, both located along Powers Boulevard, where flows exit the entire Trails at Aspen Ridge development. Flows within the Big Johnson Basin run towards the southwest corner of the site, where they are directed to an existing roadside ditch along Powers Boulevard, which releases to either an existing 48” CMP or 60” CMP. Flows along the south side of Bradley Road, continue to the east and exit at Design Point JCD-C. All of the Jimmy Camp basin flows, will enter into Aspen Ridge Filing No.1. These flows have been accounted for in the design of the storm sewer system and East Detention Pond in Filing No. 1.

DRAINAGE DESIGN CRITERIA

Development Criteria Reference The City of Colorado Springs Drainage Criteria Manual (DCM), El Paso County Engineering Criteria Manual (ECM), El Paso County Ordinance 15-042 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 City of Colorado Springs 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. 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 will be designed to the 100-year storm and checked with the 5-year storm. Inlets will be placed 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. There will be a minimum of three systems within the site, one which within the Big Johnson Basin, connecting to the Filing No. 1 system and releasing into the West Detention Pond and two, tying into Filing No. 1 storm systems, releasing into the East Pond in the Jimmy Camp Basin. These facilities will be designed as part of the Final Drainage Report (FDR) for the site.

Detention Storage Criteria This report addresses the preliminary design stage of the west detention/water quality feature within the proposed development. Ponds and water quality are based on the UDFCD UD-Detention Version 3.07 spreadsheet for an Extended Detention Basin. Preliminary storage volumes and outflows have been calculated for the West Detention Pond facility. A copy of this design has been included in the appendix, as detention was not considered in the original MDDP report of the Big Johnson/Crus Gulch basin. Final calculations will be completed at the time of final platting for this facility.

DRAINAGE BASINS There is one off site basin (OS-1) (not a part of the Aspen Ridge development area) which contributes flow to the Jimmy Camp Basin of the development (JCD1) via twin 42” cmp’s under Bradley Road (Design Point A). The contributing area of the basin is 12.73 acres, is currently undeveloped and generates 44.4 cfs and 48.3 cfs for the minor and major storm events.

Existing Drainage Analysis

Big Johnson Basin There are three basins which are in the Big Johnson Basin portion of the development. One basin is offsite of the Aspen Ridge boundary and the other two basins release flows under Powers Boulevard via existing culverts to the Big Johnson Reservoir to the west.

Basin OS-13 (15.06 acres) is an offsite portion of Basin BJD-13 shown in the MDDP. Flow is directed to an existing low spot located at Powers Boulevard (Design Point BJD-M) where an existing 60” cmp will release the flow into the open space on the west side of Powers and into the Big Johnson Reservoir. Flows for this basin are 7.1 cfs for the 5-year storm and 37.9 cfs for the 100-year storm.

Basin BJD-13 (29.93 acres) is an onsite portion of Basin BJD-13 from the MDDP. Flow is directed to an existing low spot located at Powers Boulevard (Design Point BJD-M) where an existing 60” cmp will release, combined with flow from OS-13, into the open space on the west side of Powers and into the Big Johnson Reservoir. The existing culvert will release into the open space on the west side of Powers and reach the Big Johnson Reservoir. This basin generates 29.93 cfs and 61.7 cfs for the 5 and 100-year storms.

Basin BJD-13A (6.81 acres) is an onsite portion of Basin BJD-13 from the MDDP. This flow will leave the site at the southwest corner (Design Point B) where it is directed along Powers Boulevard to an existing 48” cmp directly south of the site. The existing culvert will release into


the open space on the west side of Powers and reach the Big Johnson Reservoir. This basin generates 3.6 cfs and 19.2 cfs for the 5 and 100-year storms.

Jimmy Camp Basin There are 7 existing basins which are located within the Jimmy Camp basin for this proposed development.

There is one off site basin (OS-1), north of Bradley Road, which contributes flow to the Jimmy Camp Basin of the development via twin 42” cmp’s under Bradley Road (Design Point A). The contributing area of the basin is 14.40 acres, is currently undeveloped and generates 7.1 cfs and 71.1 cfs for the minor and major storm events.

Basin JCD-2 (9.25 acres) located at Bradley Road and the northeast corner of the site. Flows in

this basin are carried within the roadside ditch and leave the site at Design Point JCD-C (Corresponds to the same design point in the MDDP). Flows for this basin are 5.0 cfs for the 5-year storm and 26.6 cfs for the 100-year storm.

OS-3 (1.50 acres) is within the western portion of the MDDP Basin JCD-1, which is offsite. This Basin is located along the Big Johnson/Jimmy Camp Basin boundary. Flow is conveyed through natural swales till it enters onsite Basin JCD-3 at Design Point D. This basin generates 0.79 cfs and 4.3 cfs for the 5 and 100-year storms.

Basin OS-4 (17.38 acres) is the east portion of the MDDP Basin JCD-1, which is offsite. Flow is conveyed through natural swales till it enters the site along the northern boundary at Design Point E. This basin generates 1.8 cfs and 47.3 cfs for the 5 and 100-year storms.

Basin JCD-3 (23.02 acres) is the onsite portion of the west half of the MDDP basin JCD-1. Flow is conveyed through natural swales till it exits the site along the southeast corner of the site, where it will enter The Trails at Aspen Ridge Filing No. 1 at Design Point B-2. This basin generates 17.8 cfs and 121.2 cfs for the 5 and 100-year storms.

Basin JCD-4 (48.02 acres) is the onsite portion of the remaining portion of the MDDP basin JCD-1. Flow is conveyed through natural swales till it exits the site along the southern boundary, where it will enter The Trails at Aspen Ridge Filing No. 1 at Design Point B-1. This basin generates 12.3 cfs and 58.1 cfs for the 5 and 100-year storms.

Basin JCD-1A (4.91 acres) is the onsite portion of the MDDP Basin JCD-1A and is located along the southern boundary of the site and exits to the south onto The Trails at Aspen Ridge Filing No. 1 at Design Point C-1. Flows for this basin are 2.7 cfs for the 5-year storm and 14.6 cfs for the 100-year storm.

Proposed Drainage Analysis The proposed development lies within two separate basins: Jimmy Camp Creek and the Big Johnson. The eastern two-thirds, which is in the Jimmy Camp Creek Basin, will all head to the east towards the East Pond, designed as part of Filing No. 1. The western third of the site is directed towards the West Pond, prior to exiting under Powers Boulevard vis an existing culvert. Below is a summary of the Design Points within each of these two basins.


Big Johnson Basin The area within the Big Johnson Basin is approximately 37.4 acres. Flows will all be directed via curb and gutter to various inlets through the site, where all flows will into the West Pond or a WQ facility at the southwest corner. Both of these locations direct flows to existing culverts under Powers Boulevard. Below is a summary of the design points within the Big Johnson Basin.

Design Point HHH (Q5=6.0, Q100=67.1) combines flow from Basins BJ-2A and BJ-11 at the northwest corner of Natural Bridge Rail and Sidewinder Drive. Flow will continue to the south as gutter flow in Sidewinder Drive to DP-III. It is anticipated that at-grade inlets will need to be installed along Sidewinder Drive due to street capacity issues.

Design Point III (Q5=6.9, Q100=65.5) combines flow from Basin BJ-2B and Design Point HHH at

the northwest corner of Rainy Creek Trail and Sidewinder Drive. Flow will continue to the south as gutter flow in Sidewinder Drive to DP-JJJ. It is anticipated that at-grade inlets will need to be installed along Sidewinder Drive due to street capacity issues.

Design Point JJJ (Q5=7.6, Q100=65.2) combines flow from Basin BJ-2C and Design Point III at the northwest corner of Turkey Flat Lane and Sidewinder Drive. Flow will continue to the south as gutter flow in Sidewinder Drive to DP-AAA. It is anticipated that at-grade inlets will need to be installed along Sidewinder Drive due to street capacity issues.

Design Point AAA (Q5=8.1, Q100=65.1) consists of flow from Basin BJ-2D along with Design Point JJJ as they enter the Filing No. 1 development, on the west side of Sidewinder Drive. Flow will continue to the south as gutter flow in Sidewinder Drive to DP-DDD.

Design Point KKK (Q5=3.9, Q100=8.0) combines flow from Basins BJ-1A and BJ-1B at the northeast corner of Rainy Creek Drive and Sidewinder Drive. Flow will continue to the south as gutter flow in Sidewinder Drive to DP-BBB. It is anticipated that at-grade inlets will need to be installed along Sidewinder Drive due to street capacity issues.

Design Point BBB (Q5=7.3, Q100=15.0) consists of flow from Basin BJ-1C and Design Point KKK as it enters the Filing No. 1 development, on the east side of Sidewinder Drive. Flows will continue to the south as gutter flow in Sidewinder Drive DP-CCC. It is anticipated that future at-grade inlets will need to be installed due to street capacity issues.

Design Point CCC (Q5=7.4, Q100=15.4) is part of Filing No. 1 and consists of flow from Basin BJ-4 with the flow from DP-BBB. An at-grade inlet will be installed to intercept these flows in Sidewinder Drive. Any flow by will continue to the west in Buffalo Horn Drive to DP-DDD.

Design Point DDD (Q5=16.0, Q100=82.9) falls within Filing No. 1 and consists of flow from

Basin BJ-3 with DP-AAA and flow by from Inlet DP-CCC. Flows are combined at the intersection of Sidewinder Drive and Buffalo Horn Drive and continue to the west as gutter flow in Buffalo Horn Drive to DP-EEE.

Design Point LLL (Q5=5.7, Q100=12.6) combines flow from Basins BJ-22 and BJ-23 at the northwest corner of Turkey Flat Lane and Triple Tree Loop. Flow will continue to the south as gutter flow in Triple Tree Loop to DP-EEE. It is anticipated that at-grade inlets may need to be installed along Triple Tree Loop due to street capacity issues.


Design Point EEE (Q5=23.9, Q100=96.9) consists of flow from Basins BJ-5, BJ-24 and BJ-25 combined with flow from Design Point LLL and flow by from inlet DP-DDD. A sump inlet will be installed to intercept these flows.

Design Point FFF (Q5=5.9, Q100=12.9) consists of flow from Basins BJ-6 and BJ-21. A sump inlet will be installed to intercept this flow.

Design Point GGG (Q5=2.0, Q100=6.3) consists of flow from Basins BJ-7 and BJ-26. Flow from

this basin drains to the southwest corner of the site, where a proposed rain garden will treat the flow, prior to exiting the site and entering the existing roadside ditch along Powers Boulevard, running to the south.

Design Point MMM (Q5=5.6, Q100=11.95) combines flow from Basin BJ-15 and BJ-16 at the northeast corner of Golden Rout Street and Natural Bridge Rail. Flow will continue to the west as gutter flow in Natural Bridge Rail to DP-NNN. It is anticipated that at-grade inlets may need to be installed due to street capacity issues.

Design Point NNN (Q5=14.1, Q100=30.45) combines flow from Basins BJ-17 and BJ-18 with

Design Point at the east side of the knuckle between Blue Miner Street and Natural Bridge Rail. A sump inlet will be installed at this location to intercept the flows.

Design Point OOO (Q5=8.7, Q100=18.9) combines flow from Basins BJ-13, BJ-14 and BJ-20 at

the west side of the knuckle between Blue Miner Street and Natural Bridge Rail. A sump inlet will be installed at this location to intercept the flows.

Design Point PPP (Q5=22.6, Q100=48.9) combines flow from Design Points NNN and OOO.

Flow will be released at this location into the West Pond.

Design Point QQQ (Q5=59.4, Q100=186.4) combines flow from Basins BJ-10 and BJ-27 with Design Points EEE, FFF and PPP. This is the combined flow from 2 storm systems within the Big Johnson basin, releasing into the West Pond.

Jimmy Camp Creek Basin The area within the Jimmy Camp Creek Basin is approximately 80.5 acres. The proposed development is located at the upstream end of the drainage basin, and will release onto Filing No. 1 of The Trails at Aspen Ridge, at various locations, which will eventually release into the East Pond, designed in the FDR for Filing No. 1. Drainage for Filing No. 1 took into account the flows from this area. Flows will all be directed via curb and gutter to various inlets through the site. Below is a summary of the design points within the Jimmy Camp Creek Basin.

Design Point A (Q5=3.8, Q100=7.8) consists of flow from Basin JC-1. This basin collects flow from Bradley Road, west of the intersection with Legacy Drive.

Design Point B (Q5=11.5, Q100=22.8) consists of flow from Basins JC-2 and JC-3 combined DP-A. Flows will continue to the east, to the future intersection of Blackmer Drive.

Design Point JCD-C is the location on the east side of the project at the north corner where flows exit the site along Bradley Road. This includes Basin JC-4 combined with DP-B, which flow east


in existing roadside ditch on the south side of Bradley Road, until improvements are made to the roadway. Flows at this location are 13.4 and 26.6 cfs for the minor and major storms. Existing flows are 5.0 cfs and 26.6 cfs. Even though there is a small increase in the 5-year storm, due to the over detention with the East Pond, overall discharge in the Jimmy Camp Creek Basin will be less than historic and there will be no negative impacts to downstream facilities. Upgraded drainage facilities will be designed with future Bradley Road improvements.

Design Point C (Q5=11.5, Q100=23.3) combines flow from Basins JC-5A and JC-5E at the northeast corner of Bull Run Drive and Frontside Drive. Flow will continue to the east as gutter flow in Frontside Drive to DP-D. It is anticipated that at-grade inlets may need to be installed due to street capacity issues.

Design Point D (Q5=12.9, Q100=26.0) combines flow from Basin JC-5D and Design Point C at the northwest corner of Frontside Drive and Big Johnson Drive. Flow will continue to the north as gutter flow in Big Johnson Drive to DP-E. It is anticipated that at-grade inlets may need to be installed due to street capacity issues.

Design Point E (Q5=20.9, Q100=42.9) combines flow from Basins JC-6B and JC-6C with Design Point D at the low point on the south side of Winner Creek Drive. A sump inlet will be installed to intercept these flows.

Design Point F (Q5=13.0, Q100=11.95) consists of flow from Basins JC-5F and JC-6A at the low point on the north side of Winner Creek Drive, just west of Blackmer Street. A sump inlet will be installed to intercept these flows.

Design Point G (Q5=0.8, Q100=1.7) is flow from Basin JC-5G located with the north half of Frontside Drive, east of Big Johnson Drive. Design point is located at a low point in the road. A sump inlet will be installed to intercept the flows.

Design Point H (Q5=1.7, Q100=3.5) is flow from Basin JC-5H located with the south half of Frontside Drive, east of Big Johnson Drive. Design point is located at a low point in the road. A sump inlet will be installed to intercept the flows.

Design Point I (Q5=6.3, Q100=11.7) consists of flow from Basins JC-5B and JC-5E at the southwest corner of Frontside Drive and Big Johnson Drive. Flow will continue to the south as gutter flow in Big Johnson Drive to DP-N. It is anticipated that at-grade inlets may need to be installed along Big Johnson Drive due to street capacity issues.

Design Point J (Q5=5.0, Q100=9.3) consists of flow from Basin JC-12, which is where the west

side of Frontside Drive will enter Filing No. 1. Flows will continue as street flow, til they are intercepted by the storm system in Filing No. 1.

Design Point K (Q5=5.5, Q100=10.3) consists of flow from Basin JC-13, which is where the east

side of Frontside Drive will enter Filing No. 1. Flows will continue as street flow, til they are intercepted by the storm system in Filing No. 1.

Design Point L (Q5=3.8, Q100=8.1) consists of flows from Basins JC-8A and JC-8C at the northwest corner of Schoonover Drive and Bull Run Drive. Flow will continue to the east as


gutter flow in Schoonover Drive. It is anticipated that at-grade inlets may need to be installed due to street capacity issues.

Design Point M (Q5=4.2, Q100=8.7) combines flow from Basin JC-8D with Design Point L at the

northeast corner of Schoonover Drive and Bull Run Drive. Flow will continue to the east as gutter flow in Schoonover Drive. It is anticipated that at-grade inlets may need to be installed due to street capacity issues.

Design Point N (Q5=13.0, Q100=25.9) combines flow from Basin JC-8E with Design Points I and M at the northwest corner of Schoonover Drive and Big Johnson Drive. Flow will continue to the south as gutter flow in Big Johnson Drive. It is anticipated that at-grade inlets may need to be installed due to street capacity issues in Big Johnson Drive.

Design Point O (Q5=15.5, Q100=30.6) combines flow from Basins JC-8B and JC-8F with Design Point N at the southwest corner of Schoonover Drive and Big Johnson Drive. Flow will continue to the south as gutter flow in Big Johnson Drive. It is anticipated that at-grade inlets may need to be installed due to street capacity issues in Big Johnson Drive.

Design Point SS (Q5=7.2, Q100=15.3) consists of flow from Basins JC-16B and JC-16C. Flows

combine at the north corner of Little Boulder Loop and Moose Meadow Street. Flow will continue to the northeast as gutter flow in Moose Meadow Street. It is anticipated that at-grade inlets may need to be installed due to street capacity issues.

Design Point TT (Q5=7.8, Q100=17.1) consists of flow from Basins JC-16A and JC-16D. Flows combine at the northwest corner of Drinking Horse Court and Moose Meadow Street. Flow will continue to the northeast as gutter flow in Moose Meadow Street. It is anticipated that at-grade inlets may need to be installed due to street capacity issues.

Design Point UU (Q5=18.1, Q100=38.1) combines flow from Basin JC-16E with flows from Design Points SS and TT at the northwest corner of Legacy Drive and Moose Meadow Street. Flow will continue to the south as gutter flow in Legacy Drive.

Design Point P (Q5=21.4, Q100=51.3) combines flow from Basin JC-17 and Design Pont UU.

Flows will enter Filing No. 1, where an at-grade inlet, designed as part of the Storm System 3 in the FDR for Filing No. 1, will be installed at the southwest corner of Legacy Drive and Moose Meadow Street. Flow by from the inlet will continue along Legacy Drive to the south.

Design Point R (Q5=1.2, Q100=2.3) consists of flow from Basins JC-19G and JC-19H. Flows

combine at the northeast corner of Hazelton Drive and Bear Track Point. Flow will continue to the south as gutter flow in Bear Track Point.

Design Point S (Q5=5.1, Q100=102.2) combines flow from Basins JC-19I and JC-19J with Design Point R. This is a low point in the north side of Bear Track Point, just east of Bird Ridge Drive. A sump inlet will be installed to intercept the street flows.

Design Point T (Q5=8.8, Q100=18.9) consists of flow from Basins JC-19e and JC-19F. This is a low point in the south side of Bear Track Point, just east of Bird Ridge Drive. A sump inlet will be installed to intercept the street flows.


Design Point W (Q5=7.2, Q100=12.7) consists of flow from Basins JC-9A and JC-9B. Flows

combine at the southwest corner of Lowline View and Bird Ridge Drive. Flow will continue to the south as gutter flow in Bird Ridge. It is anticipated that at-grade inlets may need to be installed due to street capacity issues.

Design Point X (Q5=13.2, Q100=25.0) combines flows from Basins JC-20A and JC-20B with Design Point W. Flows combine at the northwest corner of Hazelton Drive and Bird Ridge Drive. Flow will continue to the south as gutter flow in Bird Ridge Drive. It is anticipated that at-grade inlets may need to be installed due to street capacity issues.

Design Point Y (Q5=15.5, Q100=29.9) combines flow from Basin JC-19L with Design Point X. Flows combine at the southwest corner of Hazelton Drive and Bird Ridge Drive. Flow will continue to the south as gutter flow in Bird Ridge Drive. It is anticipated that at-grade inlets may need to be installed due to street capacity issues.

Design Point FF (Q5=16.4 Q100=31.9) combines flow from Basin JC-19M with Design Point Yp. Flows combine at the northwest corner of Bear Track Point and Bird Ridge Drive. Flow will continue to the south as gutter flow in Bird Ridge Drive. It is anticipated that at-grade inlets may need to be installed due to street capacity issues.

Design Point GG (Q5=16.5, Q100=32.1) combines flow from Basin JC-19K and Design Point FF. Flows combine at the northeast corner of Roundhouse Drive and Bird Ridge Drive. Flow will continue to the east as gutter flow in Roundhouse Drive. It is anticipated that at-grade inlets may need to be installed due to street capacity issues.

Design Point HH (Q5=4.1, Q100=8.4) consists of flow from Basins JC-9C, JC-20D and JC-20E. Flows combine at the northeast corner of Hazelton Drive and Bird Ridge Drive. Flow will continue to the south as gutter flow in Bird Ridge Drive. It is anticipated that at-grade inlets may need to be installed due to street capacity issues.

Design Point II (Q5=5.3, Q100=10.8) combines flow from Basin JC-19O and Design Point HH. Flows combine at the southeast corner of Hazelton Drive and Bird Ridge Drive. Flow will continue to the south as gutter flow in Bird Ridge Drive. It is anticipated that at-grade inlets may need to be installed due to street capacity issues.

Design Point JJ (Q5=7.1, Q100=14.5) combines flow from Basins JC-19N and JC-19Q with Design Point II . Flows combine at the northeast corner of Nutter Butter Point and Bird Ridge Drive. Flow will continue to the south as gutter flow in Bird Ridge Drive. It is anticipated that at-grade inlets may need to be installed due to street capacity issues.

Design Point KK (Q5=8.0, Q100=16.5) combines flow from Basin JC-19S with Design Point JJ . Flows combine at the southeast corner of Nutter Butter Point and Bird Ridge Drive. Flow will continue to the south as gutter flow in Bird Ridge Drive. It is anticipated that at-grade inlets may need to be installed due to street capacity issues.

Design Point LL (Q5=8.9, Q100=18.1) combines flow from Basins JC-19R and JC-19T with Design Point KK . Flows combine at the northeast corner of Turtle Lake Way and Bird Ridge


Drive. Flow will continue to the south as gutter flow in Bird Ridge Drive. It is anticipated that at-grade inlets may need to be installed due to street capacity issues.

Design Point MM (Q5=10.4, Q100=121.1) combines flow from Basins JC-19U with Design Point LL . Flows combine at the southeast corner of Turtle Lake Way and Bird Ridge Drive. Flow will continue to the south as gutter flow in Bird Ridge Drive. It is anticipated that at-grade inlets may need to be installed due to street capacity issues.

Design Point NN (Q5=10.4, Q100=21.0) combines flow from Basin JC-19V with Design Point MM . Flows combine at the northeast corner of Roundhouse Drive and Bird Ridge Drive. Flow will continue to the east as gutter flow in Roundhouse Drive. It is anticipated that at-grade inlets may need to be installed due to street capacity issues.

Design Point RR (Q5=3.6, Q100=6.6) consists of flow from Basins JC-19B and JC-19D. Flows combine at the northwest corner of Roundhouse Drive and Bird Ridge Drive. Flow will continue to the east as gutter flow in Roundhouse Drive.

Design Point OO (Q5=27.1, Q100=53.1) combines flow from Design Points GG, NN and RR at the southwest corner of Schoonover Drive and Big Johnson Drive. Flow will continue to the south as gutter flow in Big Johnson Drive. It is anticipated that at-grade inlets may need to be installed due to street capacity issues.

Design Point PP (Q5=16.0, Q100=32.5) combines flow from Basin JC-21 with Design Point O. Flows combine at the northwest corner of Turtle Lake Way and Big Johnson Drive. Flow will continue to the south as gutter flow in Big Johnson Drive. It is anticipated that at-grade inlets may need to be installed in Big Johnson Drive due to street capacity issues.

Design Point QQ (Q5=45.7, Q100=91.1) combines flow from Basin JC-19W with Design Points PP and OO. Flows combine at the northwest corner of Roundhouse Drive and Big Johnson Drive. Flow will continue to the south as gutter flow in Big Johnson Drive. It is anticipated that at-grade inlets may need to be installed in Big Johnson Drive due to street capacity issues.

Design Point YY (Q5=13.4, Q100=26.6) consists of Basin JC-22. Flow is conveyed as street flow to the south on the east side of Big Johnson Drive, prior to entering Filing No. 1. Flows will be intercepted by one of the storm systems designed in the FDR for Filing No. 1.

Design Point ZZ (Q5=51.2, Q100=102.4) combines flow from Basins JC-19A and JC19-C with Design Point QQ at the northwest corner of Big Johnson Drive and Legacy Drive, prior to entering Filing No. 1. Flows will continue as street flow onto Filing No. 1, where they will eventually be intercepted as part of the storms systems designed in the Filing No. 1 FDR.

Design Point U (Q5=3.6, Q100=15.3) consists of flow from Basin JC-28, residential development, as it enters Filing No. 1 at the northwest corner of Falling Rock Drive and Sunday Gulch Drive. It is anticipated that an at-grade inlet will be needed at this location due to the street capacity limits and flows are included in the design of the Storm System 3 design in Filing No. 1 FDR.

Design Point V (Q5=3.3, Q100=6.4) consists of flow from Basin JC-7, residential development, as it enters Filing No. 1 at the southwest corner of Falling Rock Drive and Sunday Gulch Drive.


Flows from this basin do not exceed street capacity requirements and will be directed around the intersection and continue south as gutter flow along Sunday Gulch Drive. These flows were accounted for in the Filing No. 1 FDR.

Design Point Z (Q5=3.4, Q100=8.1) consists of flow from Basin JC-40, which is residential and

road basin entering the site on the west side of Lazy Ridge Drive, entering Filing No. 1, just north of the Buffalo Horn intersection.

Design Point AA (Q5=1.2, Q100=2.4) consists of flow from Basin JC-46, which is a road basin entering the site on the east side of Lazy Ridge Drive. Flows will enter Filing No. 1, just north of the intersection with Buffalo Horn Drive.

Design Point BB (Q5=7.4, Q100=17.5) consists of flow from Basins JC-38 and JC-39. This is a

low point located on the west side of Lazy Ridge Drive. A sump inlet will be installed to intercept these flows and connect to Storm System 2, designed as part of Filing No. 1 FDR.

Design Point CC (Q5=7.4, Q100=24.2) consists of flow from Basins JC-44 and JC-45 with any flow by from Design Point BB. A sump inlet will be installed to intercept these flows and connect to Storm System 2, designed as part of Filing No. 1 FDR.

Design Point DD (Q5=2.3, Q100=5.4) consists of flow from Basin JC-74, flow from the north portion of Wagon Hammer Drive on the west half of the street. This flow enters Filing No. 1 development. An at-grade inlet will be installed due to street capacity requirements. This has been designed as part of Storm System 2 in the Filing No. 1 FDR.

Design Point EE (Q5=1.5, Q100=3.4) consists of flow from Basin JC-75, flow from the north

portion of Wagon Hammer Drive on the east half of the street. This flow enters the Filing No. 1 development. An at-grade inlet will be installed due to street capacity requirements. This has been designed as part of Storm System 2 in the Filing No. 1 FDR.

DRAINAGE FACILITY DESIGN

General Concept The Trails at Aspen Ridge is located within the Big Johnson and Jimmy Camp Creek Drainage Basins. Approximately one-third of the site drains towards the west in the Big Johnson Basin and the remaining area drains towards the east in the Jimmy Camp Basin.


Storm Sewer System All development is anticipated to be urban and will include storm sewer and street inlets. Storm sewers collect storm water runoff and convey the runoff to water quality/detention facilities prior to discharging. As commercial and residential development continues in this area, there will be a need for storm system design. Final Plat submittals will include details concerning inlet location, storm sewer sizing and locations as part of the Final Drainage Report for each submittal.

On-Site Water Quality & Detention There are two water quality/detention ponds for the Trails at Aspen Ridge development. These facilities will provide water quality and detention for proposed improvements. These structures are private and will be maintained by Waterview II Metropolitan District. The East Pond is being designed as part of the Filing No. 1 development, which is currently under review. The West Pond will have final design calculations done at time of Final Plat. Outlet structures, fore bays, trickle channels, etc. will be constructed when final construction drawings are approved with the Final Plat submittal. Temporary Sediment Basins shown will remain in place until full construction of the Extended Detention Basins and final stabilization has been achieved. There are two proposed water quality facilities (Rain Gardens) to treat areas which could not reach either of the two detention ponds, prior to exiting the development, to treat the smaller “edge” areas which cannot make it to the detention facilities prior to exiting the site. These facilities are private and will be maintained by Waterview II Metropolitan District. Dam Breach Analysis A Non-Jurisdictional Water Impoundment Structure application to the Colorado State Engineer has been sent to the state for review. A copy of this application and state review letter has been included in the appendix with the design calculations for the detention pond. The state review had no negative impact to the proposed design.

Offsite Analysis The Jimmy Camp Basins, will all release into Filing No. 1 for The Trails as Aspen Ridge Filing No. 1. The Final Plat and Final Drainage Report for this site addresses the offsite issues for this drainage basin. The Big Johnson Basins, release at two different locations. The first will be at the southwest corner of the site. Flows will release through a proposed rain garden, to achieve the necessary water quality and then continue through the existing road side ditch along Powers Boulevard to the south. The second location is the existing 60” cmp under Powers Boulevard. The West Pond will release rates, less than existing directly to the culvert crossing location. Based on these conditions, there would be no adverse impacts to any downstream facilities within the Big Johnson Drainage Basin.

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.


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 and handle their own detention and water quality needs. Existing drainage paths have been maintained as much as possible to also help reduce overall impacts from the site. The WQCV is treated through extended detention basins. 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. 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 swales, which are adequate to handle existing release 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. 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 & MAINTENANCE Both the Big Johnson and Jimmy Camp Creek Drainage Basins are part of the El Paso County drainage basin fee program. All applicable fees will be presented in the Final Drainage Reports.

Drainage Infrastructure Costs A presentation of accurate, complete and current estimate of cost proposed facilities will be presented with the Final Drainage Report.

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. These basins were designed and approved as part of the Early Grading Permit for Waterview East. These facilities will remain until permanent ponds/WQ facilities have been built.

SUMMARY Development within the site is to be single family residential. Approximately 1/3 of the site is within the Big Johnson Basin. Flows will release through 1 of two existing culverts under Powers Boulevard. The West Pond will be located directly upstream of one of the two Powers Boulevard crossings to ensure flows are being kept at historic levels prior to reaching the Big Johnson Reservoir. The Jimmy Camp Basins will have several locations where flows are being released onto The Trails at Aspen Ridge Filing No. 1 development. Filing No. 1 will have a detention pond to ensure only historic flows are being released offsite.


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

2. Master Development Drainage Plan for Waterview, May 2006. Prepared by Merrick & Co.

3. “Big Johnson Reservoir/Crews Gulch Drainage Basin Planning Study”, Kiowa Engineering

Corporation, September 1991.

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

5. Flood Insurance Rate Study for El Paso County, Colorado and Incorporated Areas. Federal Emergency Management Agency, Revised March 17, 1997.

6. “City of Colorado Springs Drainage Criteria Manual, Volume 2: Stormwater Quality Policies,

Procedures and Best Management Practices (BMPs)” May 2014.

7. “Engineering Criteria Manual El Paso County” January 9, 2006, Revised July 29, 2015.

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

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

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

11. “Amendment to Waterview Master Drainage Development Plan” July 21, 2014. Prepared by Springs Engineering.

12. “Waterview East Preliminary Drainage Report” June 28, 2018. Prepared by Stantec Consulting.

13. “The Trails at Aspen Ridge Filing No. 1 Final Drainage Report” December 21, 2018. Prepared by Stantec Consulting.


Figure 1: Vicinity Map

20110

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REFLECTOR

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CDOT MON PT NO2542

Figure No.

Client/Project

Title

COLA, LLCTRAILS AT ASPEN RIDGE

VICINITY MAP

181710415

1.0

DECEMBER, 2018

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

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U.G.G.

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ASPEN RIDGE BOUNDARY

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OPEN SPACE

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WEST POND

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FUTURE POWERS INTERCHANGE

AutoCAD SHX Text

THE TRAILS AT ASPEN RIDGE FILING NO. 1 BOUNDARY

AutoCAD SHX Text

POWERS BOULEVARD


Figure 2: FIRM Map



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 21, 2017

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

4289

200

4289

300

4289

400

4289

500

4289

600

4289

700

4289

800

4289

900

4290

000

4290

100

4290

200

4290

300

4290

400

4290

500

4289

200

4289

300

4289

400

4289

500

4289

600

4289

700

4289

800

4289

900

4290

000

4290

100

4290

200

4290

300

4290

400

4290

500

527500 527600 527700 527800 527900 528000 528100 528200 528300 528400

527500 527600 527700 527800 527900 528000 528100 528200 528300 528400

38° 45' 46'' N10

4° 4

1' 2

'' W38° 45' 46'' N

104°

40'

19'

' W

38° 45' 2'' N

104°

41'

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38° 45' 2'' N

104°

40'

19'

' W

N

Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS840 300 600 1200 1800

Feet0 50 100 200 300

MetersMap Scale: 1:6,740 if printed on A portrait (8.5" x 11") sheet.

Soil Map may not be valid at this scale.

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7

Map Unit Legend

El Paso County Area, Colorado (CO625)

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

8 Blakeland loamy sand, 1 to 9percent slopes

17.1 8.3%

31 Fort Collins loam, 3 to 8 percentslopes

0.0 0.0%

52 Manzanst clay loam, 0 to 3percent slopes

21.0 10.2%

56 Nelson-Tassel fine sandyloams, 3 to 18 percent slopes

137.8 67.0%

86 Stoneham sandy loam, 3 to 8percent slopes

5.7 2.8%

108 Wiley silt loam, 3 to 9 percentslopes

24.3 11.8%

Totals for Area of Interest 205.8 100.0%

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 not

Custom Soil Resource Report

8

mentioned 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,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

8—Blakeland loamy sand, 1 to 9 percent slopes

Map Unit SettingNational map unit symbol: 369vElevation: 4,600 to 5,800 feetMean annual precipitation: 14 to 16 inchesMean annual air temperature: 46 to 48 degrees FFrost-free period: 125 to 145 daysFarmland classification: Not prime farmland

Map Unit CompositionBlakeland and similar soils: 85 percentEstimates are based on observations, descriptions, and transects of the mapunit.

Description of Blakeland

SettingLandform: Flats, hillsLandform position (three-dimensional): Side slope, talfDown-slope shape: LinearAcross-slope shape: LinearParent material: Alluvium derived from sedimentary rock and/or eolian deposits

derived from sedimentary rock

Typical profileA - 0 to 11 inches: loamy sandAC - 11 to 27 inches: loamy sandC - 27 to 60 inches: sand

Properties and qualitiesSlope: 1 to 9 percentDepth to restrictive feature: More than 80 inchesNatural drainage class: Somewhat excessively drainedRunoff class: LowCapacity of the most limiting layer to transmit water (Ksat): High to very high (5.95

to 19.98 in/hr)Depth to water table: More than 80 inchesFrequency of flooding: NoneFrequency of ponding: NoneCalcium carbonate, maximum in profile: 5 percentAvailable water storage in profile: Low (about 4.5 inches)

Interpretive groupsLand capability classification (irrigated): 3eLand capability classification (nonirrigated): 6eHydrologic Soil Group: AEcological site: Sandy Foothill (R049BY210CO)Hydric soil rating: No

Minor Components

Other soilsPercent of map unit: Hydric soil rating: No


10

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

31—Fort Collins loam, 3 to 8 percent slopes

Map Unit SettingNational map unit symbol: 3684Elevation: 5,200 to 6,500 feetMean annual precipitation: 14 to 16 inchesMean annual air temperature: 48 to 52 degrees FFarmland classification: Not prime farmland

Map Unit CompositionFort collins and similar soils: 85 percentEstimates are based on observations, descriptions, and transects of the mapunit.

Description of Fort Collins

SettingLandform: HillsLandform position (three-dimensional): Side slopeDown-slope shape: LinearAcross-slope shape: LinearParent material: Loamy alluvium

Typical profileA - 0 to 9 inches: loamBt - 9 to 16 inches: clay loamBk - 16 to 21 inches: clay loamCk - 21 to 60 inches: loam

Properties and qualitiesSlope: 3 to 8 percentDepth to restrictive feature: More than 80 inchesNatural drainage class: Well drainedRunoff class: MediumCapacity of the most limiting layer to transmit water (Ksat): Moderately high to

high (0.57 to 2.00 in/hr)Depth to water table: More than 80 inchesFrequency of flooding: NoneFrequency of ponding: NoneCalcium carbonate, maximum in profile: 15 percentSalinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0

mmhos/cm)Available water storage in profile: High (about 10.1 inches)

Interpretive groupsLand capability classification (irrigated): None specified


11

Land capability classification (nonirrigated): 6eHydrologic Soil Group: BEcological site: Loamy Plains (R067BY002CO)Other vegetative classification: LOAMY PLAINS (069AY006CO)Hydric soil rating: No

Minor Components



52—Manzanst clay loam, 0 to 3 percent slopes

Map Unit SettingNational map unit symbol: 2w4nrElevation: 4,060 to 6,660 feetMean annual precipitation: 14 to 16 inchesMean annual air temperature: 50 to 54 degrees FFrost-free period: 130 to 170 daysFarmland classification: Prime farmland if irrigated

Map Unit CompositionManzanst and similar soils: 85 percentMinor components: 15 percentEstimates are based on observations, descriptions, and transects of the mapunit.

Description of Manzanst

SettingLandform: Terraces, drainagewaysLandform position (three-dimensional): TreadDown-slope shape: LinearAcross-slope shape: Linear, concaveParent material: Clayey alluvium derived from shale

Typical profileA - 0 to 3 inches: clay loamBt - 3 to 12 inches: clayBtk - 12 to 37 inches: clayBk1 - 37 to 52 inches: clayBk2 - 52 to 79 inches: clay

Properties and qualitiesSlope: 0 to 3 percentDepth to restrictive feature: More than 80 inches


12

Natural drainage class: Well drainedCapacity of the most limiting layer to transmit water (Ksat): Moderately low to

moderately high (0.06 to 0.20 in/hr)Depth to water table: More than 80 inchesFrequency of flooding: NoneFrequency of ponding: NoneCalcium carbonate, maximum in profile: 15 percentGypsum, maximum in profile: 3 percentSalinity, maximum in profile: Slightly saline (4.0 to 7.0 mmhos/cm)Sodium adsorption ratio, maximum in profile: 10.0Available water storage in profile: High (about 9.0 inches)

Interpretive groupsLand capability classification (irrigated): 3eLand capability classification (nonirrigated): 4cHydrologic Soil Group: CEcological site: Saline Overflow (R067BY037CO)Hydric soil rating: No

Minor Components

RitoazulPercent of map unit: 7 percentLandform: Drainageways, interfluvesLandform position (three-dimensional): RiseDown-slope shape: LinearAcross-slope shape: LinearEcological site: Clayey Plains (R067BY042CO)Hydric soil rating: No

ArvadaPercent of map unit: 6 percentLandform: Drainageways, interfluvesDown-slope shape: LinearAcross-slope shape: LinearEcological site: Salt Flat (R067XY033CO)Hydric soil rating: No

WileyPercent of map unit: 2 percentLandform: InterfluvesDown-slope shape: LinearAcross-slope shape: LinearEcological site: Loamy Plains (R067BY002CO)Hydric soil rating: No

56—Nelson-Tassel fine sandy loams, 3 to 18 percent slopes

Map Unit SettingNational map unit symbol: 3690Elevation: 5,600 to 6,400 feet


13

Mean annual precipitation: 12 to 14 inchesMean annual air temperature: 48 to 52 degrees FFrost-free period: 135 to 155 daysFarmland classification: Not prime farmland

Map Unit CompositionNelson and similar soils: 45 percentTassel and similar soils: 30 percentEstimates are based on observations, descriptions, and transects of the mapunit.

Description of Nelson

SettingLandform: HillsLandform position (three-dimensional): Crest, side slopeDown-slope shape: LinearAcross-slope shape: LinearParent material: Calcareous residuum weathered from interbedded sedimentary

rock

Typical profileA - 0 to 5 inches: fine sandy loamCk - 5 to 23 inches: fine sandy loamCr - 23 to 27 inches: weathered bedrock

Properties and qualitiesSlope: 3 to 12 percentDepth to restrictive feature: 20 to 40 inches to paralithic bedrockNatural drainage class: Well drainedRunoff class: MediumCapacity of the most limiting layer to transmit water (Ksat): Moderately low to high

(0.06 to 2.00 in/hr)Depth to water table: More than 80 inchesFrequency of flooding: NoneFrequency of ponding: NoneCalcium carbonate, maximum in profile: 10 percentSalinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0

mmhos/cm)Available water storage in profile: Very low (about 2.8 inches)

Interpretive groupsLand capability classification (irrigated): 4eLand capability classification (nonirrigated): 6eHydrologic Soil Group: BEcological site: Shaly Plains (R067BY045CO)Other vegetative classification: SHALY PLAINS (069AY046CO)Hydric soil rating: No

Description of Tassel

SettingLandform: HillsLandform position (three-dimensional): Crest, side slopeDown-slope shape: LinearAcross-slope shape: LinearParent material: Calcareous slope alluvium over residuum weathered from

sandstone


14

Typical profileA - 0 to 4 inches: fine sandy loamC - 4 to 10 inches: fine sandy loamCr - 10 to 14 inches: weathered bedrock

Properties and qualitiesSlope: 3 to 18 percentDepth to restrictive feature: 6 to 20 inches to paralithic bedrockNatural drainage class: Well drainedRunoff class: MediumCapacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20

to 0.60 in/hr)Depth to water table: More than 80 inchesFrequency of flooding: NoneFrequency of ponding: NoneCalcium carbonate, maximum in profile: 10 percentAvailable water storage in profile: Very low (about 1.2 inches)

Interpretive groupsLand capability classification (irrigated): None specifiedLand capability classification (nonirrigated): 6sHydrologic Soil Group: DEcological site: Shaly Plains (R067BY045CO)Other vegetative classification: SHALY PLAINS (069AY046CO)Hydric soil rating: No

Minor Components



86—Stoneham sandy loam, 3 to 8 percent slopes

Map Unit SettingNational map unit symbol: 36b2Elevation: 5,100 to 6,500 feetMean annual precipitation: 13 to 15 inchesMean annual air temperature: 48 to 52 degrees FFrost-free period: 135 to 155 daysFarmland classification: Not prime farmland

Map Unit CompositionStoneham and similar soils: 85 percent


15

Estimates are based on observations, descriptions, and transects of the mapunit.

Description of Stoneham

SettingLandform: HillsLandform position (three-dimensional): Side slopeDown-slope shape: LinearAcross-slope shape: LinearParent material: Calcareous loamy alluvium

Typical profileA - 0 to 4 inches: sandy loamBt - 4 to 8 inches: sandy clay loamBtk - 8 to 11 inches: sandy clay loamCk - 11 to 60 inches: loam




Interpretive groupsLand capability classification (irrigated): 3eLand capability classification (nonirrigated): 4eHydrologic Soil Group: BEcological site: Sandy Plains (R067BY024CO)Other vegetative classification: SANDY PLAINS (069AY026CO)Hydric soil rating: No

Minor Components




16

108—Wiley silt loam, 3 to 9 percent slopes

Map Unit SettingNational map unit symbol: 367bElevation: 5,200 to 6,200 feetMean annual precipitation: 12 to 14 inchesMean annual air temperature: 48 to 52 degrees FFrost-free period: 135 to 155 daysFarmland classification: Not prime farmland

Map Unit CompositionWiley and similar soils: 85 percentEstimates are based on observations, descriptions, and transects of the mapunit.

Description of Wiley

SettingLandform: HillsLandform position (three-dimensional): Side slopeDown-slope shape: LinearAcross-slope shape: LinearParent material: Calcareous silty eolian deposits

Typical profileA - 0 to 4 inches: silt loamBt - 4 to 16 inches: silt loamBk - 16 to 60 inches: silt loam




Interpretive groupsLand capability classification (irrigated): 4eLand capability classification (nonirrigated): 6eHydrologic Soil Group: BEcological site: Loamy Plains (R067BY002CO)Other vegetative classification: LOAMY PLAINS (069AY006CO)Hydric soil rating: No


17

Minor Components




18


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

ffsi

te B

asin

Nor

th o

f B

radl

ey R

d0.

1614

.40

300

0.1

13.7

568

50.

0642

4N

early

bar

e g

roun

d 10

.00

2.53

4.51

18.2

6N

O98

5.00

15.4

7C

heck

18.3

OS

-13

Off

ite P

ortio

n of

Bas

in B

JD-1

3 in

M

DD

P0.

1615

.06

300

0.07

6667

15.0

178

50.

0642

4N

early

bar

e g

roun

d 10

.00

2.53

5.16

20.1

7N

O10

85.0

016

.03

Che

ck20

.2

OS

-3O

ffsi

te P

ortio

n of

Bas

in J

CD

-1 in

M

DD

P0.

161.

5030

00.

0685

715

.57

500.

0642

4N

early

bar

e g

roun

d 10

.00

2.53

0.33

15.9

0N

O35

0.00

11.9

4C

heck

15.9

OS

-4O

ffsi

te P

ortio

n of

Bas

in J

CD

-1 in

M

DD

P0.

1617

.38

300

0.1

13.7

554

50.

0642

4N

early

bar

e g

roun

d 10

.00

2.53

3.58

17.3

3N

O84

5.00

14.6

9C

heck

17.3

BJD

-13A

Por

tion

of B

asin

BJD

-13

in M

DD

P0.

166.

8130

00.

0766

6715

.01

156

0.04

864

Nea

rly b

are

gro

und

10.0

02.

201.

1816

.19

NO

456.

0012

.53

Che

ck16

.2

BJD

-13

Ons

ite P

ortio

n of

Bas

in B

JD-1

3 in

M

DD

P0.

1629

.93

300

0.03

6667

19.1

512

400.

0450

4N

early

bar

e g

roun

d 10

.00

2.12

9.74

28.8

9N

O15

40.0

018

.56

Che

ck28

.9

JCD

-2B

asin

JC

D-2

in M

DD

P0.

169.

2521

50.

1674

49.

8296

50.

0352

5G

rass

ed w

ater

way

15

.00

2.82

5.71

15.5

3N

O11

80.0

016

.56

Che

ck15

.5

JCD

-3O

nsite

Por

tion

of B

asin

JC

D-1

in

MD

DP

0.16

23.0

230

00.

0814

.80

1150

0.05

925

Gra

ssed

wat

erw

ay

15.0

03.

655.

2520

.05

NO

1450

.00

18.0

6C

heck

20.1

JCD

-4O

nsite

Por

tion

of B

asin

JC

D-1

in

MD

DP

0.16

48.0

230

00.

0866

6714

.41

1710

0.06

253

Sho

rt p

astu

re a

nd

law

ns

7.00

1.75

16.2

930

.70

NO

2010

.00

21.1

7C

heck

30.7

JCD

-1A

Por

tion

of B

asin

JC

D-1

in M

DD

P0.

164.

9130

00.

0866

6714

.41

00.

0625

3S

hort

pas

ture

and

la

wns

7.

001.

750.

0014

.41

NO

300.

0011

.67

Che

ck14

.4

Notes:

UD

FC

D T

able

RO

-2

Lan

d S

urfa

ce C

oeff

icie

nts

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 g

roun

d 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

The

Tra

ils a

t A

spen

Rid

ge

Exi

stin

g C

ondi

tions

INITIAL/OVE

RLAN

D FLO

W(ti)

12/1

8/20

18C

MD

CK

C

(tt)

Tc CHEC

K(Urban

ized

basins)

U:\

1817

1041

5\re

cord

\rep

orts

\dra

inag

e_re

port

\PD

R -

Fili

ngs

2 th

ru 5

\Cal

cs\R

atio

nal M

etho

d -

SF

- E

xist

ing.

xlsx

Pag

e 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

ced

ure

)P

roje

ct:

Cre

ated

by:

Dat

e:

Sec

tion:

Che

cked

by:

D

ate:

D

esig

n S

torm

: 5-

yrP

=1.

50in

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)

(2)

(3)

(4)

(5)

(6)

(7)

(8)

(9)

(10)

(11)

(12)

(13)

(14)

(15)

(16)

(17)

(18)

(19)

(20)

(21)

(22)

Offs

ite B

asin

Nor

th o

f B

radl

ey R

dO

S-1

14.4

00.

1618

.26

2.30

3.09

7.13

Offi

te P

ortio

n of

Bas

in B

JD-

13 in

MD

DP

OS

-13

15.0

60.

1620

.17

2.41

2.94

7.08

Offs

ite P

ortio

n of

Bas

in J

CD

-1

in M

DD

PO

S-3

1.50

0.16

15.9

00.

243.

310.

79

Offs

ite P

ortio

n of

Bas

in J

CD

-1

in M

DD

PO

S-4

17.3

80.

1617

.33

2.78

3.17

8.83

Por

tion

of B

asin

BJD

-13

in

MD

DP

BJD

-13A

6.81

0.16

16.1

91.

093.

283.

58

Ons

ite P

ortio

n of

Bas

in B

JD-

13 in

MD

DP

BJD

-13

29.9

30.

1628

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4.79

2.41

11.5

2

Bas

in J

CD

-2 in

MD

DP

JCD

-29.

250.

1615

.53

1.48

3.35

4.96

Ons

ite P

ortio

n of

Bas

in J

CD

-1

in M

DD

PJC

D-3

23.0

20.

1615

.53

3.68

3.35

12.3

4

Ons

ite P

ortio

n of

Bas

in J

CD

-1

in M

DD

PJC

D-4

48.0

20.

1630

.70

7.68

2.32

17.8

4

Por

tion

of B

asin

JC

D-1

in

MD

DP

JCD

-1A

4.91

0.16

14.4

10.

783.

472.

72

12/1

8/20

18C

KC

DESIGN POINT

LO

CA

TIO

N

DIR

EC

T R

UN

OF

F

Wat

ervi

ew E

ast

Exi

stin

g C

ondi

tions

CM

D

RE

MA

RK

S

TO

TA

L R

UN

OF

FS

TR

EE

TP

IPE

TR

AV

EL

TIM

E

U:\

1817

1041

5\re

cord

\rep

orts

\dra

ina

ge

_re

po

rt\P

DR

- F

ilin

gs

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5\C

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\Rat

iona

l Met

hod

- S

F -

Exi

stin

g.xl

sxP

age

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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

ced

ure

)P

roje

ct:

Cre

ated

by:

Dat

e:

Sec

tion:

Che

cked

by:

D

ate:

12

/18/

2018

CK

CW

ater

view

Eas

tE

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)

(2)

(3)

(4)

(5)

(6)

(7)

(8)

(9)

(10)

(11)

(12)

(13)

(14)

(15)

(16)

(17)

(18)

(19)

(20)

(21)

(22)

Offs

ite B

asin

Nor

th o

f B

radl

ey R

dO

S-1

14.4

00.

9518

.26

13.6

85.

2071

.11

Offi

te P

ortio

n of

Bas

in B

JD-

13 in

MD

DP

OS

-13

15.0

60.

5120

.17

7.68

4.93

37.9

0

Offs

ite P

ortio

n of

Bas

in J

CD

-1

in M

DD

PO

S-3

1.50

0.51

15.9

00.

775.

564.

26

Offs

ite P

ortio

n of

Bas

in J

CD

-1

in M

DD

PO

S-4

17.3

80.

5117

.33

8.86

5.33

47.2

7

Por

tion

of B

asin

BJD

-13

in

MD

DP

BJD

-13A

6.81

0.51

16.1

93.

475.

5219

.16

Ons

ite P

ortio

n of

Bas

in B

JD-

13 in

MD

DP

BJD

-13

29.9

30.

5128

.89

15.2

64.

0461

.71

Bas

in J

CD

-2 in

MD

DP

JCD

-29.

250.

5115

.53

4.72

5.63

26.5

5

Ons

ite P

ortio

n of

Bas

in J

CD

-1

in M

DD

PJC

D-3

23.0

20.

5120

.05

11.7

44.

9558

.12

Ons

ite P

ortio

n of

Bas

in J

CD

-1

in M

DD

PJC

D-4

48.0

20.

5120

.05

24.4

94.

9512

1.23

Por

tion

of B

asin

JC

D-1

in

MD

DP

JCD

-1A

4.91

0.51

14.4

12.

505.

8314

.58

(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 Q

s(1

9)A

dditi

onal

Flo

w L

engt

h

(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

Long

itudi

nal S

lope

(20)

Str

eet

or P

ipe

Vel

ocity

(3)

Ent

er t

he 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 O

verla

nd F

low

(21)

=C

olum

n 15

OR

Col

umn

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

lin

ked

to C

-Val

ue S

heet

(11)

Add

the

C.A

. V

alue

s C

olum

n 7

to g

et t

he c

umm

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.

Val

ues

(18)

Add

ition

al P

ipe

Siz

e

(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

DESIGN POINT

DIR

EC

T R

UN

OF

FT

OT

AL

RU

NO

FF

ST

RE

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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)

Jimmy Camp Creek BasinA OS-1 2.30 13.68 18.3 3.1 5.3 7.0 73.1

2.30 13.68 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)Ditch 455 4.1 1.8 20.1

D OS-3 0.24 0.77 15.9 3.3 5.7 0.8 4.4


E OS-4 2.78 8.86 20.1 2.9 5.1 14.8 45.0DP A 2.30 0.00


B-1 JCD-3 3.68 11.74 20.1 2.9 5.1 11.4 63.6DP D 0.24 0.77


B-2 JCD-4 7.68 24.49 30.7 2.3 4.0 29.2 133.2DP E 5.09 8.86


JCD-C JCD-2 1.48 4.72 15.5 3.3 5.8 4.9 27.3

1.48 4.72 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)4.9 0.0 15.5

C-1 JCD-1A 2.31 2.60 11.5 3.8 6.7 8.8 17.3

2.31 2.60 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)Channel 0 4.0 0.0 11.5

Big Johnson BasinB BJD-13A 1.09 3.47 16.2 3.2 5.7 3.5 19.7


M-1 OS-13 2.41 7.68 20.2 2.9 5.1 7.0 38.9


BJD-M BJD-13 4.79 15.26 28.9 2.4 4.1 17.1 95.0DP M-1 2.41 7.68


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

The Trails at Aspen Ridge

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


Appendix C: Proposed Hydrology Calculations

Ru

no

ff C

oef

fici

ents

(C

-Val

ues

)P

roje

ct:

Dat

e:

Sec

tion:

Dat

e:

Sub‐Ba

sin Data

Compo

site C

Parks

Playgrou

nds

Res (1/6 Ac

or less)

Basin ID

Descriptio

nTo

tal

Area

(ac)

C 5C 1

00C 5

C 100

Area

(ac)

C 5C 1

00

Area

(ac)

C 5C 1

00

Area

(ac)

C 5C 1

00

Area

(ac)

C 5C 1

00

Area

(ac)

C 5C 1

00

Area

(ac)

C 5C 1

00

Area

(ac)

C 5C 1

00

Area

(ac)

OS

-1O

ffsite

- F

ut C

omm

erci

al12

.73

0.81

0.88

0.12

0.39

0.00

0.16

0.41

0.00

0.81

0.88

12.7

30.

900.

960.

000.

090.

360.

000.

490.

620.

000.

450.

590.

000.

380.

550.

00

JIM

MY

CA

MP

CR

EE

K B

AS

IN

JC-1

Bra

dley

& R

oads

ide

Ditc

h1.

420.

700.

810.

120.

390.

000.

160.

410.

000.

810.

880.

000.

900.

961.

070.

09

0.36

0.35

0.49

0.62

0.00

0.45

0.59

0.00

0.38

0.55

0.00

JC-2

Bra

dley

& R

oads

ide

Ditc

h3.

030.

760.

860.

120.

390.

000.

160.

410.

000.

810.

880.

000.

900.

962.

520.

09

0.36

0.51

0.49

0.62

0.00

0.45

0.59

0.00

0.38

0.55

0.00

JC-3

Bla

ckm

er &

Mul

ti-F

amily

0.32

0.69

0.79

0.12

0.39

0.00

0.16

0.41

0.00

0.81

0.88

0.00

0.90

0.96

0.16

0.0

90.

360.

000.

490.

620.

160.

450.

590.

000.

380.

550.

00

JC-4

Bra

dley

& R

oads

ide

Ditc

h0.

900.

770.

860.

120.

390.

000.

160.

410.

000.

810.

880.

000.

900.

960.

750.

09

0.36

0.15

0.49

0.62

0.00

0.45

0.59

0.00

0.38

0.55

0.00

JC-5

AP

ortio

ns o

f Bul

l Run

, Fro

ntsi

de, C

omm

erci

al a

nd

Mul

ti-F

amily

3.62

0.59

0.70

0.12

0.39

0.00

0.16

0.41

0.00

0.81

0.88

0.00

0.90

0.96

0.91

0.0

90.

360.

000.

490.

622.

720.

450.

590.

000.

380.

550.

00

JC-5

BP

ortio

ns o

f Fro

ntsi

de0.

790.

900.

960.

120.

390.

000.

160.

410.

000.

810.

880.

000.

900.

960.

790.

09

0.36

0.00

0.49

0.62

0.00

0.45

0.59

0.00

0.38

0.55

0.00

JC-5

CP

ortio

ns o

f Bul

l Run

and

Mul

ti-F

amily

0.80

0.90

0.96

0.12

0.39

0.00

0.16

0.41

0.00

0.81

0.88

0.00

0.90

0.96

0.80

0.0

90.

360.

000.

490.

620.

000.

450.

590.

000.

380.

550.

00

JC-5

DP

ortio

ns o

f Fro

ntsi

de0.

390.

900.

960.

120.

390.

000.

160.

410.

000.

810.

880.

000.

900.

960.

390.

09

0.36

0.00

0.49

0.62

0.00

0.45

0.59

0.00

0.38

0.55

0.00

JC-5

EP

ortio

ns o

f Fro

ntsi

de0.

670.

900.

960.

120.

390.

000.

160.

410.

000.

810.

880.

000.

900.

960.

670.

09

0.36

0.00

0.49

0.62

0.00

0.45

0.59

0.00

0.38

0.55

0.00

JC-5

FP

ortio

ns o

f Big

Joh

nson

and

Mul

ti-F

amily

2.21

0.59

0.70

0.12

0.39

0.00

0.16

0.41

0.00

0.81

0.88

0.00

0.90

0.96

0.55

0.0

90.

360.

000.

490.

621.

660.

450.

590.

000.

380.

550.

00

JC-5

GP

ortio

ns o

f Fro

ntsi

de a

nd M

ulti-

Fam

ily0.

260.

590.

710.

120.

390.

000.

160.

410.

000.

810.

880.

000.

900.

960.

070.

09

0.36

0.00

0.49

0.62

0.20

0.45

0.59

0.00

0.38

0.55

0.00

JC-5

HP

ortio

ns o

f Fro

ntsi

de a

nd M

ulti-

Fam

ily0.

540.

600.

710.

120.

390.

000.

160.

410.

000.

810.

880.

000.

900.

960.

180.

09

0.36

0.00

0.49

0.62

0.00

0.45

0.59

0.36

0.38

0.55

0.00

JC-6

AP

ortio

ns o

f Win

ner

Cre

ek &

Mul

ti-F

amily

2.62

0.63

0.73

0.12

0.39

0.00

0.16

0.41

0.00

0.81

0.88

0.00

0.90

0.96

0.66

0.0

90.

360.

000.

490.

622.

960.

450.

590.

000.

380.

55-1

.00

JC-6

BP

ortio

ns o

f Win

ner

Cre

ek &

Mul

ti-F

amily

3.08

0.54

0.66

0.12

0.39

0.00

0.16

0.41

0.00

0.81

0.88

0.00

0.90

0.96

0.39

0.0

90.

360.

000.

490.

622.

700.

450.

590.

000.

380.

550.

00

JC-6

CP

ortio

ns o

f Big

Joh

n, W

inne

r C

reek

& M

ulti-

Fam

ily1.

770.

630.

730.

120.

390.

000.

160.

410.

000.

810.

880.

000.

900.

960.

590.

09

0.36

0.00

0.49

0.62

1.18

0.45

0.59

0.00

0.38

0.55

0.00

JC-7

Fal

lilng

Roc

k &

1/6

Ac

Res

0.86

0.77

0.86

0.12

0.39

0.00

0.16

0.41

0.00

0.81

0.88

0.00

0.90

0.96

0.65

0.0

90.

360.

000.

490.

620.

000.

450.

590.

000.

380.

550.

21

JC-8

AP

ortio

ns o

f Sch

onoo

ver

& M

ulti-

Fam

ily1.

330.

560.

680.

120.

390.

000.

160.

410.

000.

810.

880.

000.

900.

960.

330.

09

0.36

0.00

0.49

0.62

0.56

0.45

0.59

0.00

0.38

0.55

0.43

JC-8

BP

ortio

ns o

f Sch

onoo

ver

0.48

0.90

0.96

0.12

0.39

0.00

0.16

0.41

0.00

0.81

0.88

0.00

0.90

0.96

0.48

0.0

90.

360.

000.

490.

620.

000.

450.

590.

000.

380.

550.

00

JC-8

CP

ortio

ns o

f Bul

l Run

0.13

0.90

0.96

0.12

0.39

0.00

0.16

0.41

0.00

0.81

0.88

0.00

0.90

0.96

0.13

0.0

90.

360.

000.

490.

620.

000.

450.

590.

000.

380.

550.

00

JC-8

DP

ortio

n of

Bul

l Run

0.11

0.90

0.96

0.12

0.39

0.00

0.16

0.41

0.00

0.81

0.88

0.00

0.90

0.96

0.11

0.0

90.

360.

000.

490.

620.

000.

450.

590.

000.

380.

550.

00

JC-8

EP

ortio

n of

Sch

onoo

ver

& M

ulti-

Fam

ily1.

690.

590.

710.

120.

390.

000.

160.

410.

000.

810.

880.

000.

900.

960.

420.

09

0.36

0.00

0.49

0.62

1.27

0.45

0.59

0.00

0.38

0.55

0.00

JC-8

FP

ortio

n of

Sch

onoo

ver

0.26

0.91

0.96

0.12

0.39

0.00

0.16

0.41

0.00

0.81

0.88

0.00

0.90

0.96

0.26

0.0

90.

360.

000.

490.

620.

000.

450.

590.

000.

380.

550.

00

JC-9

AP

ortio

ns o

fLow

line,

Bird

Rid

ge &

Mul

ti-F

amily

1.49

0.59

0.71

0.12

0.39

0.00

0.16

0.41

0.00

0.81

0.88

0.00

0.90

0.96

0.37

0.0

90.

360.

000.

490.

621.

120.

450.

590.

000.

380.

550.

00

JC-9

BP

ortio

n of

Low

line

& M

ulti-

Fam

ily1.

030.

590.

710.

120.

390.

000.

160.

410.

000.

810.

880.

000.

900.

960.

260.

09

0.36

0.00

0.49

0.62

0.77

0.45

0.59

0.00

0.38

0.55

0.00

JC-9

CP

ortio

ns o

f Low

line,

Bird

Rid

ge &

Mul

ti-F

amily

0.54

0.59

0.71

0.12

0.39

0.00

0.16

0.41

0.00

0.81

0.88

0.00

0.90

0.96

0.13

0.0

90.

360.

000.

490.

620.

400.

450.

590.

000.

380.

550.

00

JC-1

2F

ront

side

& L

ands

capi

ng1.

070.

900.

960.

120.

390.

000.

160.

410.

000.

810.

880.

000.

900.

961.

070.

09

0.36

0.00

0.49

0.62

0.00

0.45

0.59

0.00

0.38

0.55

0.00

JC-1

3F

ront

side

& L

ands

capi

ng1.

180.

900.

960.

120.

390.

000.

160.

410.

000.

810.

880.

000.

900.

961.

180.

09

0.36

0.00

0.49

0.62

0.00

0.45

0.59

0.00

0.38

0.55

0.00

JC-1

6AP

ortio

ns o

f Litt

le E

lk, D

rinki

ng H

orse

& 1

/8 R

es2.

220.

500.

640.

120.

390.

000.

160.

410.

000.

810.

880.

000.

900.

960.

440.

09

0.36

0.22

0.49

0.62

0.00

0.45

0.59

1.55

0.38

0.55

0.00

JC-1

6BP

ortio

n of

Litt

le B

ould

er &

1/8

Res

2.16

0.52

0.65

0.12

0.39

0.00

0.16

0.41

0.00

0.81

0.88

0.00

0.90

0.96

0.43

0.0

90.

360.

110.

490.

620.

000.

450.

591.

620.

380.

550.

00

JC-1

6CP

ortio

ns o

f Litt

le B

ould

er, M

oose

Mea

dow

& 1

/8

Res

0.58

0.75

0.84

0.12

0.39

0.00

0.16

0.41

0.00

0.81

0.88

0.00

0.90

0.96

0.38

0.0

90.

360.

000.

490.

620.

000.

450.

590.

190.

380.

550.

00

JC-1

6DP

ortio

ns o

f Litt

le E

lk, D

rinki

ng H

orse

& 1

/8 R

es1.

090.

560.

680.

120.

390.

000.

160.

410.

000.

810.

880.

000.

900.

960.

270.

09

0.36

0.00

0.49

0.62

0.00

0.45

0.59

0.82

0.38

0.55

0.00

JC-1

6EP

ortio

ns o

f Drin

king

Hor

se, M

oose

Mea

dow

&

1/8

Res

1.31

0.68

0.78

0.12

0.39

0.00

0.16

0.41

0.00

0.81

0.88

0.00

0.90

0.96

0.66

0.0

90.

360.

000.

490.

620.

000.

450.

590.

660.

380.

550.

00

Commercial

12/6

/201

8T

he T

rails

at A

spen

Rid

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ropo

sed

Con

ditio

nsC

MD

CK

CC

reat

ed b

y:C

heck

ed b

y:

Streets (Pa

ved)

Neigh

borhoo

ds

(Multi‐Family)

Res (1/8 Ac

or less)

Drainage

U:\1

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0415

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ord\

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Pro

pose

d.xl

sxP

age

1

Sub‐Ba

sin Data

Compo

site C

Parks

Playgrou

nds

Res (1/6 Ac

or less)

Basin ID

Descriptio

nTo

tal

Area

(ac)

C 5C 1

00C 5

C 100

Area

(ac)

C 5C 1

00

Area

(ac)

C 5C 1

00

Area

(ac)

C 5C 1

00

Area

(ac)

C 5C 1

00

Area

(ac)

C 5C 1

00

Area

(ac)

C 5C 1

00

Area

(ac)

C 5C 1

00

Area

(ac)

Commercial

Streets (Pa

ved)

Neigh

borhoo

ds

(Multi‐Family)

Res (1/8 Ac

or less)

Drainage

JC-1

7M

oose

Mea

dow

& L

ands

capi

ng0.

610.

900.

960.

120.

390.

000.

160.

410.

000.

810.

880.

000.

900.

960.

610.

09

0.36

0.00

0.49

0.62

0.00

0.45

0.59

0.00

0.38

0.55

0.00

JC-1

9AP

ortio

n of

Rou

ndho

use

& M

ulti-

Fam

ily1.

220.

690.

790.

120.

390.

000.

160.

410.

000.

810.

880.

000.

900.

960.

610.

09

0.36

0.00

0.49

0.62

0.61

0.45

0.59

0.00

0.38

0.55

0.00

JC-1

9BP

ortio

n of

Rou

ndho

use

0.36

0.90

0.96

0.12

0.39

0.00

0.16

0.41

0.00

0.81

0.88

0.00

0.90

0.96

0.36

0.0

90.

360.

000.

490.

620.

000.

450.

590.

000.

380.

550.

00

JC-1

9CP

ortio

ns o

f Rou

ndho

use,

Moo

se M

eado

w &

M

ulti-

Fam

ily1.

930.

640.

760.

120.

390.

000.

160.

410.

000.

810.

880.

000.

900.

960.

970.

09

0.36

0.00

0.49

0.62

0.00

0.45

0.59

0.00

0.38

0.55

0.97

JC-1

9DP

ortio

n of

Rou

ndho

use

0.40

0.90

0.96

0.12

0.39

0.00

0.16

0.41

0.00

0.81

0.88

0.00

0.90

0.96

0.40

0.0

90.

360.

000.

490.

620.

000.

450.

590.

000.

380.

550.

00

JC-1

9EP

ortio

n of

Bea

r T

rack

& M

ulti-

Fam

ily1.

770.

540.

660.

120.

390.

000.

160.

410.

000.

810.

880.

000.

900.

960.

220.

09

0.36

0.00

0.49

0.62

1.55

0.45

0.59

0.00

0.38

0.55

0.00

JC-1

9FP

ortio

n of

Bea

r T

rack

, Moo

se M

eado

w &

Mul

ti-F

amily

1.56

0.54

0.66

0.12

0.39

0.00

0.16

0.41

0.00

0.81

0.88

0.00

0.90

0.96

0.20

0.0

90.

360.

000.

490.

621.

370.

450.

590.

000.

380.

550.

00

JC-1

9GP

ortio

n of

Bea

r T

rack

0.10

0.88

0.94

0.12

0.39

0.00

0.16

0.41

0.00

0.81

0.88

0.00

0.90

0.96

0.10

0.0

90.

360.

000.

490.

620.

000.

450.

590.

000.

380.

550.

00

JC-1

9HP

ortio

n of

Bea

r T

rack

0.16

0.90

0.96

0.12

0.39

0.00

0.16

0.41

0.00

0.81

0.88

0.00

0.90

0.96

0.16

0.0

90.

360.

000.

490.

620.

000.

450.

590.

000.

380.

550.

00

JC-1

9IP

ortio

n of

Bea

r T

rack

, Par

k &

Mul

ti-F

amily

2.51

0.32

0.53

0.12

0.39

1.88

0.16

0.41

0.00

0.81

0.88

0.00

0.90

0.96

0.63

0.0

90.

360.

000.

490.

620.

000.

450.

590.

000.

380.

550.

00

JC-1

9JP

ortio

n of

Bea

r T

rack

& M

ulti-

Fam

ily0.

150.

590.

710.

120.

390.

000.

160.

410.

000.

810.

880.

000.

900.

960.

040.

09

0.36

0.00

0.49

0.62

0.11

0.45

0.59

0.00

0.38

0.55

0.00

JC-1

9KP

ortio

n of

Bea

r T

rack

, Bird

Rid

ge &

Mul

ti-F

amily

0.19

0.70

0.79

0.12

0.39

0.00

0.16

0.41

0.00

0.81

0.88

0.00

0.90

0.96

0.09

0.0

90.

360.

000.

490.

620.

090.

450.

590.

000.

380.

550.

00

JC-1

9LP

ortio

n of

Haz

elto

n &

Mul

ti-F

amily

0.96

0.57

0.69

0.12

0.39

0.00

0.16

0.41

0.00

0.81

0.88

0.00

0.90

0.96

0.19

0.0

90.

360.

000.

490.

620.

770.

450.

590.

000.

380.

550.

00

JC-1

9MP

ortio

n of

Bird

Rid

ge &

Mul

ti-F

amily

0.98

0.70

0.79

0.12

0.39

0.00

0.16

0.41

0.00

0.81

0.88

0.00

0.90

0.96

0.49

0.0

90.

360.

000.

490.

620.

490.

450.

590.

000.

380.

550.

00

JC-1

9NP

ortio

n of

Bird

Rid

ge0.

190.

890.

960.

120.

390.

000.

160.

410.

000.

810.

880.

000.

900.

960.

190.

09

0.36

0.00

0.49

0.62

0.00

0.45

0.59

0.00

0.38

0.55

0.00

JC-1

9OP

ortio

n of

Haz

elto

n &

Mul

ti-F

amily

0.51

0.57

0.69

0.12

0.39

0.00

0.16

0.41

0.00

0.81

0.88

0.00

0.90

0.96

0.10

0.0

90.

360.

000.

490.

620.

410.

450.

590.

000.

380.

550.

00

JC-1

9PP

ortio

n of

Big

Joh

nson

0.16

0.90

0.96

0.12

0.39

0.00

0.16

0.41

0.00

0.81

0.88

0.00

0.90

0.96

0.16

0.0

90.

360.

000.

490.

620.

000.

450.

590.

000.

380.

550.

00

JC-1

9QP

ortio

n of

Nut

ter

But

ter

& M

ulti-

Fam

ily0.

750.

570.

690.

120.

390.

000.

160.

410.

000.

810.

880.

000.

900.

960.

150.

09

0.36

0.00

0.49

0.62

0.60

0.45

0.59

0.00

0.38

0.55

0.00

JC-1

9RP

ortio

n of

Bird

Rid

ge0.

130.

900.

960.

120.

390.

000.

160.

410.

000.

810.

880.

000.

900.

960.

130.

09

0.36

0.00

0.49

0.62

0.00

0.45

0.59

0.00

0.38

0.55

0.00

JC-1

9SP

ortio

n of

Nut

ter

But

ter

& M

ulti-

Fam

ily0.

480.

570.

690.

120.

390.

000.

160.

410.

000.

810.

880.

000.

900.

960.

100.

09

0.36

0.00

0.49

0.62

0.38

0.45

0.59

0.00

0.38

0.55

0.00

JC-1

9TP

ortio

n of

Tur

tle L

ake

0.23

0.90

0.96

0.12

0.39

0.00

0.16

0.41

0.00

0.81

0.88

0.00

0.90

0.96

0.23

0.0

90.

360.

000.

490.

620.

000.

450.

590.

000.

380.

550.

00

U:\1

8171

0415

\rec

ord\

repo

rts\

drai

nage

_rep

ort\P

DR

- F

iling

s 2

thru

5\C

alcs

\Rat

iona

l Met

hod

- S

F -

Pro

pose

d.xl

sxP

age

2

Sub‐Ba

sin Data

Compo

site C

Parks

Playgrou

nds

Res (1/6 Ac

or less)

Basin ID

Descriptio

nTo

tal

Area

(ac)

C 5C 1

00C 5

C 100

Area

(ac)

C 5C 1

00

Area

(ac)

C 5C 1

00

Area

(ac)

C 5C 1

00

Area

(ac)

C 5C 1

00

Area

(ac)

C 5C 1

00

Area

(ac)

C 5C 1

00

Area

(ac)

C 5C 1

00

Area

(ac)

Commercial

Streets (Pa

ved)

Neigh

borhoo

ds

(Multi‐Family)

Res (1/8 Ac

or less)

Drainage

JC-4

6La

zy R

idge

& 1

/6 A

c R

es0.

420.

590.

720.

120.

390.

000.

160.

410.

000.

810.

880.

000.

900.

960.

170.

09

0.36

0.00

0.49

0.62

0.00

0.45

0.59

0.00

0.38

0.55

0.25

JC-4

7La

zy R

idge

& 1

/6 A

c R

es0.

100.

900.

960.

120.

390.

000.

160.

410.

000.

810.

880.

000.

900.

960.

100.

09

0.36

0.00

0.49

0.62

0.00

0.45

0.59

0.00

0.38

0.55

0.00

JC-4

8W

agon

Ham

mer

& 1

/6 A

c R

es2.

260.

440.

600.

120.

390.

000.

160.

410.

000.

810.

880.

000.

900.

960.

270.

09

0.36

0.00

0.49

0.62

0.00

0.45

0.59

0.00

0.38

0.55

1.99

JC-4

9W

agon

Ham

mer

& 1

/6 A

c R

es1.

050.

430.

950.

120.

390.

000.

160.

410.

000.

810.

880.

000.

900.

960.

100.

09

0.36

0.00

0.49

0.62

0.00

0.45

0.59

0.00

0.38

0.95

0.95

JC-7

1F

utur

e C

omm

erci

al8.

770.

810.

880.

120.

390.

000.

160.

410.

000.

810.

888.

770.

900.

960.

000.

09

0.36

0.00

0.49

0.62

0.00

0.45

0.59

0.00

0.38

0.55

0.00

JC-7

4W

agon

Ham

mer

& 1

/6 A

c R

es1.

250.

430.

590.

120.

390.

000.

160.

410.

000.

810.

880.

000.

900.

960.

120.

09

0.36

0.00

0.49

0.62

0.00

0.45

0.59

0.00

0.38

0.55

1.13

JC-7

5W

agon

Ham

mer

& 1

/6 A

c R

es0.

710.

470.

620.

120.

390.

000.

160.

410.

000.

810.

880.

000.

900.

960.

120.

09

0.36

0.00

0.49

0.62

0.00

0.45

0.59

0.00

0.38

0.55

0.59

JC-7

7F

utur

e C

omm

erci

al2.

410.

810.

880.

120.

390.

000.

160.

410.

000.

810.

882.

410.

900.

960.

000.

09

0.36

0.00

0.49

0.62

0.00

0.45

0.59

0.00

0.38

0.55

0.00

BIG

JO

HN

SO

N B

AS

IN

BJ-

1AS

idew

inde

r &

1/6

Ac

Res

0.52

0.64

0.76

0.12

0.39

0.00

0.12

0.39

0.00

0.81

0.88

0.00

0.90

0.96

0.26

0.0

90.

360.

000.

490.

620.

000.

450.

590.

000.

380.

550.

26

BJ-

1BS

idew

inde

r &

1/6

Ac

Res

0.69

0.64

0.75

0.12

0.39

0.00

0.12

0.39

0.00

0.81

0.88

0.00

0.90

0.96

0.35

0.0

90.

360.

000.

490.

620.

000.

450.

590.

000.

380.

550.

35

BJ-

1CS

idew

inde

r &

1/6

Ac

Res

1.65

0.64

0.76

0.12

0.39

0.00

0.12

0.39

0.00

0.81

0.88

0.00

0.90

0.96

0.83

0.0

90.

360.

000.

490.

620.

000.

450.

590.

000.

380.

550.

82

BJ-

2AS

idew

inde

r &

1/6

Ac

Res

2.36

0.55

0.69

0.12

0.39

0.00

0.12

0.39

0.00

0.81

0.88

0.00

0.90

0.96

0.79

0.0

90.

360.

000.

490.

620.

000.

450.

590.

000.

380.

551.

57

BJ-

2BS

idew

inde

r 0.

320.

900.

960.

120.

390.

000.

120.

390.

000.

810.

880.

000.

900.

960.

320.

09

0.36

0.00

0.49

0.62

0.00

0.45

0.59

0.00

0.38

0.55

0.00

BJ-

2CS

idew

inde

r 0.

260.

900.

960.

120.

390.

000.

120.

390.

000.

810.

880.

000.

900.

960.

260.

09

0.36

0.00

0.49

0.62

0.00

0.45

0.59

0.00

0.38

0.55

0.00

BJ-

2DS

idew

inde

r 0.

180.

900.

960.

120.

390.

000.

120.

390.

000.

810.

880.

000.

900.

960.

180.

09

0.36

0.00

0.49

0.62

0.00

0.45

0.59

0.00

0.38

0.55

0.00

BJ-

3S

idew

inde

r &

1/6

Ac

Res

0.09

0.92

0.98

0.12

0.39

0.00

0.12

0.39

0.00

0.81

0.88

0.00

0.90

0.96

0.09

0.0

90.

360.

000.

490.

620.

000.

450.

590.

000.

380.

550.

00

BJ-

4S

idew

inde

r &

1/6

Ac

Res

0.07

0.91

0.97

0.12

0.39

0.00

0.12

0.39

0.00

0.81

0.88

0.00

0.90

0.96

0.07

0.0

90.

360.

000.

490.

620.

000.

450.

590.

000.

380.

550.

00

BJ-

5B

uffa

lo &

1/6

Ac

Res

0.70

0.57

0.70

0.12

0.39

0.00

0.12

0.39

0.00

0.81

0.88

0.00

0.90

0.96

0.25

0.0

90.

360.

000.

490.

620.

000.

450.

590.

000.

380.

550.

45

BJ-

6B

uffa

lo &

1/6

Ac

Res

1.13

0.52

0.66

0.12

0.39

0.00

0.12

0.39

0.00

0.81

0.88

0.00

0.90

0.96

0.31

0.0

90.

360.

000.

490.

620.

000.

450.

590.

000.

380.

550.

82

BJ-

71/

6 A

c R

es1.

150.

380.

550.

120.

390.

000.

120.

390.

000.

810.

880.

000.

900.

960.

000.

09

0.36

0.00

0.49

0.62

0.00

0.45

0.59

0.00

0.38

0.55

1.15

BJ-

10F

ront

side

Driv

e0.

490.

900.

960.

120.

390.

000.

120.

390.

000.

810.

880.

000.

900.

960.

490.

09

0.36

0.00

0.49

0.62

0.00

0.45

0.59

0.00

0.38

0.55

0.00

BJ-

11P

ortio

n of

Sid

ewin

der

& 1

/6 A

c R

es0.

510.

380.

550.

120.

390.

000.

120.

390.

000.

810.

880.

000.

900.

960.

000.

09

0.36

0.00

0.49

0.62

0.00

0.45

0.59

0.00

0.38

0.55

0.51

BJ-

13P

ortio

ns o

f Moo

se M

eado

w, H

erd

Hol

low

, Blu

e M

iner

& 1

/6 A

c R

es3.

180.

510.

650.

120.

390.

000.

120.

390.

000.

810.

880.

000.

900.

960.

800.

09

0.36

0.00

0.49

0.62

0.00

0.45

0.59

0.00

0.38

0.55

2.38

BJ-

14P

ortio

n of

Moo

se M

eado

w &

1/6

Ac

Res

0.23

0.91

0.97

0.12

0.39

0.00

0.12

0.39

0.00

0.81

0.88

0.00

0.90

0.96

0.23

0.0

90.

360.

000.

490.

620.

000.

450.

590.

000.

380.

550.

00

BJ-

15P

ortio

n of

Gol

den

Rou

t, N

atur

al B

ridge

Rai

l &

1/6

Ac

Res

1.91

0.55

0.69

0.12

0.39

0.00

0.12

0.39

0.00

0.81

0.88

0.00

0.90

0.96

0.64

0.0

90.

360.

000.

490.

620.

000.

450.

590.

000.

380.

551.

27

BJ-

16P

ortio

n of

Nat

ural

Brid

ge R

ail

0.17

0.91

0.97

0.12

0.39

0.00

0.12

0.39

0.00

0.81

0.88

0.00

0.90

0.96

0.17

0.0

90.

360.

000.

490.

620.

000.

450.

590.

000.

380.

550.

00

BJ-

17P

ortio

ns o

f Gol

den

Rou

t, N

atur

al B

ridge

Rai

l &

1/6

Ac

Res

1.25

0.66

0.77

0.12

0.39

0.00

0.12

0.39

0.00

0.81

0.88

0.00

0.90

0.96

0.68

0.0

90.

360.

000.

490.

620.

000.

450.

590.

000.

380.

550.

58

BJ-

18P

ortio

ns o

f Her

d H

ollo

w, b

lue

Min

er, G

olde

n R

out &

1/6

Ac

Res

3.52

0.51

0.65

0.12

0.39

0.00

0.12

0.39

0.00

0.81

0.88

0.00

0.90

0.96

0.88

0.0

90.

360.

000.

490.

620.

000.

450.

590.

000.

380.

552.

64

BJ-

20P

ortio

n of

Nat

ural

Brid

ge R

ail &

1/6

Ac

Res

0.77

0.64

0.76

0.12

0.39

0.00

0.12

0.39

0.00

0.81

0.88

0.00

0.90

0.96

0.39

0.0

90.

360.

000.

490.

620.

000.

450.

590.

000.

380.

550.

38

BJ-

21P

ortio

ns o

f Rai

ny C

reek

, Trip

le T

ree

Loop

& 1

/6

Ac

Res

1.83

0.55

0.69

0.12

0.39

0.00

0.12

0.39

0.00

0.81

0.88

0.00

0.90

0.96

0.62

0.0

90.

360.

000.

490.

620.

000.

450.

590.

000.

380.

551.

22

BJ-

22P

ortio

n of

Rai

ny C

reek

& 1

/6 A

c R

es1.

180.

510.

650.

120.

390.

000.

120.

390.

000.

810.

880.

000.

900.

960.

300.

09

0.36

0.00

0.49

0.62

0.00

0.45

0.59

0.00

0.38

0.55

0.89

BJ-

23P

ortio

ns o

f Tur

key

Fla

t, T

riple

Tre

e &

1/6

Ac

Res

1.42

0.51

0.65

0.12

0.39

0.00

0.12

0.39

0.00

0.81

0.88

0.00

0.90

0.96

0.36

0.0

90.

360.

000.

490.

620.

000.

450.

590.

000.

380.

551.

06

BJ-

24P

ortio

ns o

f Tur

key

Fla

t, T

riple

Tre

e &

1/6

Ac

Res

1.12

0.51

0.65

0.12

0.39

0.00

0.12

0.39

0.00

0.81

0.88

0.00

0.90

0.96

0.28

0.0

90.

360.

000.

490.

620.

000.

450.

590.

000.

380.

550.

84

BJ-

25P

ortio

n of

Trip

le T

ree

& 1

/6 A

c R

es0.

690.

440.

600.

120.

390.

000.

120.

390.

000.

810.

880.

000.

900.

960.

090.

09

0.36

0.00

0.49

0.62

0.00

0.45

0.59

0.00

0.38

0.55

0.61

BJ-

26La

ndsc

ape/

Ope

n1.

580.

160.

410.

120.

390.

000.

120.

390.

000.

810.

880.

000.

900.

960.

000.

09

0.36

1.19

0.49

0.62

0.00

0.45

0.59

0.00

0.38

0.55

0.40

U:\1

8171

0415

\rec

ord\

repo

rts\

drai

nage

_rep

ort\P

DR

- F

iling

s 2

thru

5\C

alcs

\Rat

iona

l Met

hod

- S

F -

Pro

pose

d.xl

sxP

age

3

Sub‐Ba

sin Data

Compo

site C

Parks

Playgrou

nds

Res (1/6 Ac

or less)

Basin ID

Descriptio

nTo

tal

Area

(ac)

C 5C 1

00C 5

C 100

Area

(ac)

C 5C 1

00

Area

(ac)

C 5C 1

00

Area

(ac)

C 5C 1

00

Area

(ac)

C 5C 1

00

Area

(ac)

C 5C 1

00

Area

(ac)

C 5C 1

00

Area

(ac)

C 5C 1

00

Area

(ac)

Commercial

Streets (Pa

ved)

Neigh

borhoo

ds

(Multi‐Family)

Res (1/8 Ac

or less)

Drainage

BJ-

27P

ond,

Bac

klot

s, O

pen

8.47

0.15

0.40

0.12

0.39

0.00

0.12

0.39

0.00

0.81

0.88

0.00

0.90

0.96

0.00

0.0

90.

366.

780.

490.

620.

000.

450.

590.

000.

380.

551.

69

Notes:

1. R

unoff Coefficien

ts (C‐Values) determined

by City of Colorado Springs Drainage Criteria Man

ual Vol. 1 Tab

le 6‐6

U:\1

8171

0415

\rec

ord\

repo

rts\

drai

nage

_rep

ort\P

DR

- F

iling

s 2

thru

5\C

alcs

\Rat

iona

l Met

hod

- S

F -

Pro

pose

d.xl

sxP

age

4

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

(%)

t i (m

in)

(1)

Leng

th

(ft)

S w

(%)

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

- F

ut C

omm

erci

al0.

8112

.73

100

1.0%

5.24

885

5.0%

6P

aved

are

as a

nd

shal

low

pav

ed s

wal

es

20.0

04.

473.

308.

53Y

ES

985.

0015

.47

Che

ck8.

5

JIM

MY

CA

MP

CR

EE

K B

AS

IN

JC-1

Bra

dley

& R

oads

ide

Ditc

h0.

701.

4280

2.0%

5.13

730

1.7%

5G

rass

ed w

ater

way

15

.00

1.98

6.15

11.2

8Y

ES

810.

0014

.50

Che

ck11

.3

JC-2

Bra

dley

& R

oads

ide

Ditc

h0.

763.

0310

02.

0%4.

8312

054.

0%5

Gra

ssed

wat

erw

ay

15.0

03.

006.

6911

.52

YE

S13

05.0

017

.25

Che

ck11

.5

JC-3

Bla

ckm

er &

Mul

ti-F

amily

0.69

0.32

202.

0%2.

6213

04.

7%6

Pav

ed a

reas

and

sh

allo

w p

aved

sw

ales

20

.00

4.32

0.50

3.13

YE

S15

0.00

10.8

3C

heck

5.0

JC-4

Bra

dley

& R

oads

ide

Ditc

h0.

770.

9080

2.0%

4.29

225

4.0%

5G

rass

ed w

ater

way

15

.00

3.00

1.25

5.54

YE

S30

5.00

11.6

9C

heck

5.5

JC-5

AP

ortio

ns o

f Bul

l Run

, Fro

ntsi

de,

Com

mer

cial

and

Mul

ti-F

amily

0.59

3.62

502.

0%5.

1649

51.

0%6

Pav

ed a

reas

and

sh

allo

w p

aved

sw

ales

20

.00

2.00

4.13

9.28

YE

S54

5.00

13.0

3C

heck

9.3

JC-5

BP

ortio

ns o

f Fro

ntsi

de0.

900.

7940

2.0%

1.81

495

1.0%

6P

aved

are

as a

nd

shal

low

pav

ed s

wal

es

20.0

02.

004.

135.

93Y

ES

535.

0012

.97

Che

ck5.

9

JC-5

CP

ortio

ns o

f Bul

l Run

and

Mul

ti-F

amily

0.90

0.80

252.

0%1.

4526

04.

8%6

Pav

ed a

reas

and

sh

allo

w p

aved

sw

ales

20

.00

4.38

0.99

2.44

YE

S28

5.00

11.5

8C

heck

5.0

JC-5

DP

ortio

ns o

f Fro

ntsi

de0.

900.

3925

2.0%

1.45

600

1.0%

6P

aved

are

as a

nd

shal

low

pav

ed s

wal

es

20.0

02.

005.

006.

45Y

ES

625.

0013

.47

Che

ck6.

4

JC-5

EP

ortio

ns o

f Fro

ntsi

de0.

900.

6725

2.0%

1.42

600

1.0%

6P

aved

are

as a

nd

shal

low

pav

ed s

wal

es

20.0

02.

005.

006.

42Y

ES

625.

0013

.47

Che

ck6.

4

JC-5

FP

ortio

ns o

f Big

Joh

nson

and

M

ulti-

Fam

ily0.

592.

2145

2.0%

4.89

455

4.7%

6P

aved

are

as a

nd

shal

low

pav

ed s

wal

es

20.0

04.

341.

756.

64Y

ES

500.

0012

.78

Che

ck6.

6

JC-5

GP

ortio

ns o

f Fro

ntsi

de a

nd M

ulti-

Fam

ily0.

590.

2620

2.0%

3.26

851.

0%6

Pav

ed a

reas

and

sh

allo

w p

aved

sw

ales

20

.00

2.00

0.71

3.97

YE

S10

5.00

10.5

8C

heck

5.0

JC-5

HP

ortio

ns o

f Fro

ntsi

de a

nd M

ulti-

Fam

ily0.

600.

5420

2.0%

3.20

851.

0%6

Pav

ed a

reas

and

sh

allo

w p

aved

sw

ales

20

.00

2.00

0.71

3.91

YE

S10

5.00

10.5

8C

heck

5.0

JC-6

AP

ortio

ns o

f Win

ner

Cre

ek &

M

ulti-

Fam

ily0.

632.

6255

2.0%

4.96

595

5.8%

6P

aved

are

as a

nd

shal

low

pav

ed s

wal

es

20.0

04.

822.

067.

02Y

ES

650.

0013

.61

Che

ck7.

0

JC-6

BP

ortio

ns o

f Win

ner

Cre

ek &

M

ulti-

Fam

ily0.

543.

0815

2.0%

3.11

595

5.8%

6P

aved

are

as a

nd

shal

low

pav

ed s

wal

es

20.0

04.

822.

065.

17Y

ES

610.

0013

.39

Che

ck5.

2

JC-6

CP

ortio

ns o

f Big

Joh

n, W

inne

r C

reek

& M

ulti-

Fam

ily0.

631.

7750

2.0%

4.81

500

4.7%

6P

aved

are

as a

nd

shal

low

pav

ed s

wal

es

20.0

04.

341.

926.

73Y

ES

550.

0013

.06

Che

ck6.

7

JC-7

Fal

lilng

Roc

k &

1/6

Ac

Res

0.77

0.86

452.

0%3.

1478

55.

8%6

Pav

ed a

reas

and

sh

allo

w p

aved

sw

ales

20

.00

4.82

2.72

5.86

YE

S83

0.00

14.6

1C

heck

5.9

JC-8

AP

ortio

ns o

f Sch

onoo

ver

& M

ulti-

Fam

ily0.

561.

3335

2.0%

4.62

430

1.3%

6P

aved

are

as a

nd

shal

low

pav

ed s

wal

es

20.0

02.

283.

147.

76Y

ES

465.

0012

.58

Che

ck7.

8

JC-8

BP

ortio

ns o

f Sch

onoo

ver

0.90

0.48

152.

0%1.

1110

01.

3%6

Pav

ed a

reas

and

sh

allo

w p

aved

sw

ales

20

.00

2.28

0.73

1.84

YE

S11

5.00

10.6

4C

heck

5.0

SUB‐BA

SIN DAT

ATR

AVEL TIM

E

The

Tra

ils a

t Asp

en R

idge

Pro

pose

d C

ondi

tions

INITIAL/OVE

RLAN

D FLO

W(ti)

12/1

0/20

18C

MD

CK

C

(tt)

Tc CHEC

K(Urban

ized

basins)

U:\1

8171

0415

\rec

ord\

repo

rts\

drai

nage

_rep

ort\P

DR

- F

iling

s 2

thru

5\C

alcs

\Rat

iona

l Met

hod

- S

F -

Pro

pose

d.xl

sxP

age

5

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

(%)

t i (m

in)

(1)

Leng

th

(ft)

S w

(%)

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

SUB‐BA

SIN DAT

ATR

AVEL TIM

EINITIAL/OVE

RLAN

D FLO

W(ti)

(tt)

Tc CHEC

K(Urban

ized

basins)

JC-8

CP

ortio

ns o

f Bul

l Run

0.90

0.13

202.

0%1.

2810

04.

8%6

Pav

ed a

reas

and

sh

allo

w p

aved

sw

ales

20

.00

4.38

0.38

1.67

YE

S12

0.00

10.6

7C

heck

5.0

JC-8

DP

ortio

n of

Bul

l Run

0.90

0.11

202.

0%1.

2810

04.

8%6

Pav

ed a

reas

and

sh

allo

w p

aved

sw

ales

20

.00

4.38

0.38

1.67

YE

S12

0.00

10.6

7C

heck

5.0

JC-8

EP

ortio

n of

Sch

onoo

ver

& M

ulti-

Fam

ily0.

591.

6930

2.0%

3.99

580

1.3%

6P

aved

are

as a

nd

shal

low

pav

ed s

wal

es

20.0

02.

284.

248.

23Y

ES

610.

0013

.39

Che

ck8.

2

JC-8

FP

ortio

n of

Sch

onoo

ver

0.91

0.26

202.

0%1.

2535

01.

3%6

Pav

ed a

reas

and

sh

allo

w p

aved

sw

ales

20

.00

2.28

2.56

3.81

YE

S37

0.00

12.0

6C

heck

5.0

JC-9

AP

ortio

ns o

fLow

line,

Bird

Rid

ge

& M

ulti-

Fam

ily0.

591.

4910

2.0%

2.31

490

1.0%

6P

aved

are

as a

nd

shal

low

pav

ed s

wal

es

20.0

02.

004.

086.

39Y

ES

500.

0012

.78

Che

ck6.

4

JC-9

BP

ortio

n of

Low

line

& M

ulti-

Fam

ily0.

591.

0310

2.0%

2.31

475

1.0%

6P

aved

are

as a

nd

shal

low

pav

ed s

wal

es

20.0

02.

003.

966.

26Y

ES

485.

0012

.69

Che

ck6.

3

JC-9

CP

ortio

ns o

f Low

line,

Bird

Rid

ge

& M

ulti-

Fam

ily0.

590.

5415

2.0%

2.82

250

1.0%

6P

aved

are

as a

nd

shal

low

pav

ed s

wal

es

20.0

02.

002.

084.

91Y

ES

265.

0011

.47

Che

ck5.

0

JC-1

2F

ront

side

& L

ands

capi

ng0.

901.

0735

2.0%

1.68

430

2.0%

6P

aved

are

as a

nd

shal

low

pav

ed s

wal

es

20.0

02.

832.

534.

22Y

ES

465.

0012

.58

Che

ck5.

0

JC-1

3F

ront

side

& L

ands

capi

ng0.

901.

1860

2.0%

2.20

475

2.0%

6P

aved

are

as a

nd

shal

low

pav

ed s

wal

es

20.0

02.

832.

805.

00Y

ES

535.

0012

.97

Che

ck5.

0

JC-1

6AP

ortio

ns o

f Litt

le E

lk, D

rinki

ng

Hor

se &

1/8

Res

0.50

2.22

552.

0%6.

3532

04.

9%6

Pav

ed a

reas

and

sh

allo

w p

aved

sw

ales

20

.00

4.43

1.20

7.55

YE

S37

5.00

12.0

8C

heck

7.6

JC-1

6BP

ortio

n of

Litt

le B

ould

er &

1/8

R

es0.

522.

1635

2.0%

4.91

305

1.4%

6P

aved

are

as a

nd

shal

low

pav

ed s

wal

es

20.0

02.

372.

157.

06Y

ES

340.

0011

.89

Che

ck7.

1

JC-1

6CP

ortio

ns o

f Litt

le B

ould

er,

Moo

se M

eado

w &

1/8

Res

0.75

0.58

252.

0%2.

5147

01.

4%6

Pav

ed a

reas

and

sh

allo

w p

aved

sw

ales

20

.00

2.37

3.31

5.82

YE

S49

5.00

12.7

5C

heck

5.8

JC-1

6DP

ortio

ns o

f Litt

le E

lk, D

rinki

ng

Hor

se &

1/8

Res

0.56

1.09

252.

0%3.

8642

52.

0%6

Pav

ed a

reas

and

sh

allo

w p

aved

sw

ales

20

.00

2.83

2.50

6.36

YE

S45

0.00

12.5

0C

heck

6.4

JC-1

6EP

ortio

ns o

f Drin

king

Hor

se,

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FINAL

Tc

(min)

Type

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TOTA

L

Basin ID

Descriptio

nC 5

Area

(ac)

Leng

th, L

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(%)

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in)

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Leng

th

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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

SUB‐BA

SIN DAT

ATR

AVEL TIM

EINITIAL/OVE

RLAN

D FLO

W(ti)

(tt)

Tc CHEC

K(Urban

ized

basins)

JC-1

9KP

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n of

Bea

r T

rack

, Bird

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idge

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ulti-

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ily0.

700.

195

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1.30

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0%6

Pav

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and

sh

allo

w p

aved

sw

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20

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S45

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20

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0.70

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20.0

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902.

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98Y

ES

515.

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JC-1

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1920

2.0%

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20.0

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270.

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491.

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180.

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20.0

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are

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wal

es

20.0

01.

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20.0

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20.0

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20.0

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7

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

(%)

t i (m

in)

(1)

Leng

th

(ft)

S w

(%)

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

SUB‐BA

SIN DAT

ATR

AVEL TIM

EINITIAL/OVE

RLAN

D FLO

W(ti)

(tt)

Tc CHEC

K(Urban

ized

basins)

JC-4

2B

uffa

lo H

orn

& 1

/6 A

c R

es0.

642.

3120

2.0%

2.97

1350

3.6%

6P

aved

are

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nd

shal

low

pav

ed s

wal

es

20.0

03.

815.

908.

87Y

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1370

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8.9

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9.81

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580.

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wal

es

20.0

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334.

648.

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20.0

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20.0

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20.0

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20.0

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omm

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al0.

812.

4110

02.

0%4.

1720

00.

0%6

Pav

ed a

reas

and

sh

allo

w p

aved

sw

ales

20

.00

0.40

8.33

12.5

0Y

ES

300.

0011

.67

Che

ck12

.5

BIG

JO

HN

SO

N B

AS

IN

BJ-

1AS

idew

inde

r &

1/6

Ac

Res

0.64

0.52

502.

0%4.

6724

54.

0%6

Pav

ed a

reas

and

sh

allo

w p

aved

sw

ales

20

.00

4.00

1.02

5.69

YE

S29

5.00

11.6

4C

heck

5.7

BJ-

1BS

idew

inde

r &

1/6

Ac

Res

0.64

0.69

252.

0%3.

3144

04.

0%6

Pav

ed a

reas

and

sh

allo

w p

aved

sw

ales

20

.00

4.00

1.83

5.14

YE

S46

5.00

12.5

8C

heck

5.1

BJ-

1CS

idew

inde

r &

1/6

Ac

Res

0.64

1.65

352.

0%3.

9111

504.

0%6

Pav

ed a

reas

and

sh

allo

w p

aved

sw

ales

20

.00

4.00

4.79

8.70

YE

S11

85.0

016

.58

Che

ck8.

7

BJ-

2AS

idew

inde

r &

1/6

Ac

Res

0.55

2.36

302.

0%4.

2983

04.

0%6

Pav

ed a

reas

and

sh

allo

w p

aved

sw

ales

20

.00

4.00

3.46

7.75

YE

S86

0.00

14.7

8C

heck

7.8

BJ-

2BS

idew

inde

r 0.

900.

3230

2.0%

1.60

250

4.0%

6P

aved

are

as a

nd

shal

low

pav

ed s

wal

es

20.0

04.

001.

042.

64Y

ES

280.

0011

.56

Che

ck5.

0

BJ-

2CS

idew

inde

r 0.

900.

2630

2.0%

1.59

190

4.0%

6P

aved

are

as a

nd

shal

low

pav

ed s

wal

es

20.0

04.

000.

792.

39Y

ES

220.

0011

.22

Che

ck5.

0

BJ-

2DS

idew

inde

r 0.

900.

1830

2.0%

1.58

115

4.0%

6P

aved

are

as a

nd

shal

low

pav

ed s

wal

es

20.0

04.

000.

482.

06Y

ES

145.

0010

.81

Che

ck5.

0

BJ-

3S

idew

inde

r &

1/6

Ac

Res

0.92

0.09

202.

0%1.

1375

1.0%

6P

aved

are

as a

nd

shal

low

pav

ed s

wal

es

20.0

02.

000.

631.

76Y

ES

95.0

010

.53

Che

ck5.

0

BJ-

4S

idew

inde

r &

1/6

Ac

Res

0.91

0.07

202.

0%1.

2375

1.0%

6P

aved

are

as a

nd

shal

low

pav

ed s

wal

es

20.0

02.

000.

631.

85Y

ES

95.0

010

.53

Che

ck5.

0

BJ-

5B

uffa

lo &

1/6

Ac

Res

0.57

0.70

102.

0%2.

4344

01.

0%6

Pav

ed a

reas

and

sh

allo

w p

aved

sw

ales

20

.00

2.00

3.67

6.09

YE

S45

0.00

12.5

0C

heck

6.1

BJ-

6B

uffa

lo &

1/6

Ac

Res

0.52

1.13

402.

0%5.

2554

01.

0%6

Pav

ed a

reas

and

sh

allo

w p

aved

sw

ales

20

.00

2.00

4.50

9.75

YE

S58

0.00

13.2

2C

heck

9.7

U:\1

8171

0415

\rec

ord\

repo

rts\

drai

nage

_rep

ort\P

DR

- F

iling

s 2

thru

5\C

alcs

\Rat

iona

l Met

hod

- S

F -

Pro

pose

d.xl

sxP

age

8

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

(%)

t i (m

in)

(1)

Leng

th

(ft)

S w

(%)

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

SUB‐BA

SIN DAT

ATR

AVEL TIM

EINITIAL/OVE

RLAN

D FLO

W(ti)

(tt)

Tc CHEC

K(Urban

ized

basins)

BJ-

71/

6 A

c R

es0.

381.

1570

2.0%

8.65

525

1.0%

3S

hort

pas

ture

and

la

wns

7.

000.

7012

.50

21.1

5Y

ES

595.

0013

.31

Che

ck21

.2

BJ-

10F

ront

side

Driv

e0.

900.

4910

2.0%

0.90

540

1.0%

6P

aved

are

as a

nd

shal

low

pav

ed s

wal

es

20.0

02.

004.

505.

40Y

ES

550.

0013

.06

Che

ck5.

4

BJ-

11P

ortio

n of

Sid

ewin

der

& 1

/6 A

c R

es0.

380.

5150

2.0%

7.31

260

4.0%

6P

aved

are

as a

nd

shal

low

pav

ed s

wal

es

20.0

04.

001.

088.

40Y

ES

310.

0011

.72

Che

ck8.

4

BJ-

13

,H

erd

Hol

low

, Blu

e M

iner

& 1

/6

Ac

Res

0.51

3.18

252.

0%4.

2313

052.

0%6

Pav

ed a

reas

and

sh

allo

w p

aved

sw

ales

20

.00

2.83

7.69

11.9

2Y

ES

1330

.00

17.3

9C

heck

11.9

BJ-

14P

ortio

n of

Moo

se M

eado

w &

1/

6 A

c R

es0.

910.

2325

2.0%

1.37

165

1.0%

6P

aved

are

as a

nd

shal

low

pav

ed s

wal

es

20.0

02.

001.

382.

75Y

ES

190.

0011

.06

Che

ck5.

0

BJ-

15P

ortio

n of

Gol

den

Rou

t, N

atur

al

Brid

ge R

ail &

1/6

Ac

Res

0.55

1.91

302.

0%4.

2965

03.

5%6

Pav

ed a

reas

and

sh

allo

w p

aved

sw

ales

20

.00

3.74

2.90

7.19

YE

S68

0.00

13.7

8C

heck

7.2

BJ-

16P

ortio

n of

Nat

ural

Brid

ge R

ail

0.91

0.17

52.

0%0.

6013

01.

0%6

Pav

ed a

reas

and

sh

allo

w p

aved

sw

ales

20

.00

2.00

1.08

1.69

YE

S13

5.00

10.7

5C

heck

5.0

BJ-

17

,N

atur

al B

ridge

Rai

l & 1

/6 A

c R

es0.

661.

2530

2.0%

3.46

840

3.5%

6P

aved

are

as a

nd

shal

low

pav

ed s

wal

es

20.0

03.

743.

747.

20Y

ES

870.

0014

.83

Che

ck7.

2

BJ-

18

,M

iner

, Gol

den

Rou

t & 1

/6 A

c R

es0.

513.

5250

2.0%

5.99

1105

2.0%

6P

aved

are

as a

nd

shal

low

pav

ed s

wal

es

20.0

02.

836.

5112

.50

YE

S11

55.0

016

.42

Che

ck12

.5

BJ-

20P

ortio

n of

Nat

ural

Brid

ge R

ail &

1/

6 A

c R

es0.

640.

7725

2.0%

3.30

400

1.0%

6P

aved

are

as a

nd

shal

low

pav

ed s

wal

es

20.0

02.

003.

336.

63Y

ES

425.

0012

.36

Che

ck6.

6

BJ-

21P

ortio

ns o

f Rai

ny C

reek

, Trip

le

Tre

e Lo

op &

1/6

Ac

Res

0.55

1.83

402.

0%4.

9690

01.

0%6

Pav

ed a

reas

and

sh

allo

w p

aved

sw

ales

20

.00

2.00

7.50

12.4

6Y

ES

940.

0015

.22

Che

ck12

.5

BJ-

22P

ortio

n of

Rai

ny C

reek

& 1

/6 A

c R

es0.

511.

1830

2.0%

4.64

500

1.0%

6P

aved

are

as a

nd

shal

low

pav

ed s

wal

es

20.0

02.

004.

178.

81Y

ES

530.

0012

.94

Che

ck8.

8

BJ-

23P

ortio

ns o

f Tur

key

Fla

t, T

riple

T

ree

& 1

/6 A

c R

es0.

511.

4240

2.0%

5.36

375

1.4%

6P

aved

are

as a

nd

shal

low

pav

ed s

wal

es

20.0

02.

372.

648.

00Y

ES

415.

0012

.31

Che

ck8.

0

BJ-

24P

ortio

ns o

f Tur

key

Fla

t, T

riple

T

ree

& 1

/6 A

c R

es0.

511.

1230

2.0%

4.64

480

1.4%

6P

aved

are

as a

nd

shal

low

pav

ed s

wal

es

20.0

02.

373.

388.

02Y

ES

510.

0012

.83

Che

ck8.

0

BJ-

25P

ortio

n of

Trip

le T

ree

& 1

/6 A

c R

es0.

440.

695

2.0%

2.10

751.

0%6

Pav

ed a

reas

and

sh

allo

w p

aved

sw

ales

20

.00

2.00

0.63

2.73

YE

S80

.00

10.4

4C

heck

5.0

BJ-

26La

ndsc

ape/

Ope

n0.

161.

5880

2.0%

12.0

443

05.

5%6

Pav

ed a

reas

and

sh

allo

w p

aved

sw

ales

20

.00

4.69

1.53

13.5

7Y

ES

510.

0012

.83

Che

ck13

.6

BJ-

27P

ond,

Bac

klot

s, O

pen

0.15

8.47

100

10.0

%8.

0443

55.

8%3

Sho

rt p

astu

re a

nd

law

ns

7.00

1.68

4.32

12.3

6Y

ES

535.

0012

.97

Che

ck12

.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)

U:\1

8171

0415

\rec

ord\

repo

rts\

drai

nage

_rep

ort\P

DR

- F

iling

s 2

thru

5\C

alcs

\Rat

iona

l Met

hod

- S

F -

Pro

pose

d.xl

sxP

age

9

Sta

nd

ard

Fo

rm S

F-2

. S

torm

Dra

ina

ge

Sys

tem

De

sig

n (

Ra

tio

na

l M

eth

od

Pro

ce

du

re)

Pro

ject

:C

rea

ted

by:

Da

te:

S

ect

ion

:C

he

cke

d b

y:

Da

te:

D

esi

gn

Sto

rm:

5-y

rP

=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)

(2)

(3)

(4)

(5)

(6)

(7)

(8)

(9)

(10)

(11)

(12)

(13)

(14)

(15)

(16)

(17)

(18)

(19)

(20)

(21)

(22)

Off

site

- F

ut

Co

mm

erc

ial

OS

-11

2.7

30

.81

8.5

31

0.3

14

.31

44

.41

Bra

dle

y &

Ro

ad

sid

e D

itch

JC-1

1.4

20

.70

11

.28

0.9

93

.87

3.8

4

Bra

dle

y &

Ro

ad

sid

e D

itch

JC-2

3.0

30

.76

11

.52

2.3

13

.83

8.8

6

Bla

ckm

er

& M

ulti

-Fa

mily

JC-3

0.3

20

.69

5.0

00

.22

5.0

91

.14

Bra

dle

y &

Ro

ad

sid

e D

itch

JC-4

0.9

00

.77

5.5

40

.69

4.9

53

.40

Po

rtio

ns

of

Bu

ll R

un

, F

ron

tsid

e,

Co

mm

erc

ial a

nd

M

ulti

-Fa

mily

JC-5

A3

.62

0.5

99

.28

2.1

54

.18

8.9

6

Po

rtio

ns

of

Fro

nts

ide

JC-5

B0

.79

0.9

05

.93

0.7

14

.85

3.4

5

Po

rtio

ns

of

Bu

ll R

un

a

nd

M

ulti

-Fa

mily

JC-5

C0

.80

0.9

05

.00

0.7

25

.09

3.6

7

Po

rtio

ns

of

Fro

nts

ide

JC-5

D0

.39

0.9

06

.45

0.3

54

.73

1.6

6

Po

rtio

ns

of

Fro

nts

ide

JC-5

E0

.67

0.9

06

.42

0.6

04

.74

2.8

5

Po

rtio

ns

of

Big

Jo

hn

son

an

d

Mu

lti-F

am

ilyJC

-5F

2.2

10

.59

6.6

41

.31

4.6

96

.15

Po

rtio

ns

of

Fro

nts

ide

an

d

Mu

lti-F

am

ilyJC

-5G

0.2

60

.59

5.0

00

.15

5.0

90

.78

Po

rtio

ns

of

Fro

nts

ide

an

d

Mu

lti-F

am

ilyJC

-5H

0.5

40

.60

5.0

00

.32

5.0

91

.64

Po

rtio

ns

of

Win

ne

r C

ree

k &

M

ulti

-Fa

mily

JC-6

A2

.62

0.6

37

.02

1.6

64

.61

7.6

5

Po

rtio

ns

of

Win

ne

r C

ree

k &

M

ulti

-Fa

mily

JC-6

B3

.08

0.5

45

.17

1.6

75

.04

8.4

1P

ort

ion

s o

f B

ig J

oh

n,

Win

ne

r C

ree

k &

Mu

lti-

Fa

mily

JC-6

C1

.77

0.6

36

.73

1.1

14

.67

5.1

7

Fa

lliln

g R

ock

& 1

/6 A

c R

es

JC-7

0.8

60

.77

5.8

60

.66

4.8

73

.23

Po

rtio

ns

of

Sch

on

oo

ver

&

Mu

lti-F

am

ilyJC

-8A

1.3

30

.56

7.7

60

.74

4.4

63

.29

Po

rtio

ns

of

Sch

on

oo

ver

JC-8

B0

.48

0.9

05

.00

0.4

35

.09

2.2

0

Po

rtio

ns

of

Bu

ll R

un

JC-8

C0

.13

0.9

05

.00

0.1

25

.09

0.6

0

JIM

MY

CA

MP

CR

EE

K B

AS

IN

RE

MA

RK

S

TO

TA

L R

UN

OF

FS

TR

EE

TP

IPE

TR

AV

EL

TIM

E

1/2

3/2

01

7C

KC

DESIGN POINT

LO

CA

TIO

N

DIR

EC

T R

UN

OF

F

Th

e T

rails

at

Asp

en

Rid

ge

Pro

po

sed

Co

nd

itio

ns

CM

D

U:\

1817

1041

5\re

cord

\rep

orts

\dra

inag

e_re

port

\PD

R -

Fili

ngs

2 th

ru 5

\Cal

cs\R

atio

nal M

etho

d -

SF

- P

ropo

sed.

xlsx

Pa

ge

10

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)

(2)

(3)

(4)

(5)

(6)

(7)

(8)

(9)

(10)

(11)

(12)

(13)

(14)

(15)

(16)

(17)

(18)

(19)

(20)

(21)

(22)

RE

MA

RK

S

TO

TA

L R

UN

OF

FS

TR

EE

TP

IPE

TR

AV

EL

TIM

E

DESIGN POINT

LO

CA

TIO

N

DIR

EC

T R

UN

OF

F

Po

rtio

n o

f B

ull

Ru

nJC

-8D

0.1

10

.90

5.0

00

.10

5.0

90

.50

Po

rtio

n o

f S

cho

no

ove

r &

M

ulti

-Fa

mily

JC-8

E1

.69

0.5

98

.23

1.0

04

.36

4.3

7

Po

rtio

n o

f S

cho

no

ove

rJC

-8F

0.2

60

.91

5.0

00

.23

5.0

91

.18

Po

rtio

ns

ofL

ow

line

, B

ird

R

idg

e &

Mu

lti-F

am

ilyJC

-9A

1.4

90

.59

6.3

90

.88

4.7

54

.19

Po

rtio

n o

f L

ow

line

& M

ulti

-F

am

ilyJC

-9B

1.0

30

.59

6.2

60

.61

4.7

72

.92

Po

rtio

ns

of

Lo

wlin

e,

Bir

d

Rid

ge

& M

ulti

-Fa

mily

JC-9

C0

.54

0.5

95

.00

0.3

25

.09

1.6

1

Fro

nts

ide

& L

an

dsc

ap

ing

JC-1

21

.07

0.9

05

.00

0.9

65

.09

4.8

9

Fro

nts

ide

& L

an

dsc

ap

ing

JC-1

31

.18

0.9

05

.00

1.0

65

.09

5.3

9

Po

rtio

ns

of

Litt

le E

lk,

Dri

nki

ng

Ho

rse

& 1

/8 R

es

JC-1

6A

2.2

20

.50

7.5

51

.12

4.5

05

.02

Po

rtio

n o

f L

ittle

Bo

uld

er

&

1/8

Re

sJC

-16

B2

.16

0.5

27

.06

1.1

34

.60

5.1

8

Po

rtio

ns

of

Litt

le B

ou

lde

r,

Mo

ose

Me

ad

ow

& 1

/8 R

es

JC-1

6C

0.5

80

.75

5.8

20

.43

4.8

82

.11

Po

rtio

ns

of

Litt

le E

lk,

Dri

nki

ng

Ho

rse

& 1

/8 R

es

JC-1

6D

1.0

90

.56

6.3

60

.61

4.7

52

.92

Po

rtio

ns

of

Dri

nki

ng

Ho

rse

, M

oo

se M

ea

do

w &

1/8

Re

sJC

-16

E1

.31

0.6

85

.28

0.8

85

.01

4.4

4

Mo

ose

Me

ad

ow

&

La

nd

sca

pin

gJC

-17

0.6

10

.90

5.0

00

.55

5.0

92

.80

Po

rtio

n o

f R

ou

nd

ho

use

&

Mu

lti-F

am

ilyJC

-19

A1

.22

0.6

96

.73

0.8

54

.67

3.9

6

Po

rtio

n o

f R

ou

nd

ho

use

JC-1

9B

0.3

60

.90

5.0

00

.32

5.0

91

.65

Po

rtio

ns

of

Ro

un

dh

ou

se,

Mo

ose

Me

ad

ow

& M

ulti

-F

am

ilyJC

-19

C1

.93

0.6

41

0.7

11

.24

3.9

54

.89

Po

rtio

n o

f R

ou

nd

ho

use

JC-1

9D

0.4

00

.90

5.0

00

.36

5.0

91

.84

Po

rtio

n o

f B

ea

r T

rack

&

Mu

lti-F

am

ilyJC

-19

E1

.77

0.5

45

.50

0.9

64

.96

4.7

5P

ort

ion

of

Be

ar

Tra

ck,

Mo

ose

Me

ad

ow

& M

ulti

-F

am

ilyJC

-19

F1

.56

0.5

46

.02

0.8

54

.83

4.0

9

Po

rtio

n o

f B

ea

r T

rack

JC-1

9G

0.1

00

.88

5.0

00

.09

5.0

90

.47

Po

rtio

n o

f B

ea

r T

rack

JC-1

9H

0.1

60

.90

5.0

00

.14

5.0

90

.73

Po

rtio

n o

f B

ea

r T

rack

, P

ark

&

Mu

lti-F

am

ilyJC

-19

I2

.51

0.3

27

.08

0.7

94

.60

3.6

3

U:\

1817

1041

5\re

cord

\rep

orts

\dra

inag

e_re

port

\PD

R -

Fili

ngs

2 th

ru 5

\Cal

cs\R

atio

nal M

etho

d -

SF

- P

ropo

sed.

xlsx

Pa

ge

11

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)

(2)

(3)

(4)

(5)

(6)

(7)

(8)

(9)

(10)

(11)

(12)

(13)

(14)

(15)

(16)

(17)

(18)

(19)

(20)

(21)

(22)

RE

MA

RK

S

TO

TA

L R

UN

OF

FS

TR

EE

TP

IPE

TR

AV

EL

TIM

E

DESIGN POINT

LO

CA

TIO

N

DIR

EC

T R

UN

OF

F

Po

rtio

n o

f B

ea

r T

rack

&

Mu

lti-F

am

ilyJC

-19

J0

.15

0.5

95

.00

0.0

95

.09

0.4

4

Po

rtio

n o

f B

ea

r T

rack

, B

ird

R

idg

e &

Mu

lti-F

am

ilyJC

-19

K0

.19

0.7

05

.00

0.1

35

.09

0.6

7

Po

rtio

n o

f H

aze

lton

& M

ulti

-F

am

ilyJC

-19

L0

.96

0.5

75

.19

0.5

55

.04

2.7

6

Po

rtio

n o

f B

ird

Rid

ge

& M

ulti

-F

am

ilyJC

-19

M0

.98

0.7

05

.00

0.6

85

.09

3.4

8

Po

rtio

n o

f B

ird

Rid

ge

JC-1

9N

0.1

90

.89

5.0

00

.17

5.0

90

.87

Po

rtio

n o

f H

aze

lton

& M

ulti

-F

am

ilyJC

-19

O0

.51

0.5

75

.78

0.2

94

.89

1.4

2

Po

rtio

n o

f B

ig J

oh

nso

nJC

-19

P0

.16

0.9

05

.00

0.1

45

.09

0.7

4

Po

rtio

n o

f N

utt

er

Bu

tte

r &

M

ulti

-Fa

mily

JC-1

9Q

0.7

50

.57

5.0

00

.43

5.0

92

.18

Po

rtio

n o

f B

ird

Rid

ge

JC-1

9R

0.1

30

.90

5.0

00

.11

5.0

90

.58

Po

rtio

n o

f N

utt

er

Bu

tte

r &

M

ulti

-Fa

mily

JC-1

9S

0.4

80

.57

5.0

00

.27

5.0

91

.40

Po

rtio

n o

f T

urt

le L

ake

JC-1

9T

0.2

30

.90

5.0

00

.20

5.0

91

.04

Po

rtio

n o

f T

utle

La

ke &

Mu

lti-

Fa

mily

JC-1

9U

0.6

30

.70

5.0

00

.44

5.0

92

.22

Po

rtio

n o

f B

ird

Rid

ge

JC-1

9V

0.1

50

.90

5.0

00

.13

5.0

90

.69

Po

rtio

n o

f R

ou

nd

ho

use

&

Mu

lti-F

am

ilyJC

-19

W0

.92

0.5

76

.36

0.5

34

.75

2.5

0

Po

rtio

n o

f H

aze

lton

& M

ulti

-F

am

ilyJC

-20

A2

.01

0.5

97

.81

1.1

94

.44

5.3

0

Po

rtio

n o

f B

ird

Rid

ge

JC-2

0B

0.2

50

.90

5.0

00

.22

5.0

91

.14

Po

rtio

n o

f L

ow

line

& M

ulti

-F

am

ilyJC

-20

C0

.45

0.5

75

.00

0.2

65

.09

1.3

2

Po

rtio

n o

f B

ird

Rid

ge

JC-2

0D

0.2

60

.90

5.0

00

.23

5.0

91

.17

Po

rtio

n o

f H

aze

lton

& M

ulti

-F

am

ilyJC

-20

E0

.80

0.5

79

.75

0.4

64

.10

1.8

7

Big

Jo

hn

son

& 1

/8 A

c R

es

JC-2

12

.92

0.5

48

.90

1.5

64

.24

6.6

4

Big

Jo

hn

son

& 1

/8 A

c R

es

JC-2

24

.53

0.6

98

.87

3.1

54

.25

13

.37

Fa

llin

g R

ock

& P

ark

JC-2

85

.85

0.1

81

4.0

91

.05

3.5

13

.68

La

zy R

idg

e &

1/6

Ac

Re

sJC

-38

2.7

30

.45

10

.26

1.2

24

.02

4.9

0

U:\

1817

1041

5\re

cord

\rep

orts

\dra

inag

e_re

port

\PD

R -

Fili

ngs

2 th

ru 5

\Cal

cs\R

atio

nal M

etho

d -

SF

- P

ropo

sed.

xlsx

Pa

ge

12

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)

(2)

(3)

(4)

(5)

(6)

(7)

(8)

(9)

(10)

(11)

(12)

(13)

(14)

(15)

(16)

(17)

(18)

(19)

(20)

(21)

(22)

RE

MA

RK

S

TO

TA

L R

UN

OF

FS

TR

EE

TP

IPE

TR

AV

EL

TIM

E

DESIGN POINT

LO

CA

TIO

N

DIR

EC

T R

UN

OF

F

La

zy R

idg

e &

1/6

Ac

Re

sJC

-39

1.4

40

.43

9.8

30

.63

4.0

92

.56

La

zy R

idg

e &

1/6

Ac

Re

sJC

-40

1.8

10

.44

8.8

80

.80

4.2

53

.41

Bu

ffa

lo H

orn

& 1

/6 A

c R

es

JC-4

10

.52

0.6

35

.23

0.3

35

.03

1.6

5

Bu

ffa

lo H

orn

& 1

/6 A

c R

es

JC-4

22

.31

0.6

48

.87

1.4

84

.25

6.2

8

1/6

Ac

Re

sJC

-43

2.4

60

.38

24

.24

0.9

32

.66

2.4

8

La

zy R

idg

e &

1/6

Ac

Re

sJC

-44

0.9

50

.58

8.3

70

.55

4.3

42

.41

La

zy R

idg

e &

1/6

Ac

Re

sJC

-45

0.4

00

.58

8.3

90

.23

4.3

31

.00

La

zy R

idg

e &

1/6

Ac

Re

sJC

-46

0.4

20

.59

6.9

30

.25

4.6

31

.14

La

zy R

idg

e &

1/6

Ac

Re

sJC

-47

0.1

00

.90

5.0

00

.09

5.0

90

.45

Wa

go

n H

am

me

r &

1/6

Ac

Re

sJC

-48

2.2

60

.44

12

.80

1.0

03

.66

3.6

6

Wa

go

n H

am

me

r &

1/6

Ac

Re

sJC

-49

1.0

50

.43

9.6

10

.45

4.1

21

.85

Fu

ture

Co

mm

erc

ial

JC-7

18

.77

0.8

15

.00

7.1

05

.09

36

.13

Wa

go

n H

am

me

r &

1/6

Ac

Re

sJC

-74

1.2

50

.43

8.9

90

.54

4.2

32

.27

Wa

go

n H

am

me

r &

1/6

Ac

Re

sJC

-75

0.7

10

.47

7.9

00

.33

4.4

31

.47

Fu

ture

Co

mm

erc

ial

JC-7

72

.41

0.8

11

2.5

01

.95

3.7

07

.22

Sid

ew

ind

er

& 1

/6 A

c R

es

BJ-

1A

0.5

20

.64

5.6

90

.33

4.9

11

.63

Sid

ew

ind

er

& 1

/6 A

c R

es

BJ-

1B

0.6

90

.64

5.1

40

.44

5.0

52

.23

Sid

ew

ind

er

& 1

/6 A

c R

es

BJ-

1C

1.6

50

.64

8.7

01

.06

4.2

84

.51

Sid

ew

ind

er

& 1

/6 A

c R

es

BJ-

2A

2.3

60

.55

7.7

51

.31

4.4

65

.83

Sid

ew

ind

er

BJ-

2B

0.3

20

.90

5.0

00

.29

5.0

91

.47

Sid

ew

ind

er

BJ-

2C

0.2

60

.90

5.0

00

.23

5.0

91

.19

Sid

ew

ind

er

BJ-

2D

0.1

80

.90

5.0

00

.16

5.0

90

.83

BIG

JO

HN

SO

N B

AS

IN

U:\

1817

1041

5\re

cord

\rep

orts

\dra

inag

e_re

port

\PD

R -

Fili

ngs

2 th

ru 5

\Cal

cs\R

atio

nal M

etho

d -

SF

- P

ropo

sed.

xlsx

Pa

ge

13

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)

(2)

(3)

(4)

(5)

(6)

(7)

(8)

(9)

(10)

(11)

(12)

(13)

(14)

(15)

(16)

(17)

(18)

(19)

(20)

(21)

(22)

RE

MA

RK

S

TO

TA

L R

UN

OF

FS

TR

EE

TP

IPE

TR

AV

EL

TIM

E

DESIGN POINT

LO

CA

TIO

N

DIR

EC

T R

UN

OF

F

Sid

ew

ind

er

& 1

/6 A

c R

es

BJ-

30

.09

0.9

25

.00

0.0

85

.09

0.4

0

Sid

ew

ind

er

& 1

/6 A

c R

es

BJ-

40

.07

0.9

15

.00

0.0

65

.09

0.3

2

Bu

ffa

lo &

1/6

Ac

Re

sB

J-5

0.7

00

.57

6.0

90

.40

4.8

11

.91

Bu

ffa

lo &

1/6

Ac

Re

sB

J-6

1.1

30

.52

9.7

50

.59

4.1

02

.42

1/6

Ac

Re

sB

J-7

1.1

50

.38

21

.15

0.4

42

.86

1.2

6

Fro

nts

ide

Dri

veB

J-1

00

.49

0.9

05

.40

0.4

44

.98

2.2

0

Po

rtio

n o

f S

ide

win

de

r &

1/6

A

c R

es

BJ-

11

0.5

10

.38

8.4

00

.19

4.3

30

.84

Po

rtio

ns

of

Mo

ose

Me

ad

ow

, H

erd

Ho

llow

, B

lue

Min

er

&

1/6

Ac

Re

sB

J-1

33

.18

0.5

11

1.9

21

.62

3.7

86

.13

Po

rtio

n o

f M

oo

se M

ea

do

w &

1

/6 A

c R

es

BJ-

14

0.2

30

.91

5.0

00

.21

5.0

91

.05

Po

rtio

n o

f G

old

en

Ro

ut,

N

atu

ral B

rid

ge

Ra

il &

1/6

Ac

Re

sB

J-1

51

.91

0.5

57

.19

1.0

64

.57

4.8

4

Po

rtio

n o

f N

atu

ral B

rid

ge

R

ail

BJ-

16

0.1

70

.91

5.0

00

.15

5.0

90

.77

Po

rtio

ns

of

Go

lde

n R

ou

t,

Na

tura

l Bri

dg

e R

ail

& 1

/6 A

c R

es

BJ-

17

1.2

50

.66

7.2

00

.83

4.5

73

.78

Po

rtio

ns

of

He

rd H

ollo

w,

blu

e M

ine

r, G

old

en

Ro

ut

&

1/6

Ac

Re

sB

J-1

83

.52

0.5

11

2.5

01

.80

3.7

06

.64

Po

rtio

n o

f N

atu

ral B

rid

ge

R

ail

& 1

/6 A

c R

es

BJ-

20

0.7

70

.64

6.6

30

.49

4.6

92

.31

Po

rtio

ns

of

Ra

iny

Cre

ek,

T

rip

le T

ree

Lo

op

& 1

/6 A

c R

es

BJ-

21

1.8

30

.55

12

.46

1.0

23

.70

3.7

7

Po

rtio

n o

f R

ain

y C

ree

k &

1/6

A

c R

es

BJ-

22

1.1

80

.51

8.8

10

.60

4.2

62

.57

Po

rtio

ns

of

Tu

rke

y F

lat,

T

rip

le T

ree

& 1

/6 A

c R

es

BJ-

23

1.4

20

.51

8.0

00

.72

4.4

13

.19

Po

rtio

ns

of

Tu

rke

y F

lat,

T

rip

le T

ree

& 1

/6 A

c R

es

BJ-

24

1.1

20

.51

8.0

20

.57

4.4

02

.52

Po

rtio

n o

f T

rip

le T

ree

& 1

/6

Ac

Re

sB

J-2

50

.69

0.4

45

.00

0.3

15

.09

1.5

7

La

nd

sca

pe

/Op

en

BJ-

26

1.5

80

.16

13

.57

0.2

63

.57

0.9

2

Po

nd

, B

ack

lots

, O

pe

nB

J-2

78

.47

0.1

51

2.3

61

.25

3.7

24

.66

U:\

1817

1041

5\re

cord

\rep

orts

\dra

inag

e_re

port

\PD

R -

Fili

ngs

2 th

ru 5

\Cal

cs\R

atio

nal M

etho

d -

SF

- P

ropo

sed.

xlsx

Pa

ge

14

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)

(2)

(3)

(4)

(5)

(6)

(7)

(8)

(9)

(10)

(11)

(12)

(13)

(14)

(15)

(16)

(17)

(18)

(19)

(20)

(21)

(22)

RE

MA

RK

S

TO

TA

L R

UN

OF

FS

TR

EE

TP

IPE

TR

AV

EL

TIM

E

DESIGN POINT

LO

CA

TIO

N

DIR

EC

T R

UN

OF

F

De

sig

n S

torm

: 1

00

-yr

P =

2.5

2in

Off

site

- F

ut

Co

mm

erc

ial

OS

-11

2.7

30

.88

8.5

31

1.2

04

.31

48

.25

Bra

dle

y &

Ro

ad

sid

e D

itch

JC-1

1.4

20

.81

11

.28

1.1

53

.87

4.4

5

Bra

dle

y &

Ro

ad

sid

e D

itch

JC-2

3.0

30

.86

11

.52

2.6

03

.83

9.9

7

Bla

ckm

er

& M

ulti

-Fa

mily

JC-3

0.3

20

.79

5.0

00

.25

5.0

91

.30

Bra

dle

y &

Ro

ad

sid

e D

itch

JC-4

0.9

00

.86

5.5

40

.77

4.9

53

.82

Po

rtio

ns

of

Bu

ll R

un

, F

ron

tsid

e,

Co

mm

erc

ial a

nd

M

ulti

-Fa

mily

JC-5

A3

.62

0.7

09

.28

2.5

54

.18

10

.66

Po

rtio

ns

of

Fro

nts

ide

JC-5

B0

.79

0.9

65

.93

0.7

64

.85

3.6

8

Po

rtio

ns

of

Bu

ll R

un

a

nd

M

ulti

-Fa

mily

JC-5

C0

.80

0.9

65

.00

0.7

75

.09

3.9

2

Po

rtio

ns

of

Fro

nts

ide

JC-5

D0

.39

0.9

66

.45

0.3

74

.73

1.7

7

Po

rtio

ns

of

Fro

nts

ide

JC-5

E0

.67

0.9

66

.42

0.6

44

.74

3.0

4

Po

rtio

ns

of

Big

Jo

hn

son

an

d

Mu

lti-F

am

ilyJC

-5F

2.2

10

.70

6.6

41

.56

4.6

97

.32

Po

rtio

ns

of

Fro

nts

ide

an

d

Mu

lti-F

am

ilyJC

-5G

0.2

60

.71

5.0

00

.18

5.0

90

.93

Po

rtio

ns

of

Fro

nts

ide

an

d

Mu

lti-F

am

ilyJC

-5H

0.5

40

.71

5.0

00

.38

5.0

91

.95

Po

rtio

ns

of

Win

ne

r C

ree

k &

M

ulti

-Fa

mily

JC-6

A2

.62

0.7

37

.02

1.9

14

.61

8.8

2

Po

rtio

ns

of

Win

ne

r C

ree

k &

M

ulti

-Fa

mily

JC-6

B3

.08

0.6

65

.17

2.0

45

.04

10

.29

Po

rtio

ns

of

Big

Jo

hn

, W

inn

er

Cre

ek

& M

ulti

-F

am

ilyJC

-6C

1.7

70

.73

6.7

31

.30

4.6

76

.05

Fa

lliln

g R

ock

& 1

/6 A

c R

es

JC-7

0.8

60

.86

5.8

60

.74

4.8

73

.60

Po

rtio

ns

of

Sch

on

oo

ver

&

Mu

lti-F

am

ilyJC

-8A

1.3

30

.68

7.7

60

.91

4.4

64

.03

Po

rtio

ns

of

Sch

on

oo

ver

JC-8

B0

.48

0.9

65

.00

0.4

65

.09

2.3

4

Po

rtio

ns

of

Bu

ll R

un

JC-8

C0

.13

0.9

65

.00

0.1

25

.09

0.6

3

Po

rtio

n o

f B

ull

Ru

nJC

-8D

0.1

10

.96

5.0

00

.11

5.0

90

.54

Po

rtio

n o

f S

cho

no

ove

r &

M

ulti

-Fa

mily

JC-8

E1

.69

0.7

18

.23

1.1

94

.36

5.2

0

JIM

MY

CA

MP

CR

EE

K B

AS

IN

U:\

1817

1041

5\re

cord

\rep

orts

\dra

inag

e_re

port

\PD

R -

Fili

ngs

2 th

ru 5

\Cal

cs\R

atio

nal M

etho

d -

SF

- P

ropo

sed.

xlsx

Pa

ge

15

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)

(2)

(3)

(4)

(5)

(6)

(7)

(8)

(9)

(10)

(11)

(12)

(13)

(14)

(15)

(16)

(17)

(18)

(19)

(20)

(21)

(22)

RE

MA

RK

S

TO

TA

L R

UN

OF

FS

TR

EE

TP

IPE

TR

AV

EL

TIM

E

DESIGN POINT

LO

CA

TIO

N

DIR

EC

T R

UN

OF

F

Po

rtio

n o

f S

cho

no

ove

rJC

-8F

0.2

60

.96

5.0

00

.25

5.0

91

.26

Po

rtio

ns

ofL

ow

line

, B

ird

R

idg

e &

Mu

lti-F

am

ilyJC

-9A

1.4

90

.71

6.3

91

.05

4.7

54

.99

Po

rtio

n o

f L

ow

line

& M

ulti

-F

am

ilyJC

-9B

1.0

30

.71

6.2

60

.73

4.7

73

.48

Po

rtio

ns

of

Lo

wlin

e,

Bir

d

Rid

ge

& M

ulti

-Fa

mily

JC-9

C0

.54

0.7

15

.00

0.3

85

.09

1.9

2

Fro

nts

ide

& L

an

dsc

ap

ing

JC-1

21

.07

0.9

65

.00

1.0

35

.09

5.2

2

Fro

nts

ide

& L

an

dsc

ap

ing

JC-1

31

.18

0.9

65

.00

1.1

35

.09

5.7

5

Po

rtio

ns

of

Litt

le E

lk,

Dri

nki

ng

Ho

rse

& 1

/8 R

es

JC-1

6A

2.2

20

.64

7.5

51

.42

4.5

06

.39

Po

rtio

n o

f L

ittle

Bo

uld

er

&

1/8

Re

sJC

-16

B2

.16

0.6

57

.06

1.4

14

.60

6.4

7

Po

rtio

ns

of

Litt

le B

ou

lde

r,

Mo

ose

Me

ad

ow

& 1

/8 R

es

JC-1

6C

0.5

80

.84

5.8

20

.48

4.8

82

.36

Po

rtio

ns

of

Litt

le E

lk,

Dri

nki

ng

Ho

rse

& 1

/8 R

es

JC-1

6D

1.0

90

.68

6.3

60

.75

4.7

53

.54

Po

rtio

ns

of

Dri

nki

ng

Ho

rse

, M

oo

se M

ea

do

w &

1/8

Re

sJC

-16

E1

.31

0.7

85

.28

1.0

25

.01

5.0

9

Mo

ose

Me

ad

ow

&

La

nd

sca

pin

gJC

-17

0.6

10

.96

5.0

00

.59

5.0

92

.98

Po

rtio

n o

f R

ou

nd

ho

use

&

Mu

lti-F

am

ilyJC

-19

A1

.22

0.7

96

.73

0.9

64

.67

4.5

0

Po

rtio

n o

f R

ou

nd

ho

use

JC-1

9B

0.3

60

.96

5.0

00

.35

5.0

91

.76

Po

rtio

ns

of

Ro

un

dh

ou

se,

Mo

ose

Me

ad

ow

& M

ulti

-F

am

ilyJC

-19

C1

.93

0.7

61

0.7

11

.46

3.9

55

.77

Po

rtio

n o

f R

ou

nd

ho

use

JC-1

9D

0.4

00

.96

5.0

00

.39

5.0

91

.96

Po

rtio

n o

f B

ea

r T

rack

&

Mu

lti-F

am

ilyJC

-19

E1

.77

0.6

65

.50

1.1

74

.96

5.8

2P

ort

ion

of

Be

ar

Tra

ck,

Mo

ose

Me

ad

ow

& M

ulti

-F

am

ilyJC

-19

F1

.56

0.6

66

.02

1.0

44

.83

5.0

0

Po

rtio

n o

f B

ea

r T

rack

JC-1

9G

0.1

00

.94

5.0

00

.10

5.0

90

.50

Po

rtio

n o

f B

ea

r T

rack

JC-1

9H

0.1

60

.96

5.0

00

.15

5.0

90

.78

Po

rtio

n o

f B

ea

r T

rack

, P

ark

&

Mu

lti-F

am

ilyJC

-19

I2

.51

0.5

37

.08

1.3

34

.60

6.1

3

Po

rtio

n o

f B

ea

r T

rack

&

Mu

lti-F

am

ilyJC

-19

J0

.15

0.7

15

.00

0.1

05

.09

0.5

2

Po

rtio

n o

f B

ea

r T

rack

, B

ird

R

idg

e &

Mu

lti-F

am

ilyJC

-19

K0

.19

0.7

95

.00

0.1

55

.09

0.7

6

U:\

1817

1041

5\re

cord

\rep

orts

\dra

inag

e_re

port

\PD

R -

Fili

ngs

2 th

ru 5

\Cal

cs\R

atio

nal M

etho

d -

SF

- P

ropo

sed.

xlsx

Pa

ge

16

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)

(2)

(3)

(4)

(5)

(6)

(7)

(8)

(9)

(10)

(11)

(12)

(13)

(14)

(15)

(16)

(17)

(18)

(19)

(20)

(21)

(22)

RE

MA

RK

S

TO

TA

L R

UN

OF

FS

TR

EE

TP

IPE

TR

AV

EL

TIM

E

DESIGN POINT

LO

CA

TIO

N

DIR

EC

T R

UN

OF

F

Po

rtio

n o

f H

aze

lton

& M

ulti

-F

am

ilyJC

-19

L0

.96

0.6

95

.19

0.6

65

.04

3.3

3

Po

rtio

n o

f B

ird

Rid

ge

& M

ulti

-F

am

ilyJC

-19

M0

.98

0.7

95

.00

0.7

85

.09

3.9

6

Po

rtio

n o

f B

ird

Rid

ge

JC-1

9N

0.1

90

.96

5.0

00

.18

5.0

90

.93

Po

rtio

n o

f H

aze

lton

& M

ulti

-F

am

ilyJC

-19

O0

.51

0.6

95

.78

0.3

54

.89

1.7

1

Po

rtio

n o

f B

ig J

oh

nso

nJC

-19

P0

.16

0.9

65

.00

0.1

55

.09

0.7

9

Po

rtio

n o

f N

utt

er

Bu

tte

r &

M

ulti

-Fa

mily

JC-1

9Q

0.7

50

.69

5.0

00

.51

5.0

92

.62

Po

rtio

n o

f B

ird

Rid

ge

JC-1

9R

0.1

30

.96

5.0

00

.12

5.0

90

.62

Po

rtio

n o

f N

utt

er

Bu

tte

r &

M

ulti

-Fa

mily

JC-1

9S

0.4

80

.69

5.0

00

.33

5.0

91

.68

Po

rtio

n o

f T

urt

le L

ake

JC-1

9T

0.2

30

.96

5.0

00

.22

5.0

91

.11

Po

rtio

n o

f T

utle

La

ke &

Mu

lti-

Fa

mily

JC-1

9U

0.6

30

.79

5.0

00

.50

5.0

92

.52

Po

rtio

n o

f B

ird

Rid

ge

JC-1

9V

0.1

50

.96

5.0

00

.14

5.0

90

.73

Po

rtio

n o

f R

ou

nd

ho

use

&

Mu

lti-F

am

ilyJC

-19

W0

.92

0.6

96

.36

0.6

34

.75

3.0

1

Po

rtio

n o

f H

aze

lton

& M

ulti

-F

am

ilyJC

-20

A2

.01

0.7

17

.81

1.4

24

.44

6.3

1

Po

rtio

n o

f B

ird

Rid

ge

JC-2

0B

0.2

50

.96

5.0

00

.24

5.0

91

.22

Po

rtio

n o

f L

ow

line

& M

ulti

-F

am

ilyJC

-20

C0

.45

0.6

95

.00

0.3

15

.09

1.5

9

Po

rtio

n o

f B

ird

Rid

ge

JC-2

0D

0.2

60

.96

5.0

00

.25

5.0

91

.25

Po

rtio

n o

f H

aze

lton

& M

ulti

-F

am

ilyJC

-20

E0

.80

0.6

99

.75

0.5

54

.10

2.2

5

Big

Jo

hn

son

& 1

/8 A

c R

es

JC-2

12

.92

0.6

78

.90

1.9

54

.24

8.2

9

Big

Jo

hn

son

& 1

/8 A

c R

es

JC-2

24

.53

0.7

98

.87

3.5

84

.25

15

.20

Fa

llin

g R

ock

& P

ark

JC-2

85

.85

0.4

31

4.0

92

.54

3.5

18

.89

La

zy R

idg

e &

1/6

Ac

Re

sJC

-38

2.7

30

.60

10

.26

1.6

54

.02

6.6

1

La

zy R

idg

e &

1/6

Ac

Re

sJC

-39

1.4

40

.59

9.8

30

.86

4.0

93

.50

La

zy R

idg

e &

1/6

Ac

Re

sJC

-40

1.8

10

.60

8.8

81

.09

4.2

54

.62

U:\

1817

1041

5\re

cord

\rep

orts

\dra

inag

e_re

port

\PD

R -

Fili

ngs

2 th

ru 5

\Cal

cs\R

atio

nal M

etho

d -

SF

- P

ropo

sed.

xlsx

Pa

ge

17

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)

(2)

(3)

(4)

(5)

(6)

(7)

(8)

(9)

(10)

(11)

(12)

(13)

(14)

(15)

(16)

(17)

(18)

(19)

(20)

(21)

(22)

RE

MA

RK

S

TO

TA

L R

UN

OF

FS

TR

EE

TP

IPE

TR

AV

EL

TIM

E

DESIGN POINT

LO

CA

TIO

N

DIR

EC

T R

UN

OF

F

Bu

ffa

lo H

orn

& 1

/6 A

c R

es

JC-4

10

.52

0.7

55

.23

0.3

95

.03

1.9

5

Bu

ffa

lo H

orn

& 1

/6 A

c R

es

JC-4

22

.31

0.7

58

.87

1.7

44

.25

7.4

1

1/6

Ac

Re

sJC

-43

2.4

60

.55

24

.24

1.3

52

.66

3.5

9

La

zy R

idg

e &

1/6

Ac

Re

sJC

-44

0.9

50

.71

8.3

70

.68

4.3

42

.93

La

zy R

idg

e &

1/6

Ac

Re

sJC

-45

0.4

00

.70

8.3

90

.28

4.3

31

.22

La

zy R

idg

e &

1/6

Ac

Re

sJC

-46

0.4

20

.72

6.9

30

.30

4.6

31

.39

La

zy R

idg

e &

1/6

Ac

Re

sJC

-47

0.1

00

.96

5.0

00

.09

5.0

90

.48

Wa

go

n H

am

me

r &

1/6

Ac

Re

sJC

-48

2.2

60

.60

12

.80

1.3

53

.66

4.9

5

Wa

go

n H

am

me

r &

1/6

Ac

Re

sJC

-49

1.0

50

.95

9.6

10

.99

4.1

24

.09

Fu

ture

Co

mm

erc

ial

JC-7

18

.77

0.8

85

.00

7.7

15

.09

39

.25

Wa

go

n H

am

me

r &

1/6

Ac

Re

sJC

-74

1.2

50

.59

8.9

90

.74

4.2

33

.12

Wa

go

n H

am

me

r &

1/6

Ac

Re

sJC

-75

0.7

10

.62

7.9

00

.44

4.4

31

.94

Fu

ture

Co

mm

erc

ial

JC-7

72

.41

0.8

81

2.5

02

.12

3.7

07

.84

Sid

ew

ind

er

& 1

/6 A

c R

es

BJ-

1A

0.5

20

.76

5.6

90

.39

4.9

11

.93

Sid

ew

ind

er

& 1

/6 A

c R

es

BJ-

1B

0.6

90

.75

5.1

40

.52

5.0

52

.63

Sid

ew

ind

er

& 1

/6 A

c R

es

BJ-

1C

1.6

50

.76

8.7

01

.24

4.2

85

.32

Sid

ew

ind

er

& 1

/6 A

c R

es

BJ-

2A

2.3

60

.69

7.7

51

.62

4.4

67

.23

Sid

ew

ind

er

BJ-

2B

0.3

20

.96

5.0

00

.31

5.0

91

.57

Sid

ew

ind

er

BJ-

2C

0.2

60

.96

5.0

00

.25

5.0

91

.27

Sid

ew

ind

er

BJ-

2D

0.1

80

.96

5.0

00

.17

5.0

90

.88

Sid

ew

ind

er

& 1

/6 A

c R

es

BJ-

30

.09

0.9

85

.00

0.0

85

.09

0.4

3

Sid

ew

ind

er

& 1

/6 A

c R

es

BJ-

40

.07

0.9

75

.00

0.0

75

.09

0.3

4

BIG

JO

HN

SO

N B

AS

IN

U:\

1817

1041

5\re

cord

\rep

orts

\dra

inag

e_re

port

\PD

R -

Fili

ngs

2 th

ru 5

\Cal

cs\R

atio

nal M

etho

d -

SF

- P

ropo

sed.

xlsx

Pa

ge

18

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)

(2)

(3)

(4)

(5)

(6)

(7)

(8)

(9)

(10)

(11)

(12)

(13)

(14)

(15)

(16)

(17)

(18)

(19)

(20)

(21)

(22)

RE

MA

RK

S

TO

TA

L R

UN

OF

FS

TR

EE

TP

IPE

TR

AV

EL

TIM

E

DESIGN POINT

LO

CA

TIO

N

DIR

EC

T R

UN

OF

F

Bu

ffa

lo &

1/6

Ac

Re

sB

J-5

0.7

00

.70

6.0

90

.49

4.8

12

.35

Bu

ffa

lo &

1/6

Ac

Re

sB

J-6

1.1

30

.66

9.7

50

.75

4.1

03

.07

1/6

Ac

Re

sB

J-7

1.1

50

.55

21

.15

0.6

32

.86

1.8

2

Fro

nts

ide

Dri

veB

J-1

00

.49

0.9

65

.40

0.4

74

.98

2.3

4

Po

rtio

n o

f S

ide

win

de

r &

1/6

A

c R

es

BJ-

11

0.5

10

.55

8.4

00

.28

4.3

31

.22

Po

rtio

ns

of

Mo

ose

Me

ad

ow

, H

erd

Ho

llow

, B

lue

Min

er

&

1/6

Ac

Re

sB

J-1

33

.18

0.6

51

1.9

22

.08

3.7

87

.84

Po

rtio

n o

f M

oo

se M

ea

do

w &

1

/6 A

c R

es

BJ-

14

0.2

30

.97

5.0

00

.22

5.0

91

.11

Po

rtio

n o

f G

old

en

Ro

ut,

N

atu

ral B

rid

ge

Ra

il &

1/6

Ac

Re

sB

J-1

51

.91

0.6

97

.19

1.3

14

.57

6.0

0

Po

rtio

n o

f N

atu

ral B

rid

ge

R

ail

BJ-

16

0.1

70

.97

5.0

00

.16

5.0

90

.82

Po

rtio

ns

of

Go

lde

n R

ou

t,

Na

tura

l Bri

dg

e R

ail

& 1

/6 A

c R

es

BJ-

17

1.2

50

.77

7.2

00

.97

4.5

74

.41

Po

rtio

ns

of

He

rd H

ollo

w,

blu

e M

ine

r, G

old

en

Ro

ut

&

1/6

Ac

Re

sB

J-1

83

.52

0.6

51

2.5

02

.30

3.7

08

.50

Po

rtio

n o

f N

atu

ral B

rid

ge

R

ail

& 1

/6 A

c R

es

BJ-

20

0.7

70

.76

6.6

30

.58

4.6

92

.72

Po

rtio

ns

of

Ra

iny

Cre

ek,

T

rip

le T

ree

Lo

op

& 1

/6 A

c R

es

BJ-

21

1.8

30

.69

12

.46

1.2

63

.70

4.6

7

Po

rtio

n o

f R

ain

y C

ree

k &

1/6

A

c R

es

BJ-

22

1.1

80

.65

8.8

10

.77

4.2

63

.29

Po

rtio

ns

of

Tu

rke

y F

lat,

T

rip

le T

ree

& 1

/6 A

c R

es

BJ-

23

1.4

20

.65

8.0

00

.92

4.4

14

.08

Po

rtio

ns

of

Tu

rke

y F

lat,

T

rip

le T

ree

& 1

/6 A

c R

es

BJ-

24

1.1

20

.65

8.0

20

.73

4.4

03

.22

Po

rtio

n o

f T

rip

le T

ree

& 1

/6

Ac

Re

sB

J-2

50

.69

0.6

05

.00

0.4

25

.09

2.1

2

La

nd

sca

pe

/Op

en

BJ-

26

1.5

80

.41

13

.57

0.6

53

.57

2.3

0

Po

nd

, B

ack

lots

, O

pe

nB

J-2

78

.47

0.4

01

2.3

63

.37

3.7

21

2.5

3

All

Eq

ua

tion

s fo

llow

UD

FC

D R

atio

na

l Me

tho

d(1

)B

asin

Des

crip

tion

linke

d to

C-V

alue

She

et(7

)=

Col

umn

4 x

Col

um

n 5

(13)

Sum

of

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

Long

itudi

nal S

lope

(20)

Str

eet

or P

ipe

Vel

ocity

(3)

Ent

er t

he 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 O

verla

nd F

low

(21)

=C

olum

n 15

OR

Col

umn

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 t

o C

-Val

ue S

heet

(11)

Add

the

C.A

. V

alue

s C

olum

n 7

to g

et t

he c

umm

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.

Val

ues

(18)

Add

ition

al P

ipe

Siz

e

(12)

=28

.5*P

/(10

+C

olum

n 10

)^0.

786

U:\

1817

1041

5\re

cord

\rep

orts

\dra

inag

e_re

port

\PD

R -

Fili

ngs

2 th

ru 5

\Cal

cs\R

atio

nal M

etho

d -

SF

- P

ropo

sed.

xlsx

Pa

ge

19

SURFACE ROUTING - NO INLETS

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


Jimmy Camp Creek BasinA JC-1 0.99 1.15 11.3 3.8 6.7 3.8 7.7


B JC-2 2.31 2.60 16.2 3.3 5.7 11.5 22.8JC-3 0.22 0.25DP A 0.99 1.15


JCD-C JC-4 0.69 0.77 16.9 3.2 5.6 13.4 26.6BP B 3.53 4.01


C JC-5A 2.15 2.55 9.3 4.2 7.3 11.5 23.3JC-5E 0.60 0.64

2.75 3.20 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)Street 600 2.0 5.0 14.3

D JC-5D 0.35 0.37 9.3 4.2 7.3 12.9 26.0DP C 2.75 3.20


E JC-6B 1.67 2.04 13.4 3.6 6.2 20.9 42.9JC-6C 1.11 1.30DP D 3.10 3.57


F JC-5F 1.31 1.56 7.0 4.6 8.1 13.8 28.2JC-6A 1.66 1.91


G JC-5G 0.15 0.18 5.0 5.2 9.1 0.8 1.7


H JC-5H 0.32 0.38 5.0 5.2 9.1 1.7 3.5


I JC-5B 0.71 0.76 6.4 4.8 8.4 6.3 11.7JC-5E 0.60 0.64


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

The Trails at Aspen Ridge


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





J JC-12 0.96 1.03 5.0 5.2 9.1 5.0 9.3


K JC-13 1.06 1.13 5.0 5.2 9.1 5.5 10.2


L JC-8A 0.74 0.91 7.8 4.5 7.8 3.8 8.1JC-8C 0.12 0.12


M JC-8D 0.10 0.11 8.2 4.4 7.7 4.2 8.7DP L 0.86 1.03


N JC-8E 1.00 1.19 10.4 4.0 7.0 13.0 25.9DP I 1.31 1.40DP M 0.95 1.14


O JC-8B 0.43 0.46 10.6 4.0 6.9 15.5 30.6JC-8F 0.23 0.25DP N 3.27 3.73


SS JC-16B 1.13 1.41 7.1 4.6 8.1 7.2 15.3JC-16C 0.43 0.48


TT JC-16A 1.12 1.42 7.6 4.5 7.9 7.8 17.1JC-16D 0.61 0.75


UU JC-16E 0.88 1.02 8.4 4.3 7.6 18.1 38.4DP SS 1.56 1.89DP TT 1.73 2.17


P JC-17 0.55 1.42 7.6 4.5 7.9 21.4 51.3DP UU 4.18 5.07


R JC-19G 0.09 0.10 5.0 5.2 9.1 1.2 2.3JC-19H 0.14 0.15


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

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





S JC-19I 0.79 1.33 7.1 4.6 8.1 5.1 102.2JC-19J 0.09 0.10DP R 0.24 11.20


T JC-19E 0.96 1.17 6.0 4.9 8.5 8.8 18.9JC-19F 0.85 1.04


W JC-9A 0.88 1.05 6.4 4.8 8.4 7.2 12.7JC-9B 0.61 0.46


X JC-20A 1.19 1.42 7.6 4.5 7.9 13.2 25.0JC-20B 0.22 0.24DP W 1.49 1.51


Y JC-19L 0.55 0.66 7.8 4.5 7.8 15.5 29.9DP X 2.91 3.17


FF JC-19M 0.68 0.78 10.5 4.0 6.9 16.4 31.9DP Y 3.46 3.83


GG JC-19K 0.13 0.15 11.2 3.9 6.7 16.5 32.1DP FF 4.15 4.61


HH JC-9C 0.32 0.38 9.8 4.1 7.1 4.1 8.4JC-20D 0.23 0.25JC-20E 0.46 0.55


II JC-19O 0.29 0.35 10.0 4.1 7.1 5.3 10.8DP HH 1.00 1.17


JJ JC-19N 0.17 0.18 12.0 3.7 6.5 7.1 14.5JC-19Q 0.43 0.51DP II 1.30 1.52


KK JC-19S 0.27 0.33 12.3 3.7 6.5 8.0 16.5DP JJ 1.89 2.22


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

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





LL JC-19R 0.11 0.12 13.2 3.6 6.3 8.9 18.1JC-19T 0.20 0.22DP KK 2.17 2.55


MM JC-19U 0.44 0.50 13.4 3.6 6.2 10.4 21.1DP LL 2.49 2.89


NN JC-19V 0.13 0.14 14.7 3.4 5.9 10.4 21.0DP MM 2.92 3.39


RR JC-19B 0.32 0.35 5.0 5.2 9.1 3.6 6.6JC-19D 0.36 0.39


OO DP GG 4.28 4.76 15.0 3.4 5.9 27.1 53.1DP NN 3.06 3.53DP RR 0.69 0.73


PP JC-21 1.56 1.95 20.0 2.9 5.1 16.0 32.5DP-O 3.93 4.43


QQ JC-19W 0.53 0.63 16.2 3.3 5.7 45.7 91.1DP PP 5.50 6.39DP OO 8.02 9.02


YY JC-22 3.15 3.58 8.9 4.3 7.4 13.4 26.6


ZZ JC-19A 0.85 0.96 16.9 3.2 5.5 51.2 102.4JC-19C 1.24 1.46DP QQ 14.05 16.04


U JC-28 1.05 2.54 14.1 3.5 6.1 3.6 15.4


V JC-7 0.66 0.74 5.9 4.9 8.6 3.3 6.4


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

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





Z JC-40 0.80 1.09 8.9 4.3 7.4 3.4 8.1


AA JC-46 0.25 0.30 6.9 4.7 8.1 1.2 2.4


BB JC-38 1.22 1.65 10.3 4.0 7.0 7.4 17.5JC-39 0.63 0.86


CC JC-44 0.55 0.68 10.3 4.0 7.0 7.4 24.2JC-45 0.23 0.28DP BB 1.85 2.50


DD JC-74 0.54 0.74 9.0 4.2 7.4 2.3 5.4


EE JC-75 0.33 0.44 7.9 4.4 7.8 1.5 3.4


Big Johnson BasinHHH BJ-2A 1.31 1.62 9.6 4.1 7.2 6.0 67.1

BJ-11 0.15 7.711.46 9.34 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)

Street 250 4.0 1.0 10.7III BJ-2B 0.29 0.17 10.7 3.9 6.9 6.9 65.5

DP HHH 1.46 9.341.75 9.51 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)

Street 190 4.0 0.8 11.4JJJ BJ-2C 0.23 0.25 11.4 3.8 6.7 7.6 65.2

DP III 1.75 9.511.98 9.76 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)

Street 115 4.0 0.5 11.9AAA BJ-2D 0.16 0.17 11.9 3.8 6.6 8.1 65.1

DP JJJ 1.98 9.762.14 9.93 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)

4.0 0.0 11.9KKK BJ-1A 0.33 0.39 5.7 5.0 8.7 3.9 8.0

BJ-1B 0.44 0.520.77 0.91 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)

Street 1150 4.0 4.8 10.5

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

T R A V E L T I M E

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T R A V E L T I M E





BBB BJ-1C 1.06 1.24 10.5 4.0 6.9 7.3 15.0DP KKK 0.77 0.91


CCC BJ-4 0.06 0.07 10.8 3.9 6.8 7.4 15.2DP BBB 1.83 2.16


DDD BJ-3 0.08 0.08 11.1 3.9 6.8 16.0 82.9DP AAA 2.14 9.93DP CCC 1.89 2.22


LLL BJ-22 0.60 0.77 8.8 4.3 7.4 5.7 12.6BJ-23 0.72 0.92


EEE BJ-5 0.40 0.49 13.4 3.6 6.2 23.9 96.9BJ-24 0.57 0.73BJ-25 0.31 0.42DP DDD 4.12 12.24DP LLL 1.33 1.70


FFF BJ-6 0.59 0.75 12.5 3.7 6.4 5.9 12.9BJ-21 1.02 1.26


GGG BJ-7 0.44 0.63 21.2 2.8 4.9 2.0 6.3BJ-26 0.26 0.65


MMM BJ-15 1.06 1.31 7.2 4.6 8.0 5.6 11.9BJ-16 0.15 0.16


NNN BJ-17 0.83 0.97 12.5 3.7 6.4 14.1 30.4BJ-18 1.80 2.30DP MMM 1.21 1.47


OOO BJ-13 1.62 2.08 11.9 3.8 6.6 8.7 18.9BJ-14 0.21 0.22BJ-20 0.49 0.58


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

T R A V E L T I M E

T R A V E L T I M E





PPP DP NNN 3.83 4.74 12.5 3.7 6.4 22.6 48.9DP OOO 2.32 2.87


QQQ BJ-10 0.44 0.47 12.5 3.7 6.4 59.4 186.4BJ-27 1.25 3.37DP EEE 6.72 15.57DP FFF 1.61 2.01DP PPP 6.15 7.61


T R A V E L T I M E

T R A V E L T I M E


Appendix D: Detention Pond Calculations & Dam Breach Analysis

Project:

Basin ID:

Depth Increment = 0.5 ft

Required Volume Calculation Top of Micropool -- 0.00 -- -- -- 162 0.004

Selected BMP Type = EDB 5869 -- 0.50 -- -- -- 6,888 0.158 1,694 0.039

Watershed Area = 37.44 acres 5869.5 -- 1.00 -- -- -- 14,715 0.338 7,017 0.161

Watershed Length = 1,670 ft 5870 -- 1.50 -- -- -- 31,334 0.719 18,364 0.422

Watershed Slope = 0.039 ft/ft 5870.5 -- 2.00 -- -- -- 33,262 0.764 34,492 0.792

Watershed Imperviousness = 67.00% percent 5871 -- 2.50 -- -- -- 35,215 0.808 51,943 1.192

Percentage Hydrologic Soil Group A = 28.5% percent 5871.5 -- 3.00 -- -- -- 37,194 0.854 70,046 1.608

Percentage Hydrologic Soil Group B = 71.5% percent 5872 -- 3.50 -- -- -- 39,197 0.900 89,143 2.046

Percentage Hydrologic Soil Groups C/D = 0.0% percent 5872.5 -- 4.00 -- -- -- 41,226 0.946 109,249 2.508

Desired WQCV Drain Time = 40.0 hours 5873 -- 4.50 -- -- -- 43,280 0.994 130,375 2.993

Location for 1-hr Rainfall Depths = User Input 5873.5 -- 5.00 -- -- -- 45,359 1.041 152,535 3.502

Water Quality Capture Volume (WQCV) = 0.818 acre-feet 5874 -- 5.50 -- -- -- 47,463 1.090 175,740 4.034

Excess Urban Runoff Volume (EURV) = 2.858 acre-feet 5874.5 -- 6.00 -- -- -- 49,592 1.138 200,004 4.591

2-yr Runoff Volume (P1 = 1.19 in.) = 2.245 acre-feet 1.19 inches 5875 -- 6.50 -- -- -- 51,747 1.188 225,339 5.173

5-yr Runoff Volume (P1 = 1.5 in.) = 2.977 acre-feet 1.50 inches 5875.5 -- 7.00 -- -- -- 53,926 1.238 251,757 5.780


25-yr Runoff Volume (P1 = 2 in.) = 4.724 acre-feet 2.00 inches 5876.5 -- 8.00 -- -- -- 58,361 1.340 307,894 7.068


100-yr Runoff Volume (P1 = 2.52 in.) = 6.501 acre-feet 2.52 inches 5877.5 -- 9.00 -- -- -- 62,896 1.444 368,516 8.460

500-yr Runoff Volume (P1 = 3.55 in.) = 9.767 acre-feet 3.55 inches -- -- -- --

Approximate 2-yr Detention Volume = 2.110 acre-feet -- -- -- --






-- -- -- --

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

Zone 1 Volume (WQCV) = 0.818 acre-feet -- -- -- --

Zone 2 Volume (EURV - Zone 1) = 2.040 acre-feet -- -- -- --

Zone 3 Volume (100-year - Zones 1 & 2) = 1.594 acre-feet -- -- -- --

Total Detention Basin Volume = 4.451 acre-feet -- -- -- --

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

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 2̂ -- -- -- --

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 2̂ -- -- -- --

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

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 2̂ -- -- -- --

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

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

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

Optional User Override1-hr Precipitation

Volume (ft 3̂)

Volume (ac-ft)

Area (acre)

DETENTION BASIN STAGE‐STORAGE TABLE BUILDER

Optional Override

Area (ft 2̂)Length

(ft)

Optional Override Stage (ft)

Stage(ft)

Stage - StorageDescription

Area (ft 2̂)

Width (ft)

Trails at Aspen Ridge

Big Johnson Basin (West Pond)

UD-Detention, Version 3.07 (February 2017)

Example Zone Configuration (Retention Pond)

UD-Detention_v3.07-West Pond.xlsm, Basin 1/30/2019, 4:06 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

2.03 Zone 1 (WQCV) 2.03 Zone 1 (WQCV)

4.37 Zone 2 (EURV) 4.37 Zone 2 (EURV)

5.88 Zone 3 (100-year 5.88 Zone 3 (100-year)

DETENTION BASIN STAGE‐STORAGE TABLE BUILDER


0.000

2.115

4.230

6.345

8.460

0.000

0.365

0.730

1.095

1.460

0.00 2.50 5.00 7.50 10.00

Volume (ac‐ft)

Area

(acres)

Stage (ft.)

Area (acres) Volume (ac‐ft)

0

100

200

300

400

0

5

10

15

20

0.00 2.50 5.00 7.50 10.00

Area

(sq.ft.)

Leng

th, W

idth (ft.)

Stage (ft)

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

UD-Detention_v3.07-West Pond.xlsm, Basin 1/30/2019, 4:06 PM

Project: Basin ID:

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

Zone 1 (WQCV) 2.03 0.818 Orifice Plate

Zone 2 (EURV) 4.37 2.040 Circular Orifice

Zone 3 (100-year) 5.88 1.594 Weir&Pipe (Restrict)

4.451 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 = 2.764E-02 ft2

Depth at top of Zone using Orifice Plate = 2.03 ft (relative to basin bottom at Stage = 0 ft) Elliptical Half-Width = N/A feetOrifice Plate: Orifice Vertical Spacing = 8.50 inches Elliptical Slot Centroid = N/A feet

Orifice Plate: Orifice Area per Row = 3.98 sq. inches (use rectangular openings) 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) 3.98 3.98 3.98

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 Circular Not Selected Zone 2 Circular Not Selected

Invert of Vertical Orifice = 2.03 N/A ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Area = 0.01 N/A ft2

Depth at top of Zone using Vertical Orifice = 4.37 N/A ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Centroid = 0.04 N/A feetVertical Orifice Diameter = 1.00 N/A 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 = 4.37 N/A ft (relative to basin bottom at Stage = 0 ft) Height of Grate Upper Edge, Ht = 5.37 N/A feetOverflow Weir Front Edge Length = 4.00 N/A feet Over Flow Weir Slope Length = 4.12 N/A feet

Overflow Weir Slope = 4.00 N/A H:V (enter zero for flat grate) Grate Open Area / 100-yr Orifice Area = 9.22 N/A should be > 4Horiz. Length of Weir Sides = 4.00 N/A feet Overflow Grate Open Area w/o Debris = 11.54 N/A ft2

Overflow Grate Open Area % = 70% N/A %, grate open area/total area Overflow Grate Open Area w/ Debris = 5.77 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 = 1.25 N/A ft2

Outlet Pipe Diameter = 18.00 N/A inches Outlet Orifice Centroid = 0.56 N/A feetRestrictor Plate Height Above Pipe Invert = 12.00 inches Half-Central Angle of Restrictor Plate on Pipe = 1.91 N/A radians

User Input: Emergency Spillway (Rectangular or Trapezoidal) Calculated Parameters for SpillwaySpillway Invert Stage= 5875.00 ft (relative to basin bottom at Stage = 0 ft) Spillway Design Flow Depth= 0.83 feet

Spillway Crest Length = 50.00 feet Stage at Top of Freeboard = 5876.83 feetSpillway End Slopes = 4.00 H:V Basin Area at Top of Freeboard = 1.44 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 3.55

Calculated Runoff Volume (acre-ft) = 0.818 2.858 2.245 2.977 3.754 4.724 5.506 6.501 9.767OPTIONAL Override Runoff Volume (acre-ft) =

Inflow Hydrograph Volume (acre-ft) = 0.816 2.855 2.243 2.973 3.749 4.719 5.496 6.485 9.751Predevelopment Unit Peak Flow, q (cfs/acre) = 0.00 0.00 0.01 0.02 0.18 0.58 0.85 1.21 2.16

Predevelopment Peak Q (cfs) = 0.0 0.0 0.4 0.7 6.8 21.6 31.9 45.4 80.8Peak Inflow Q (cfs) = 15.7 53.9 42.5 56.1 70.4 88.3 102.4 120.4 178.9

Peak Outflow Q (cfs) = 0.4 0.8 0.7 0.8 4.8 14.0 16.8 17.5 19.6Ratio Peak Outflow to Predevelopment Q = N/A N/A N/A 1.1 0.7 0.6 0.5 0.4 0.2

Structure Controlling Flow = Plate Vertical Orifice 1 Vertical Orifice 1 Overflow Grate 1 Overflow Grate 1 Overflow Grate 1 Outlet Plate 1 Outlet Plate 1 Outlet Plate 1Max Velocity through Grate 1 (fps) = N/A N/A N/A N/A 0.3 1.1 1.4 1.4 1.6Max 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) = 38 69 62 71 73 71 70 69 66Time to Drain 99% of Inflow Volume (hours) = 41 76 67 78 80 80 79 79 77

Maximum Ponding Depth (ft) = 1.95 4.25 3.61 4.37 4.92 5.43 5.85 6.50 8.62Area at Maximum Ponding Depth (acres) = 0.76 0.97 0.91 0.98 1.03 1.08 1.12 1.19 1.40

Maximum Volume Stored (acre-ft) = 0.761 2.738 2.146 2.855 3.419 3.948 4.422 5.161 7.919

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


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 2 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 195 Watershed Constraint CheckCount_OutletPipe2 = 0 0.50 er = 13/16 inch) 2 Year 362 Slope 0.039

COUNTA_2 (Standard FSD Setup)= 1 0.58 meter = 7/8 inch) EURV 426 Shape 1.71MaxPondDepth_Error? FALSE 0.67 er = 15/16 inch) 5 Year 438

Hidden Parameters & Calculations 0.76 ameter = 1 inch) 10 Year 493 Spillway Depth

0.86 = 1-1/16 inches) 25 Year 544 0.83WQ Plate Flow at 100yr depth = 0.96 0.97 = 1-1/8 inches) 50 Year 586

CLOG #1= 35% 1.08 = 1-3/16 inches) 100 Year 651 1 Z1_BooleanCdw #1 = 0.89 1.20 = 1-1/4 inches) 500 Year 863 1 Z2_BooleanCdo #1 = 0.69 1.32 = 1-5/16 inches) Zone3_Pulldown Message 1 Z3_Boolean

Overflow Weir #1 Angle = 0.245 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 = 0.06 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

20

40

60

80

100

120

140

160

180

200

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

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3

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0.1 1 10 100

POND

ING

DEPT

H [ft

]

DRAIN TIME [hr]

500YR

100YR

50YR

25YR

10YR

5YR

2YR

EURV

WQCV

0.00

5.00

10.00

15.00

20.00

25.00

0

50,000

100,000

150,000

200,000

250,000

300,000

350,000

400,000

0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00

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]

4.32 min 0:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0:04:19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Hydrograph 0:08:38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Constant 0:12:58 0.69 2.29 1.82 2.38 2.95 3.62 4.13 4.76 6.61

1.156 0:17:17 1.86 6.28 4.98 6.54 8.16 10.12 11.64 13.53 19.420:21:36 4.78 16.14 12.78 16.78 20.95 25.97 29.89 34.75 49.900:25:55 13.14 44.27 35.07 46.04 57.44 71.19 81.89 95.14 136.400:30:14 15.65 53.86 42.46 56.06 70.45 88.26 102.44 120.40 178.940:34:34 14.95 51.65 40.68 53.77 67.69 85.09 99.05 116.86 175.760:38:53 13.61 47.00 37.02 48.94 61.61 77.57 90.42 106.83 161.380:43:12 12.17 42.28 33.26 44.03 55.49 69.90 81.50 96.32 145.630:47:31 10.52 36.87 28.95 38.41 48.51 61.20 71.44 84.53 128.220:51:50 9.16 32.12 25.17 33.47 42.32 53.46 62.44 73.94 112.280:56:10 8.30 29.06 22.81 30.27 38.23 48.21 56.24 66.51 100.621:00:29 6.87 24.28 19.03 25.30 32.01 40.47 47.30 56.05 85.361:04:48 5.62 20.08 15.71 20.92 26.51 33.55 39.25 46.55 71.021:09:07 4.34 15.82 12.34 16.50 20.97 26.64 31.23 37.14 57.031:13:26 3.25 12.14 9.42 12.67 16.18 20.61 24.22 28.86 44.521:17:46 2.35 9.00 6.95 9.40 12.06 15.43 18.18 21.72 33.721:22:05 1.81 6.79 5.26 7.09 9.06 11.55 13.57 16.17 24.931:26:24 1.49 5.49 4.28 5.73 7.30 9.27 10.86 12.91 19.771:30:43 1.26 4.63 3.61 4.83 6.14 7.80 9.13 10.84 16.571:35:02 1.11 4.04 3.15 4.21 5.35 6.78 7.93 9.41 14.331:39:22 1.00 3.62 2.82 3.77 4.78 6.06 7.08 8.39 12.761:43:41 0.92 3.32 2.59 3.46 4.38 5.54 6.48 7.67 11.641:48:00 0.67 2.46 1.91 2.56 3.26 4.15 4.87 5.80 8.941:52:19 0.50 1.78 1.39 1.86 2.36 3.00 3.52 4.19 6.441:56:38 0.36 1.32 1.03 1.37 1.75 2.22 2.60 3.10 4.782:00:58 0.27 0.98 0.76 1.02 1.30 1.65 1.94 2.31 3.552:05:17 0.19 0.71 0.55 0.74 0.95 1.21 1.42 1.70 2.622:09:36 0.14 0.51 0.39 0.53 0.68 0.87 1.02 1.22 1.902:13:55 0.10 0.37 0.29 0.39 0.49 0.63 0.74 0.89 1.372:18:14 0.06 0.26 0.20 0.27 0.34 0.44 0.52 0.63 0.982:22:34 0.04 0.16 0.12 0.17 0.22 0.29 0.34 0.41 0.652:26:53 0.02 0.09 0.07 0.10 0.13 0.16 0.20 0.24 0.392:31:12 0.01 0.04 0.03 0.04 0.06 0.08 0.09 0.11 0.192:35:31 0.00 0.01 0.01 0.01 0.01 0.02 0.03 0.03 0.062:39:50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.002:44:10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.002:48:29 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.002:52:48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.002:57:07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:01:26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:05:46 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:10:05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:14:24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:18:43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:23:02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:27:22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:31:41 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:36:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:40:19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:44:38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:48:58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:53:17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:57:36 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:01:55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:06:14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:10:34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:14:53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:19:12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:23:31 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:27:50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:32:10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:36:29 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:40:48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:45:07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:49:26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:53:46 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:58:05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.005:02:24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.005:06:43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.005:11:02 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 = 67.0 %

B) Tributary Area's Imperviousness Ratio (i = Ia / 100 ) i = 0.670

C) Contributing Watershed Area Area = 37.440 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= 0.818 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

J) Excess Urban Runoff Volume (EURV) Design Volume For HSG A: EURVA = 1.68 * i1.28 EURV = 2.753 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 = 5.0 : 1(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)


StantecJanuary 30, 2019

Big Johnson Basin - West 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)

West Pond Forebay.xlsm, EDB 1/30/2019, 4:34 PM


5. Forebay

A) Minimum Forebay Volume VFMIN = 0.025 ac-ft (VFMIN = 3% of the WQCV)

B) Actual Forebay Volume VF = ac-ft

C) Forebay Depth (DF = 30 inch maximum) DF = 12.0 in

D) Forebay Discharge

i) Undetained 100-year Peak Discharge Q100 = 120.40 cfs

ii) Forebay Discharge Design Flow QF = 2.41 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 = 11.1 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 = 1.75 inches

E) Total Outlet Area Aot = 10.00 square inches

Trails at Aspen RidgeJanuary 30, 2019Stantec



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 = 6 in (Minimum recommended depth is 4 inches)

B) Minimum Initial Surcharge Volume VIS = 106.9 cu ft (Minimum volume of 0.3% of the WQCV)

C) Initial Surcharge Provided Above Micropool Vs= 5.0 cu ft

9. Trash Rack

A) Water Quality Screen Open Area: At = Aot * 38.5*(e-0.095D) At = 326 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 = 459 sq. in.

E) Depth of Design Volume (EURV or WQCV) H= 5.56 feet(Based on design concept chosen under 1E)

F) Height of Water Quality Screen (HTR) HTR= 94.72 inches

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


Charlene DurhamStantecJanuary 30, 2019Trails at Aspen RidgeBig Johnson Basin - West 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.)



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:


StantecCharlene Durham



January 30, 2019

Choose One

Irrigated

Not Irrigated


Sheet 1 of 2

Designer:

Company:

Date:

Project:

Location:


A) Effective Imperviousness of Tributary Area, Ia Ia = 30.0 % (100% if all paved and roofed areas upstream of rain garden)

B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.300

C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.12 watershed inches

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

D) Contributing Watershed Area (including rain garden area) Area = 118,920 sq ft

E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = cu ft Vol = (WQCV / 12) * Area

F) For Watersheds Outside of the Denver Region, Depth of d6 = 0.42 in Average Runoff Producing Storm

G) For Watersheds Outside of the Denver Region, VWQCV OTHER = 1,168.2 cu ft Water Quality Capture Volume (WQCV) Design Volume

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

2. Basin Geometry

A) WQCV Depth (12-inch maximum) DWQCV = 12 in

B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft (Use "0" if rain garden has vertical walls)

C) Mimimum Flat Surface Area AMin = 714 sq ft

D) Actual Flat Surface Area AActual = 1058 sq ft

E) Area at Design Depth (Top Surface Area) ATop = 1674 sq ft

F) Rain Garden Total Volume VT= 1,366 cu ft (VT= ((ATop + AActual) / 2) * Depth)

3. Growing Media

4. Underdrain System

A) Are underdrains provided?

B) Underdrain system orifice diameter for 12 hour drain time

i) Distance From Lowest Elevation of the Storage y = 0.5 ft Volume to the Center of the Orifice

ii) Volume to Drain in 12 Hours Vol12 = 1,168 cu ft

iii) Orifice Diameter, 3/8" Minimum DO = 1 in

Design Procedure Form: Rain Garden (RG)

Charlene Durham

Stantec

January 30, 2019


Big Johnson Basin - DP GGG

UD-BMP (Version 3.06, November 2016)

Choose One

Choose One

18" Rain Garden Growing MediaOther (Explain):

YES

NO

DP GGG.xlsm, RG 1/30/2019, 4:57 PM

Sheet 2 of 2

Designer:

Company:

Date:

Project:

Location:

5. Impermeable Geomembrane Liner and Geotextile Separator Fabric

A) Is an impermeable liner provided due to proximity of structures or groundwater contamination?

6. Inlet / Outlet Control

A) Inlet Control

7. Vegetation

8. Irrigation

A) Will the rain garden be irrigated?

Notes:


Charlene Durham

Stantec

January 30, 2019


Big Johnson Basin - DP GGG

Choose One

Choose One

Choose OneSheet Flow- No Energy Dissipation Required

Concentrated Flow- Energy Dissipation Provided

PlantingsSeed (Plan for frequent weed control)

Sand Grown or Other High Infiltration Sod

Choose OneYESNO

YES

NO

DP GGG.xlsm, RG 1/30/2019, 4:57 PM

Project:

Basin ID:

Depth Increment = 0.5 ft

Required Volume Calculation Media Surface -- 0.00 -- -- -- 1,058 0.024

Selected BMP Type = RG -- 0.25 -- -- -- 1,212 0.028 272 0.006

Watershed Area = 2.73 acres -- 0.50 -- -- -- 1,366 0.031 592 0.014

Watershed Length = 595 ft -- 0.75 -- -- -- 1,520 0.035 952 0.022Watershed Slope = 0.010 ft/ft -- 1.00 -- -- -- 1,674 0.038 1,349 0.031

Watershed Imperviousness = 30.00% percent -- -- -- --Percentage Hydrologic Soil Group A = 0.0% percent -- -- -- --Percentage Hydrologic Soil Group B = 100.0% percent -- -- -- --

Percentage Hydrologic Soil Groups C/D = 0.0% percent -- -- -- --Desired WQCV Drain Time = 12.0 hours -- -- -- --

Location for 1-hr Rainfall Depths = User Input -- -- -- --Water Quality Capture Volume (WQCV) = 0.028 acre-feet -- -- -- --

Excess Urban Runoff Volume (EURV) = 0.084 acre-feet -- -- -- --2-yr Runoff Volume (P1 = 1.19 in.) = 0.064 acre-feet 1.19 inches -- -- -- --5-yr Runoff Volume (P1 = 1.5 in.) = 0.092 acre-feet 1.50 inches -- -- -- --

10-yr Runoff Volume (P1 = 1.75 in.) = 0.140 acre-feet 1.75 inches -- -- -- --25-yr Runoff Volume (P1 = 2 in.) = 0.234 acre-feet 2.00 inches -- -- -- --

50-yr Runoff Volume (P1 = 2.25 in.) = 0.296 acre-feet 2.25 inches -- -- -- --100-yr Runoff Volume (P1 = 2.52 in.) = 0.377 acre-feet 2.52 inches -- -- -- --

500-yr Runoff Volume (P1 = 0 in.) = 0.000 acre-feet inches -- -- -- --Approximate 2-yr Detention Volume = 0.060 acre-feet -- -- -- --Approximate 5-yr Detention Volume = 0.086 acre-feet -- -- -- --

Approximate 10-yr Detention Volume = 0.125 acre-feet -- -- -- --Approximate 25-yr Detention Volume = 0.146 acre-feet -- -- -- --Approximate 50-yr Detention Volume = 0.153 acre-feet -- -- -- --

Approximate 100-yr Detention Volume = 0.181 acre-feet -- -- -- ---- -- -- --

Stage-Storage Calculation -- -- -- --Zone 1 Volume (WQCV) = 0.028 acre-feet -- -- -- --

Select Zone 2 Storage Volume (Optional) = acre-feet -- -- -- --Select Zone 3 Storage Volume (Optional) = acre-feet -- -- -- --

Total Detention Basin Volume = 0.028 acre-feet -- -- -- --Initial Surcharge Volume (ISV) = N/A ft 3̂ -- -- -- --Initial Surcharge Depth (ISD) = N/A ft -- -- -- --

Total Available Detention Depth (Htotal) = user ft -- -- -- --Depth of Trickle Channel (HTC) = N/A ft -- -- -- --Slope of Trickle Channel (STC) = N/A 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 2̂ -- -- -- --

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 2̂ -- -- -- --Volume of Basin Floor (VFLOOR) = user ft 3̂ -- -- -- --

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 2̂ -- -- -- --Volume of Main Basin (VMAIN) = user ft 3̂ -- -- -- --

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

DETENTION BASIN STAGE-STORAGE TABLE BUILDER

Optional Override

Area (ft 2̂)Length

(ft)

Optional Override Stage (ft)

Stage(ft)

Stage - StorageDescription

Area (ft 2̂)

Width (ft)


Big Johnson Creek Basin DP GGG - WQ Facility


Volume (ft 3̂)

Volume (ac-ft)

Area (acre)

Optional User Override1-hr Precipitation

Total detention volume is less than 100-year volume.


WQ Facility DP GGG.xlsm, Basin 1/30/2019, 4:48 PM

Sheet 1 of 2

Designer:

Company:

Date:

Project:

Location:


A) Effective Imperviousness of Tributary Area, Ia Ia = 90.0 % (100% if all paved and roofed areas upstream of rain garden)

B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.900

C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.32 watershed inches

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

D) Contributing Watershed Area (including rain garden area) Area = 246,985 sq ft

E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = cu ft Vol = (WQCV / 12) * Area

F) For Watersheds Outside of the Denver Region, Depth of d6 = 0.42 in Average Runoff Producing Storm

G) For Watersheds Outside of the Denver Region, VWQCV OTHER = 6,430.9 cu ft Water Quality Capture Volume (WQCV) Design Volume

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

2. Basin Geometry

A) WQCV Depth (12-inch maximum) DWQCV = 12 in

B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft (Use "0" if rain garden has vertical walls)

C) Mimimum Flat Surface Area AMin = 4446 sq ft

D) Actual Flat Surface Area AActual = 6600 sq ft

E) Area at Design Depth (Top Surface Area) ATop = 7316 sq ft

F) Rain Garden Total Volume VT= 6,958 cu ft (VT= ((ATop + AActual) / 2) * Depth)

3. Growing Media

4. Underdrain System

A) Are underdrains provided?

B) Underdrain system orifice diameter for 12 hour drain time

i) Distance From Lowest Elevation of the Storage y = 0.5 ft Volume to the Center of the Orifice

ii) Volume to Drain in 12 Hours Vol12 = 6,431 cu ft

iii) Orifice Diameter, 3/8" Minimum DO = 2 1/2 in


Charlene Durham

Stantec

December 18, 2018


Jimmy Camp Basin - DP JCD-D

UD-BMP (Version 3.06, November 2016)

Choose One

Choose One

18" Rain Garden Growing MediaOther (Explain):

YES

NO

DP JCD-C.xlsm, RG 12/18/2018, 7:21 PM

Sheet 2 of 2

Designer:

Company:

Date:

Project:

Location:

5. Impermeable Geomembrane Liner and Geotextile Separator Fabric

A) Is an impermeable liner provided due to proximity of structures or groundwater contamination?

6. Inlet / Outlet Control

A) Inlet Control

7. Vegetation

8. Irrigation

A) Will the rain garden be irrigated?

Notes:


Charlene Durham

Stantec

December 18, 2018


Jimmy Camp Basin - DP JCD-D

Choose One

Choose One

Choose OneSheet Flow- No Energy Dissipation Required

Concentrated Flow- Energy Dissipation Provided

PlantingsSeed (Plan for frequent weed control)

Sand Grown or Other High Infiltration Sod

Choose OneYESNO

YES

NO

DP JCD-C.xlsm, RG 12/18/2018, 7:21 PM

Project:

Basin ID:

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

Zone 1 (WQCV) 0.92 0.152 Filtration Media

Zone 2

Zone 3

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

Underdrain Orifice Invert Depth = 0.50 ft (distance below the filtration media surface) Underdrain Orifice Area = 0.0 ft2

Underdrain Orifice Diameter = 2.50 inches Underdrain Orifice Centroid = 0.10 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 = ft (relative to basin bottom at Stage = 0 ft) WQ Orifice Area per Row = N/A ft

2

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

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

Orifice Plate: Orifice Area per Row = inches Elliptical Slot Area = N/A ft2

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

Row 1 (optional) 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)


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)


User Input: Vertical Orifice (Circular or Rectangular) Calculated Parameters for Vertical OrificeNot Selected Not Selected Not Selected Not Selected

Invert of Vertical Orifice = ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Area = ft2

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

Vertical Orifice Diameter = inches

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

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

Overflow Weir Front Edge Length = feet Over Flow Weir Slope Length = feet

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

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

Overflow Grate Open Area % = %, grate open area/total area Overflow Grate Open Area w/ Debris = ft2

Debris Clogging % = %

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

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

Circular Orifice Diameter = inches Outlet Orifice Centroid = feet

Half‐Central Angle of Restrictor Plate on Pipe = N/A N/A radians

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

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

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

Freeboard above Max Water Surface = 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 0.00

Calculated Runoff Volume (acre-ft) = 0.152 0.572 0.489 0.636 0.773 0.915 1.028 1.177 0.000

OPTIONAL Override Runoff Volume (acre-ft) =

Inflow Hydrograph Volume (acre-ft) = 0.151 0.572 0.489 0.636 0.773 0.916 1.028 1.178 #N/A

Predevelopment Unit Peak Flow, q (cfs/acre) = 0.00 0.00 0.02 0.03 0.31 0.97 1.33 1.77 0.00

Predevelopment Peak Q (cfs) = 0.0 0.0 0.1 0.2 1.8 5.5 7.6 10.0 0.0

Peak Inflow Q (cfs) = 3.5 13.0 11.1 14.4 17.5 20.6 23.1 26.5 #N/A

Peak Outflow Q (cfs) = 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 #N/A

Ratio Peak Outflow to Predevelopment Q = N/A N/A N/A 1.1 0.1 0.0 0.0 0.0 #N/A

Structure Controlling Flow = Filtration Media Filtration Media Filtration Media Filtration Media Filtration Media Filtration Media Filtration Media Filtration Media #N/A

Max Velocity through Grate 1 (fps) = N/A N/A N/A N/A N/A N/A N/A N/A #N/A

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) = 12 37 32 41 49 58 64 73 #N/A

Time to Drain 99% of Inflow Volume (hours) = 13 38 33 42 51 59 66 75 #N/A

Maximum Ponding Depth (ft) = 0.80 1.00 1.00 1.00 1.00 1.00 1.00 1.00 #N/A

Area at Maximum Ponding Depth (acres) = 0.18 0.18 0.18 0.18 0.18 0.18 0.18 0.18 #N/A

Maximum Volume Stored (acre-ft) = 0.130 0.166 0.166 0.166 0.166 0.166 0.166 0.166 #N/A


UD‐Detention, Version 3.07 (February 2017)Trails at Aspen Ridge

Jimmy Camp Creek Basin DP JCD-C - WQ Facility


COUNTA for Basin Tab = 1 Ao Dia WQ Plate Type Vert Orifice 1 Vert Orifice 2

Count_Underdrain = 1 0.11 meter = 3/8 inch) 1 1 1

Count_WQPlate = 0 0.14 eter = 7/16 inch)

Count_VertOrifice1 = 0 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) 1 1 5yr, <72hr 0

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

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

Count_OutletPipe1 = 0 0.42 meter = 3/4 inch) WQCV 80 Watershed Constraint Check

Count_OutletPipe2 = 0 0.50 er = 13/16 inch) 2 Year 100 Slope 0.040

COUNTA_2 (Standard FSD Setup)= 0 0.58 meter = 7/8 inch) EURV 100 Shape 1.01

MaxPondDepth_Error? FALSE 0.67 er = 15/16 inch) 5 Year 100

Hidden Parameters & Calculations 0.76 ameter = 1 inch) 10 Year 100 Spillway Depth

0.86 = 1-1/16 inches) 25 Year 100

WQ Plate Flow at 100yr depth = 0.00 0.97 = 1-1/8 inches) 50 Year 100

CLOG #1= 0% 1.08 = 1-3/16 inches) 100 Year 100 1 Z1_Boolean

Cdw #1 = 1.20 = 1-1/4 inches) 500 Year #N/A 1 Z2_Boolean

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

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

CLOG #2= 0% 1.59 = 1-7/16 inches) Draintime Running

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

Cdo #2 = 1.88 = 1-9/16 inches) Vertical Orifice 1 0 0 0

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

Underdrain Q at 100yr depth = 0.19 2.20 1-11/16 inches) Overflow Weir 1 0 0 0 Max Depth

VertOrifice1 Q at 100yr depth = 0.00 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 0 0 0 Freeboard

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

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

CountA_3 (EURV & 100yr) = 0 3.09 eter = 2 inches) Button Visibility Boolean FALSE Time Interval

CountA_4 (100yr Only) = 0 3.29 gular openings) 1 Button_Trigger

1 Underdrain

0 WQCV Plate

0 EURV-WQCV Plate

0 EURV-WQCV VertOrifice

0 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

5

10

15

20

25

30

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

0.2

0.4

0.6

0.8

1

1.2

0.1 1 10 100

PONDING DEP

TH [ft]

DRAIN TIME [hr]

500YR

100YR

50YR

25YR

10YR

5YR

2YR

EURV

WQCV

0.00

0.05

0.10

0.15

0.20

0.25

0

1,000

2,000

3,000

4,000

5,000

6,000

7,000

8,000

9,000

0.00 0.20 0.40 0.60 0.80 1.00 1.20

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 #N/A

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]

3.67 min 0:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 #N/A

0:03:40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 #N/A

Hydrograph 0:07:20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 #N/A

Constant 0:11:01 0.16 0.58 0.49 0.64 0.77 0.91 1.01 1.16 #N/A

1.364 0:14:41 0.42 1.55 1.33 1.72 2.08 2.45 2.74 3.13 #N/A

0:18:21 1.09 3.98 3.41 4.41 5.34 6.30 7.05 8.05 #N/A

0:22:01 2.99 10.94 9.38 12.13 14.67 17.30 19.37 22.10 #N/A

0:25:41 3.48 12.96 11.09 14.39 17.46 20.64 23.14 26.46 #N/A

0:29:22 3.31 12.36 10.58 13.73 16.67 19.71 22.12 25.29 #N/A

0:33:02 3.01 11.25 9.63 12.50 15.18 17.95 20.13 23.03 #N/A

0:36:42 2.66 10.05 8.59 11.17 13.57 16.06 18.02 20.63 #N/A

0:40:22 2.28 8.67 7.40 9.64 11.73 13.89 15.61 17.87 #N/A

0:44:02 1.99 7.55 6.45 8.40 10.21 12.09 13.58 15.55 #N/A

0:47:43 1.80 6.84 5.84 7.61 9.25 10.96 12.31 14.10 #N/A

0:51:23 1.46 5.64 4.81 6.28 7.65 9.08 10.20 11.70 #N/A

0:55:03 1.18 4.60 3.92 5.13 6.26 7.43 8.37 9.60 #N/A

0:58:43 0.88 3.54 3.00 3.95 4.83 5.76 6.49 7.47 #N/A

1:02:23 0.64 2.63 2.23 2.94 3.61 4.31 4.88 5.63 #N/A

1:06:04 0.47 1.91 1.62 2.13 2.61 3.11 3.53 4.09 #N/A

1:09:44 0.37 1.48 1.26 1.65 2.02 2.40 2.72 3.14 #N/A

1:13:24 0.31 1.22 1.03 1.36 1.66 1.98 2.23 2.57 #N/A

1:17:04 0.26 1.03 0.88 1.15 1.41 1.67 1.89 2.18 #N/A

1:20:44 0.23 0.91 0.77 1.01 1.24 1.47 1.66 1.91 #N/A

1:24:25 0.21 0.82 0.70 0.91 1.11 1.32 1.49 1.71 #N/A

1:28:05 0.20 0.76 0.64 0.84 1.03 1.22 1.37 1.58 #N/A

1:31:45 0.14 0.55 0.47 0.62 0.75 0.89 1.01 1.16 #N/A

1:35:25 0.10 0.41 0.35 0.45 0.55 0.66 0.74 0.85 #N/A

1:39:05 0.08 0.30 0.25 0.33 0.40 0.48 0.54 0.62 #N/A

1:42:46 0.06 0.22 0.19 0.24 0.30 0.35 0.40 0.46 #N/A

1:46:26 0.04 0.16 0.13 0.17 0.21 0.25 0.29 0.33 #N/A

1:50:06 0.03 0.11 0.09 0.12 0.15 0.18 0.20 0.24 #N/A

1:53:46 0.02 0.08 0.07 0.09 0.11 0.13 0.15 0.17 #N/A

1:57:26 0.01 0.05 0.04 0.06 0.07 0.09 0.10 0.11 #N/A

2:01:07 0.01 0.03 0.03 0.03 0.04 0.05 0.06 0.07 #N/A

2:04:47 0.00 0.01 0.01 0.02 0.02 0.03 0.03 0.04 #N/A

2:08:27 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 #N/A

2:12:07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 #N/A

2:15:47 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 #N/A

2:19:28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 #N/A

2:23:08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 #N/A

2:26:48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 #N/A

2:30:28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 #N/A

2:34:08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 #N/A

2:37:49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 #N/A

2:41:29 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 #N/A

2:45:09 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 #N/A

2:48:49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 #N/A

2:52:29 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 #N/A

2:56:10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 #N/A

2:59:50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 #N/A

3:03:30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 #N/A

3:07:10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 #N/A

3:10:50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 #N/A

3:14:31 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 #N/A

3:18:11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 #N/A

3:21:51 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 #N/A

3:25:31 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 #N/A

3:29:11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 #N/A

3:32:52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 #N/A

3:36:32 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 #N/A

3:40:12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 #N/A

3:43:52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 #N/A

3:47:32 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 #N/A

3:51:13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 #N/A

3:54:53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 #N/A

3:58:33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 #N/A

4:02:13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 #N/A

4:05:53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 #N/A

4:09:34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 #N/A

4:13:14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 #N/A

4:16:54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 #N/A

4:20:34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 #N/A

4:24:14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 #N/A

UD‐Detention, Version 3.07 (February 2017)


From: Hunyadi - DNR, JohnTo: Charles CothernCc: Cothern, CharlesSubject: Re: Waterview East Subdivision Detention Pond Classification/Breech AnalysisDate: Monday, May 14, 2018 9:19:20 AM

Good Morning Charles,

Excellent! This is exactly the level of analysis needed for these small structuresand I reviewed and agree with your assessments for hazard classifications forthese 2 ponds.

When you are closer to construction, please plan to submit the NOI form about 45days in advance and our water commissioner and division engineer will alsoreview/approve. The water commissioner will be looking for the SDI data sheetshowing how quickly the structures will drain out. When you submit that, pleasere-include this hazard memo as part of the package to keep it all together.

Thanks so much for your efforts. I think it is a valuable process.

John H.

John Hunyadi, PE | Dam Safety EngineerState of Colorado | 4255 Sinton Road, CO Springs, CO T: 719.227.5294 | C: [email protected]

On Thu, May 10, 2018 at 4:45 PM, Charles Cothern<[email protected]> wrote:

John,

Attached is my memorandum providing classification of the pond embankments forthe Waterview East Subdivision. I also included the two spreadsheets in case youwanted to review/modify, etc.

As I have explained before, I have not had to do this previously so consequently Ido not know if I have provided everything you need to prepare a determination onyour end.

So I am open to criticism, if need be, and can make any changes necessary sothat I provide you exactly what you need and will be better at the process nexttime this comes up.

The notice you provided I assumed would be completed and sent in some time inthe future when construction is eminent; however, if you need those now I can

mailto:[email protected]





complete and forward. If you need construction drawings prior to the notices oras part of the review of the attached memorandum, I can also send those rightover.

Just let me know what I need to do next so I can keep my submittal processmoving forward with El Paso County.

Thanks for your help.

Charles K. Cothern, P.E.

Springs Engineering, LLC

31 N. Tejon Street, Suite 500

Colorado Springs, CO 80903

719-227-7388 (P)

719-227-7392 (F)

This e-mail message is the property of Springs Engineering, LLC and is for the sole use of the intended recipient(s) andmay contain confidential and privileged information. Any unauthorized review, use, disclosure or distribution isprohibited. If you are not the intended recipient, please contact the sender by reply e-mail and destroy all copies of theoriginal message.

Z:\0001-Dakota Springs\02-Waterview Partners\16-02 Springs at Waterview East\Reports\Preliminary Plan\Drainage\Dam Breach Analysis\SEStantecMemoDamClassification050918.doc

Memorandum Stantec 31 North Tejon Street Suite 500 Colorado Springs, Colorado 80903 Phone: 719-227-7388 Fax: 719-227-7392 Date: May 9, 2018 To: Mr. John Hunyadi Dam Safety Engineer State of Colorado 4255 Sinton Road Colorado Springs, CO 80919 From: Charles K. Cothern, P.E. Subject: Waterview East Detention Pond Embankment Hazard Classification This memorandum has been prepared to determine the classification and the potential for breech for the detention pond embankments for Waterview East. There are two ponds to consider. They are identified as Waterview East Subdivision, East Detention Pond and Waterview East Subdivision, West Detention Pond. Guidelines for Hazard Classification, Office of the State Engineer, Colorado Dam Safety Branch, November 15, 2010 was used to determine the pond embankment classification. The characteristics of each pond are as follows: East Detention Pond The East Detention Pond is located on the east side of the property near the southeast corner and discharges onto neighboring property east of the site. Discharge eventually reaches Jimmy Camp Creek. Drainage Area 138.98 acres Height of Water (Hw) 8.51 ft. Stoarge;100-year design storm 16.51 ac-ft. Surface Area; 100-year design storm 3.83 acres Crest Width of Dam 8 ft. Height of dam to Base Elevation 11.35 ft. Slope of Upstream dam face 3 H:V Slope of Downstream dam face 2 H:V Dam Size Class Minor


West Detention Pond The West Detention Pond is located on the west side of the property and discharges into Powers Boulevard right-of-way. Discharge eventually reaches Big Johnson Reservoir. Drainage Area 42.4 acres Height of Water (Hw) 7.42 ft. Stoarge;100-year design storm 5.04 ac-ft. Surface Area; 100-year design storm 1.38 acres Crest Width of Dam 10 ft. Height of dam to Base Elevation 9.35 ft. Slope of Upstream dam face 3 H:V Slope of Downstream dam face 2 H:V Dam Size Class Minor Classification Analysis Both pond embankments based on proposed embankment construction dimensions are identified as Non-Jurisdictional. Following The Guidelines for Hazard Classification document previously referred to, the conclusions are as follows: East Pond The East Detention pond is classified as a Low Hazard Dam based on the following determinations under a failure scenario:

• No loss of Human life would be expected. The drainage follows a swale downstream that crosses open prairie most recently used for grazing. Fontaine Boulevard is approximately ¾ mile downstream and the nearest housing development is approximately 1.25 miles downstream. The drainage swale is well defined and can contain any potential breech flows.

• Only minor damage, if any, would be expected to unimproved roads or minor irrigation facilities across the open prairie property.

• No reservoirs are downstream however, there are some minor berms across the drainage downstream; these berms could capture pond discharge or breech flows.

• Downstream, near Fontaine Boulevard, there is evidence of potential wetlands that could be affected.

Based on these factors the classification is Low Hazard. West Pond The West Pond is classified as a No Public Hazard Dam. The discharge from the pond and any potential breech discharge would enter the Powers Boulevard right-of-way and a


“sump” location for the Powers Boulevard roadside ditch. The sump is drained west under Powers Boulevard by a 60-inch CMP. The Powers Boulevard Road embankment essentially serves as a second dam embankment that cannot fail under any normal scenario. The CMP pipe would provide a controlled discharge under Powers Boulevard. The discharge under Powers Boulevard drains on to the Blue Stem Open Space, across open praire conveyed by a swale to Big Johnson Reservoir.

• No loss of human life expected. • No damage would occur downstream including erosion of the Powers Boulevard

road side ditch because flow would enter the ditch at the sump location. The Estimate of Dam Breech Parameters spread sheet is included for both ponds for reference. A cross section of the swale daonstream from the East Pond is included along with a flow analysis to show complete capture of the Breech flow. Please let me know if you have any questions. If you can provide an acknowledgement of this analysis which we could use with our submittal to El Paso County, we would appreciate it. Non-Jurisdictional Water Impoundment Structure notifications are being prepared to submit to the State per Section 37-87-125, CRS.

AP

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Stantec Consulting Inc.

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80.99'

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107.94'

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TRACT 'I' 6,684.16 s.f.

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N74°20'48"E

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545.14'

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3037.92'

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STATE OF COLORADO C/O DIVISION OF PURCHASING

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OPEN SPACE

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BLUESTEM PRAIRIE OPEN SPACE

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PUD KIEMELE FAMILY PARTNERSHIP CITY OF COLORADO SPRINGS

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A-5 EUGENIA BLUME & BASIL D TRUST; JUDY TIMM; RANKIN HOLDINGS LP

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PUD KIEMELE FAMILY PARTNERSHIP CITY OF COLORADO SPRINGS

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PUD - KIEMELE FAMILY PARTNERSHIP CITY OF COLORADO SPRINGS

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STATE OF COLORADO C/O DIVISION OF PURCHASING

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A-5 EUGENIA BLUME & BASIL D TRUST; JUDY TIMM; RANKIN HOLDINGS LP

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23049' PR ADDITIONAL ROW

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PARK (OPEN SPACE) TRACT 'D'

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COMMERCIAL C1 195,397 s.f.

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BRADLEY ROAD (ARTERIAL) 210' RIGHT-OF-WAY

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PUMP STATION

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35' UTILITY EASEMENT

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(80' R.O.W.-URBAN NON-RESIDENTIAL COLLECTOR-ASPHALT)

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TRACT 'A'

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4-3-17

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Computer File Information

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Acad Ver.

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Creation Date:

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2014

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Structure

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Full Path & Drawing File Name: V:\1817\active\181710214\CAD\Plansheets

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Index of Revisions

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181710214

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4-28-18

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BG

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Grading Plan

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see plan

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www.stantec.com

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Fax.

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Tel.

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1110 Elkton Drive

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Suite B

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(719) 432-6889

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CMD/BG

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PF/BG

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WATERVIEW EAST PRE-DEVELOPMENT GRADING AND EROSION CONTROL PLAN

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of 10

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2

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400

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SCALE: 1"=200'

ccothern

Callout

West Detention Pond

ccothern

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East Detention Pond

Waterview East Subdivision

WVE East Pond MLM-WAv2_0.xlsm

PROJECT:

8.516.53.88.0

11.43.02.00.1

0.61Minor

140.5001168.936.511.09.8

0.131.9739

0.9686.510.2

Breach Formation Time (Tf) =

Peak Breach Discharge (Qp) = Cubic Feet per Second

Erosion Rate (ER), Calculated as (Bavg/Tf) =Average Breach Width Divided by Height of Breach (Bavg/Hb ) = If (Bavg/Hb) > 0.6, Full Breach Development is Anticipated

Acre Feet/FootStorage Intensity (SI) =

Feet

Piping Orifice Coefficient (Cp) = Used To Calculate Peak Discharge Through Piping Hole

RESULTS CHECK:

Erosion Rate Divided by Height of Water Over Base of Breach (ER/Hw) = If 1.6 < (ER/Hw) < 21, Erosion Rate is Assumed Reasonable

Assumes Full Reservoir At Time of Breach

Bottom Width of Breach (Bb) = FeetAverage Breach Width (Bavg) =

USING THE MACDONALD & LANGRIDGE-MONOPOLIS OR WASHINGTON STATE METHODS

Acres

Hours

Breach Formation Factor (BFF) =Embankment Volume Eroded (Ver) =

Average Dam Width (Wavg) =

CALCULATED BREACH CHARACTERISTICS:

Height of breach from dam crest to base elevation of breach (Hb) =Slope of upstream dam face (Zu) =

Slope of downstream dam face (Zd) =

ESTIMATION OF DAM BREACH PARAMETERS

Height of water over base elevation of breach (Hw) =Volume of water stored in reservoir at time of failure (Vw) =

Waterview-East Pond

EARTHEN (NON-COHESIVE)

WITH ALL FAILURE TIMES ESTIMATED BY WASHINGTON STATE METHOD

Acre-FeetFeet

BREACH INPUT PARAMETERS:

Select Embankment Type From Drop-Down Menu:

Cubic YardsFeet (In Direction of Flow)

Reservoir Surface Area at Hw (As) =

Breach side-slope ratio (Zb) =Z(H):1(V)Z(H):1(V)

Feet

Dam Size Class:

Crest width of dam (C) =FeetZ(H):1(V)

Project Description

Friction Method Manning Formula

Solve For Normal Depth

Input Data

Roughness Coefficient 0.045

Channel Slope 0.02900 ft/ft

Left Side Slope 16.00 ft/ft (H:V)

Right Side Slope 21.50 ft/ft (H:V)

Bottom Width 128.00 ft

Discharge 739.00 ft³/s

Results

Normal Depth 0.98 ft

Flow Area 143.88 ft²

Wetted Perimeter 164.90 ft

Hydraulic Radius 0.87 ft

Top Width 164.85 ft

Critical Depth 0.96 ft

Critical Slope 0.03107 ft/ft

Velocity 5.14 ft/s

Velocity Head 0.41 ft

Specific Energy 1.39 ft

Froude Number 0.97

Flow Type Subcritical

GVF Input Data

Downstream Depth 0.00 ft

Length 0.00 ft

Number Of Steps 0

GVF Output Data

Upstream Depth 0.00 ft

Profile Description

Profile Headloss 0.00 ft

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s

Normal Depth 0.98 ft

Critical Depth 0.96 ft

Channel Slope 0.02900 ft/ft

Worksheet for Cross Section - DS from East Pond

5/10/2018 10:20:29 AMBentley Systems, Inc. Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]

27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page

Worksheet for Cross Section - DS from East PondGVF Output Data

Critical Slope 0.03107 ft/ft

5/10/2018 10:20:29 AMBentley Systems, Inc. Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]

27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page

Waterview East Subdivision

WVE West Pond MLM-WAv2_0.xlsm

PROJECT:

7.45.01.4

10.09.43.02.00.1

0.61Minor

37.396861.033.45.34.3

0.090.7295

0.5660.18.1

6.360

401

Cubic YardsFeet (In Direction of Flow)

Reservoir Surface Area at Hw (As) =

Breach side-slope ratio (Zb) =Z(H):1(V)Z(H):1(V)

Feet

Dam Size Class:

Crest width of dam (C) =FeetZ(H):1(V)

ESTIMATION OF DAM BREACH PARAMETERS

Height of water over base elevation of breach (Hw) =Volume of water stored in reservoir at time of failure (Vw) =

Waterview-West Pond

EARTHEN (NON-COHESIVE)

WITH ALL FAILURE TIMES ESTIMATED BY WASHINGTON STATE METHOD

Acre-FeetFeet

BREACH INPUT PARAMETERS:

Select Embankment Type From Drop-Down Menu:

Average Breach Width (Bavg) =

USING THE MACDONALD & LANGRIDGE-MONOPOLIS OR WASHINGTON STATE METHODS

Acres

Hours

Breach Formation Factor (BFF) =Embankment Volume Eroded (Ver) =

Average Dam Width (Wavg) =

CALCULATED BREACH CHARACTERISTICS:

Height of breach from dam crest to base elevation of breach (Hb) =Slope of upstream dam face (Zu) =

Slope of downstream dam face (Zd) =

FeetVolume Eroded in Piping Hole =

*Piping Hole Width (D) =Cubic YardsCubic Feet Per SecondEstimated Peak Discharge Through Pipe =

Feet

Reservoir Evacuation May Occur Prior to Full Breach Development - Piping Hole Characteristics calculated below.

Piping Orifice Coefficient (Cp) = Used To Calculate Peak Discharge Through Piping Hole

RESULTS CHECK:

Erosion Rate Divided by Height of Water Over Base of Breach (ER/Hw) = If 1.6 < (ER/Hw) < 21, Erosion Rate is Assumed Reasonable

Assumes Full Reservoir At Time of Breach

Bottom Width of Breach (Bb) = FeetBreach Formation Time (Tf) =

Peak Breach Discharge (Qp) = Cubic Feet per Second

Erosion Rate (ER), Calculated as (Bavg/Tf) =Average Breach Width Divided by Height of Breach (Bavg/Hb ) = If (Bavg/Hb) > 0.6, Full Breach Development is Anticipated

Acre Feet/FootStorage Intensity (SI) =


Figure 3: Existing Drainage Map


TRAILS AT ASPEN RIDGE

PRELIMINARY DRAINAGE REPORT

EX. DRAINAGE PLAN

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POWERS BLVD

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JCD-C

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BRADLEY RD

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BIG JOHNSON BASIN

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JIMMY CAMP BASIN

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BIG JOHNSON BASIN

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JIMMY CAMP BASIN

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BIG JOHNSON BASIN

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JIMMY CAMP BASIN

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48.02

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121.2

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17.8

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JCD-4

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9.25

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26.6

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5.0

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JCD-2

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14.40

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71.11

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7.1

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OS-1

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A

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B

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6.81

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19.2

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3.6

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BJD-13A

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4.91

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14.6

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2.7

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JCD-1A

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23.02

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58.1

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12.3

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JCD-3

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B-1

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B-2

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C-1

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29.93

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61.7

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11.5

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BJD-13

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17.38

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47.3

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8.8

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OS-4

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1.50

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4.3

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0.79

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OS-3

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15.06

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37.9

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7.1

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OS-13

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D

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E

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BJD-M

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M-1

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6-5-17

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Acad Ver.

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Creation Date:

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2014

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Units:

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Initials:

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Scale:

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Full Path & Drawing File Name: V:\1817\active\181710214\Reports\Drainage\Exhibits

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Index of Revisions

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181710214

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Sheet Number

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6-6-17

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BG

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Ex BASIN Exhibits COS.dwg

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see plan

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www.stantec.com

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Fax.

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Tel.

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1110 Elkton Drive

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Suite B

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(719) 432-6889

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BG

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PF

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1 of 1

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N

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1"=200'

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EXISTING 2' CONTOUR EXISTING 10' CONTOUR WATERVIEW BOUNDARY ASPEN RIDGE FILING NO 1 BOUNDARY MAJOR DRAINAGE BASIN BOUNDARY DRAINAGE BASIN BOUNDARY DESIGN POINT BASIN LABEL

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THE TRAILS AT ASPEN RIDGE BOUNDARY

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N

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LEGEND

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EX. TWIN 42" CMP'S

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EX. 60" CMP

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AREA

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Q100

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Q5

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LABEL

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EX. 48" CMP

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DESIGN POINT

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Q5

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Q100

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A D E B-1 B-2 JCD-C C-1 B M-1 BJD-M

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7.0 0.8 14.8 11.4 29.2 4.9 8.8 3.5 7.0 17.1

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73.1 4.4 45.0 63.6 133.2 27.3 17.3 19.7 38.9 95.0


Figure 4: Proposed Drainage Map

1.42

JC-1

12.73

OS-1

3.03

JC-2

0.90

JC-4

0.32

JC-3

0.80

JC-5C

3.08

JC-6B

8.77

JC-71

A

B

F

C

L

J

K

1.69

JC-8E

1.03

JC-9B

2.41

JC-77

3.62

JC-5A

1.33

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0.79

JC-5B

2.62

JC-6A

0.67

JC-5E

1.77

JC-6C

2.21

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0.39

JC-5D

0.13

JC-8C

0.26

JC-5G

0.54

JC-5H

0.10

JC-19G

0.48

JC-8B

1.49

JC-9A

0.54

JC-9C

0.45

JC-20C

JC-20E

0.11

JC-8D

0.26

JC-8F

20110

5937.18

1117

20178

5934.28

REFLECTOR

20356

5942.85

CDOT MON PT NO2542

E

D

G

H

I

N

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M

W

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BASIN

L


THE TRAILS AT ASPEN RIDGE


PR DRAINAGE PLAN

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BIG JOHNSON BASIN

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JIMMY CAMP BASIN

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SUMP TYPE R INLETS (FILING 1)

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EX TWIN 42" CMPS TO REMAIN

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JCD-C

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FUTURE CDOT ROW AND INTERCHANGE

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L.P.

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H.P.

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L.P.

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L.P.

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H.P.

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L.P.

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U.G.F.O.

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U.P.

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U.G.G.

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U.P.

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U.P.

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U.P.

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U.P.

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U.P.

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U.P.

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WQ 1 PR RAIN GARDEN (FILING 1)

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V-DITCH (FILING 1)

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STUB FOR FUTURE STORM CONNECTION

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STUB FOR FUTURE STORM CONNECTION

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24" RCP (FILILNG 1)

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FUTURE ASPEN RIDGE DEVELOPMENT

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FUTURE COMMERCIAL DEVELOPMENT

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FUTURE COMMERCIAL DEVELOPMENT

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H.P.

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U.G.G.

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BLACKMER STREET

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BRADLEY ROAD

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BRADLEY ROAD

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POWERS BLVD

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BULL RUN DRIVE

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BIG JOHNSON DRIVE

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BIRD RIDGE DRIVE

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FRONTSIDE DRIVE

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FRONTSIDE DRIVE

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H.P.

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SCHOONOVER DRIVE

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SCHOONOVER DRIVE

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LOWLINE VIEW

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LEGACY DRIVE

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LEGACY DRIVE

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WINNER CREEK DRIVE

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H.P.

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ROUNDHOUSE DRIVE

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LEGEND EXISTING 2' CONTOUR EXISTING 10' CONTOUR BOUNDARY MAJOR DRAINAGE BASIN BOUNDARY DRAINAGE BASIN BOUNDARY PROPOSED 2' CONTOUR PROPOSED 10' CONTOUR PROPOSED STORM DRAIN DESIGN POINT BASIN LABEL

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N

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1"=100'

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0

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12-16-16

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Acad Ver.

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2014

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181710214

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Sheet Number

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12-16-16

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BG

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Pr Basin Exhibit

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see plan

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1 of 3

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www.stantec.com

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Fax.

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Tel.

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1110 Elkton Drive

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Suite B

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(719) 432-6889

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CMD

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BG

1.07

JC-12

1.18

JC-13

1.77

JC-19E

2.01

JC-20A

2.92

JC-21

4.53

JC-22

5.85

JC-28

JC-38

0.69

BJ-1B

2.36

BJ-2A

J

K

II

GG

P

KKK

U

0.86

JC-7

V

DD

EE

1.25

JC-74

0.71

JC-75

0.61

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ZZ

3.52

BJ-18

3.18

BJ-13

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BJ-10

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BJ-11

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BJ-1A

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BJ-14

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JC-19H

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JC-20D

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JC-19V

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JC-19J

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JC-19D

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JC-20B

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JC-19S

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JC-19T

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JC-19U

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HH

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L




PR DRAINAGE PLAN

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BIG JOHNSON BASIN

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JIMMY CAMP BASIN

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FUTURE CDOT ROW AND INTERCHANGE

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L.P.

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H.P.

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U.P.

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U.P.

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U.P.

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U.P.

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U.P.

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U.P.

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U.G.G.

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EX 60" CMP

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AT-GRADE TYPE R INLET (FILING 1)

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CONNECT TO FILING 1 STORM

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AT-GRADE TYPE R INLETS (FILING 1)

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H.P.

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ASPEN RIDGE FILING NO. 1

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L.P.

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POWERS BLVD

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BIG JOHNSON DRIVE

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BIG JOHNSON DRIVE

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BIRD RIDGE DRIVE

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BIRD RIDGE DRIVE

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FRONTSIDE DRIVE

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LEGACY DRIVE

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BEAR TRACK POINT

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H.P.

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MOOSE MEADOW STREET

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DRINKING HORSE COURT

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LITTLE BOULDER LOOP

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LITTLE ELK LANE

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SIDEWINDER DRIVE

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SIDEWINDER DRIVE

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GOLDEN ROUT STREET

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BLUE MINER STREET

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HERD HOLLOW PATH

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FALLING ROCK DRIVE

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FALLING ROCK DRIVE

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LAZY RIDGE DRIVE

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ROUNDHOUSE DRIVE

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ROUNDHOUSE DRIVE

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LEGACY DRIVE

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TURTLE LAKE WAY

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NUTTER BUTTER POINT

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HAZELTON DRIVE

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HAZELTON DRIVE

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N

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MATCH LINE SEE SH 3

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1"=100'

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100

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0

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12-16-16

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2014

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181710214

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Sheet Number

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12-16-16

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BG

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Pr Basin Exhibit

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see plan

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2 of 3

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www.stantec.com

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Fax.

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Tel.

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1110 Elkton Drive

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Suite B

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(719) 432-6889

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CMD

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BG

2.73

JC-38

1.44

JC-39

1.81

JC-40

0.95

JC-44

0.40

JC-45

0.42

JC-46

0.07

BJ-4

0.09

BJ-3

1.13

BJ-6

0.70

BJ-5

ZAA

BB

CC

AAABBB

EEEFFF

GGG

1.15

BJ-7

CCCDDD

1.58

BJ-26

1.83

BJ-21

1.18

BJ-22

1.42

BJ-23

1.12

BJ-24

8.47

BJ-27

0.77

BJ-20

1.25

BJ-17

0.17

BJ-16

0.32

BJ-2B

0.18

BJ-2C

1.15

BJ-2D

1.91

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0.69

BJ-25

1.05

JC-49

JC-48

2.26

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BASIN

L




PR DRAINAGE PLAN

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EAST POND OUTLET

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SUMP TYPE R INLET (FILING 1)

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BASIN

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H.P.

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L.P.

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H.P.

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L.P.

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L.P.

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L.P.

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H.P.

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U.P.

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U.P.

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U.P.

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U.P.

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U.G.G.

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ASPEN RIDGE FILING NO. 1

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EX 48" CMP

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POWERS BLVD

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BIG

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JOHNSON

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BASIN

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JIMMY

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CAMP

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EAST POND FILING NO. 1

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WEST POND

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BUFFALO HORN DRIVE

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BUFFALO HORN DRIVE

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STORM CASTLE COURT

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WINDY PASS COURT

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SUNDAY GULCH DRIVE

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LOOKOUT COURT

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WAGON HAMMER DRIVE

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LAZY RIDGE DRIVE

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SIDEWINDER DRIVE

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TRIPLE TREE LOOP

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TURKEY FLAT LANE

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RAINY CREEK TRAIL

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NATURAL BRIDGE RAIL

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GOLDEN ROUT STREET

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BLUE MINER STREET

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WQ 2 PR RAIN GARDEN

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SUMP TYPE R INLET (FILING 1)

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N

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MATCH LINE SEE SH 3

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1"=100'

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100

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0

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200

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100

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12-16-16

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Acad Ver.

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Creation Date:

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2014

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Units:

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Initials:

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Scale:

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Feet

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CMD

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Project No./Code

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Designer:

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Structure

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Index of Revisions

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181710214

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Sheet Number

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12-16-16

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BG

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Pr Basin Exhibit

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see plan

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3 of 3

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www.stantec.com

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Fax.

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Tel.

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1110 Elkton Drive

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Suite B

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(719) 432-6889

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CMD

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STORM EVENT

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VOLUME (ac-ft)

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PEAK OUTFLOW (cfs)

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MAX PONDING DEPTH (ft)

AutoCAD SHX Text

WQ

AutoCAD SHX Text

0.82

AutoCAD SHX Text

0.4

AutoCAD SHX Text

1.95

AutoCAD SHX Text

EURV

AutoCAD SHX Text

2.86

AutoCAD SHX Text

0.8

AutoCAD SHX Text

4.25

AutoCAD SHX Text

100-YR

AutoCAD SHX Text

4.45

AutoCAD SHX Text

17.5

AutoCAD SHX Text

6.50

AutoCAD SHX Text

WEST POND SUMMARY TABLE

AutoCAD SHX Text

STORM EVENT

AutoCAD SHX Text

VOLUME (ac-ft)

AutoCAD SHX Text

PEAK OUTFLOW (cfs)

AutoCAD SHX Text

MAX PONDING DEPTH (ft)

AutoCAD SHX Text

WQ 1 (DP JCD-C)

AutoCAD SHX Text

0.15

AutoCAD SHX Text

0.2

AutoCAD SHX Text

0.80

AutoCAD SHX Text

WQ 2 (DP GGG)

AutoCAD SHX Text

0.03

AutoCAD SHX Text

0.0

AutoCAD SHX Text

0.72

AutoCAD SHX Text

WQ POND SUMMARY TABLE

Documents

Aspen Ridge PDR - Microsoft...U:\181710415\record\reports\drainage_report\PDR - Filings 2 thru 5\Aspen Ridge PDR.doc 6 The western third of the site drains to the Big Johnson Reservoir