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
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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
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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.
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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.
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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.
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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
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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.
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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.
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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
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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
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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.
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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
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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.
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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.
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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.
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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.
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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.
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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.
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Figure 1: Vicinity Map
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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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www.stantec.com
5725 MARK DABLING BLVD, SUITE 190 COLORADO SPRINGS, CO 80919
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Figure 2: FIRM Map
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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
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4289
700
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4290
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000
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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'
2'' W
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.
Custom Soil Resource Report
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
Custom Soil Resource Report
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
Custom Soil Resource Report
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
PleasantPercent of map unit: Landform: DepressionsHydric soil rating: Yes
Other soilsPercent of map unit: Hydric soil rating: No
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
Custom Soil Resource Report
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
Custom Soil Resource Report
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
Custom Soil Resource Report
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
Other soilsPercent of map unit: Hydric soil rating: No
PleasantPercent of map unit: Landform: DepressionsHydric soil rating: Yes
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
Custom Soil Resource Report
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
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 (0.60 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 9.5 inches)
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
PleasantPercent of map unit: Landform: DepressionsHydric soil rating: Yes
Other soilsPercent of map unit: Hydric soil rating: No
Custom Soil Resource Report
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
Properties and qualitiesSlope: 3 to 9 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 (0.60 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 11.5 inches)
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
Custom Soil Resource Report
17
Minor Components
PleasantPercent of map unit: Landform: DepressionsHydric soil rating: Yes
Other soilsPercent of map unit: Hydric soil rating: No
Custom Soil Resource Report
18
U:\181710415\record\reports\drainage_report\PDR - Filings 2 thru 5\Aspen Ridge PDR.doc 23
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
.89
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
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5\re
cord
\rep
orts
\dra
ina
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_re
po
rt\P
DR
- F
ilin
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2 t
hru
5\C
alcs
\Rat
iona
l Met
hod
- S
F -
Exi
stin
g.xl
sxP
age
2
Sta
nd
ard
Fo
rm S
F-2
. S
torm
Dra
inag
e S
yste
m D
esig
n (
Rat
ion
al M
eth
od
Pro
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
ET
U:\
1817
1041
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cord
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\dra
ina
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_re
po
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DR
- F
ilin
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2 t
hru
5\C
alcs
\Rat
iona
l Met
hod
- S
F -
Exi
stin
g.xl
sxP
age
3
SURFACE ROUTING
DESIGN ONTRIBUTIN TcPOINT BASINS CA(5) CA(100) I(5) I(100) Q(5) Q(100)
(min.) (in/hr) (in/hr) (cfs) (cfs)
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
0.24 0.77 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)Ditch 1440 4.1 5.9 21.8
E OS-4 2.78 8.86 20.1 2.9 5.1 14.8 45.0DP A 2.30 0.00
5.09 8.86 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)Ditch 1580 4.1 6.4 26.5
B-1 JCD-3 3.68 11.74 20.1 2.9 5.1 11.4 63.6DP D 0.24 0.77
3.92 12.51 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)Ditch 0 4.1 0.0 20.1
B-2 JCD-4 7.68 24.49 30.7 2.3 4.0 29.2 133.2DP E 5.09 8.86
12.77 33.35 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)Ditch 0 4.1 0.0 30.7
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
1.09 3.47 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)2.7 0.0 16.2
M-1 OS-13 2.41 7.68 20.2 2.9 5.1 7.0 38.9
2.41 7.68 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)Ditch 650 3.5 3.1 23.3
BJD-M BJD-13 4.79 15.26 28.9 2.4 4.1 17.1 95.0DP M-1 2.41 7.68
7.20 22.94 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)2.7 0.0 28.9
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
U:\181710415\record\reports\drainage_report\PDR - Filings 2 thru 5\Aspen Ridge PDR.doc 24
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
geP
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
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
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,
Moo
se M
eado
w &
1/8
Res
0.68
1.31
102.
0%1.
9361
02.
3%6
Pav
ed a
reas
and
sh
allo
w p
aved
sw
ales
20
.00
3.03
3.35
5.28
YE
S62
0.00
13.4
4C
heck
5.3
JC-1
7M
oose
Mea
dow
& L
ands
capi
ng0.
900.
6140
2.0%
1.83
520
7.3%
6P
aved
are
as a
nd
shal
low
pav
ed s
wal
es
20.0
05.
401.
603.
43Y
ES
560.
0013
.11
Che
ck5.
0
JC-1
9AP
ortio
n of
Rou
ndho
use
& M
ulti-
Fam
ily0.
691.
2250
2.0%
4.12
620
3.9%
6P
aved
are
as a
nd
shal
low
pav
ed s
wal
es
20.0
03.
952.
626.
73Y
ES
670.
0013
.72
Che
ck6.
7
JC-1
9BP
ortio
n of
Rou
ndho
use
0.90
0.36
102.
0%0.
9159
03.
9%6
Pav
ed a
reas
and
sh
allo
w p
aved
sw
ales
20
.00
3.95
2.49
3.40
YE
S60
0.00
13.3
3C
heck
5.0
JC-1
9CP
ortio
ns o
f Rou
ndho
use,
M
oose
Mea
dow
& M
ulti-
Fam
ily0.
641.
9335
2.0%
3.91
1000
1.5%
6P
aved
are
as a
nd
shal
low
pav
ed s
wal
es
20.0
02.
456.
8010
.71
YE
S10
35.0
015
.75
Che
ck10
.7
JC-1
9DP
ortio
n of
Rou
ndho
use
0.90
0.40
102.
0%0.
9364
03.
7%6
Pav
ed a
reas
and
sh
allo
w p
aved
sw
ales
20
.00
3.85
2.77
3.70
YE
S65
0.00
13.6
1C
heck
5.0
JC-1
9EP
ortio
n of
Bea
r T
rack
& M
ulti-
Fam
ily0.
541.
7715
2.0%
3.11
575
4.0%
6P
aved
are
as a
nd
shal
low
pav
ed s
wal
es
20.0
04.
002.
405.
50Y
ES
590.
0013
.28
Che
ck5.
5
JC-1
9FP
ortio
n of
Bea
r T
rack
, Moo
se
Mea
dow
& M
ulti-
Fam
ily0.
541.
5630
2.0%
4.40
445
5.2%
6P
aved
are
as a
nd
shal
low
pav
ed s
wal
es
20.0
04.
561.
636.
02Y
ES
475.
0012
.64
Che
ck6.
0
JC-1
9GP
ortio
n of
Bea
r T
rack
0.88
0.10
152.
0%1.
2285
4.0%
6P
aved
are
as a
nd
shal
low
pav
ed s
wal
es
20.0
04.
000.
351.
57Y
ES
100.
0010
.56
Che
ck5.
0
JC-1
9HP
ortio
n of
Bea
r T
rack
0.90
0.16
152.
0%1.
1124
04.
0%6
Pav
ed a
reas
and
sh
allo
w p
aved
sw
ales
20
.00
4.00
1.00
2.11
YE
S25
5.00
11.4
2C
heck
5.0
JC-1
9IP
ortio
n of
Bea
r T
rack
, Par
k &
M
ulti-
Fam
ily0.
322.
5115
2.0%
4.37
650
4.0%
6P
aved
are
as a
nd
shal
low
pav
ed s
wal
es
20.0
04.
002.
717.
08Y
ES
665.
0013
.69
Che
ck7.
1
JC-1
9JP
ortio
n of
Bea
r T
rack
& M
ulti-
Fam
ily0.
590.
1510
2.0%
2.31
160
2.0%
6P
aved
are
as a
nd
shal
low
pav
ed s
wal
es
20.0
02.
830.
943.
25Y
ES
170.
0010
.94
Che
ck5.
0
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
6
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-1
9KP
ortio
n of
Bea
r T
rack
, Bird
R
idge
& M
ulti-
Fam
ily0.
700.
195
2.0%
1.30
401.
0%6
Pav
ed a
reas
and
sh
allo
w p
aved
sw
ales
20
.00
2.00
0.33
1.63
YE
S45
.00
10.2
5C
heck
5.0
JC-1
9LP
ortio
n of
Haz
elto
n &
Mul
ti-F
amily
0.57
0.96
152.
0%2.
9441
02.
3%6
Pav
ed a
reas
and
sh
allo
w p
aved
sw
ales
20
.00
3.03
2.25
5.19
YE
S42
5.00
12.3
6C
heck
5.2
JC-1
9MP
ortio
n of
Bird
Rid
ge &
Mul
ti-F
amily
0.70
0.98
2025
.0%
1.13
495
2.1%
6P
aved
are
as a
nd
shal
low
pav
ed s
wal
es
20.0
02.
902.
853.
98Y
ES
515.
0012
.86
Che
ck5.
0
JC-1
9NP
ortio
n of
Bird
Rid
ge0.
890.
1920
2.0%
1.32
250
5.1%
6P
aved
are
as a
nd
shal
low
pav
ed s
wal
es
20.0
04.
520.
922.
24Y
ES
270.
0011
.50
Che
ck5.
0
JC-1
9OP
ortio
n of
Haz
elto
n &
Mul
ti-F
amily
0.57
0.51
352.
0%4.
4915
51.
0%6
Pav
ed a
reas
and
sh
allo
w p
aved
sw
ales
20
.00
2.00
1.29
5.78
YE
S19
0.00
11.0
6C
heck
5.8
JC-1
9PP
ortio
n of
Big
Joh
nson
0.90
0.16
252.
0%1.
4417
03.
6%6
Pav
ed a
reas
and
sh
allo
w p
aved
sw
ales
20
.00
3.79
0.75
2.18
YE
S19
5.00
11.0
8C
heck
5.0
JC-1
9QP
ortio
n of
Nut
ter
But
ter
& M
ulti-
Fam
ily0.
570.
7520
2.0%
3.39
180
1.0%
6P
aved
are
as a
nd
shal
low
pav
ed s
wal
es
20.0
02.
001.
504.
89Y
ES
200.
0011
.11
Che
ck5.
0
JC-1
9RP
ortio
n of
Bird
Rid
ge0.
900.
1320
2.0%
1.28
110
3.5%
6P
aved
are
as a
nd
shal
low
pav
ed s
wal
es
20.0
03.
740.
491.
77Y
ES
130.
0010
.72
Che
ck5.
0
JC-1
9SP
ortio
n of
Nut
ter
But
ter
& M
ulti-
Fam
ily0.
570.
4815
2.0%
2.94
165
1.0%
6P
aved
are
as a
nd
shal
low
pav
ed s
wal
es
20.0
02.
001.
384.
31Y
ES
180.
0011
.00
Che
ck5.
0
JC-1
9TP
ortio
n of
Tur
tle L
ake
0.90
0.23
3025
.0%
0.68
190
0.8%
6P
aved
are
as a
nd
shal
low
pav
ed s
wal
es
20.0
01.
791.
772.
45Y
ES
220.
0011
.22
Che
ck5.
0
JC-1
9UP
ortio
n of
Tut
le L
ake
& M
ulti-
Fam
ily0.
700.
6310
2.0%
1.84
325
0.8%
6P
aved
are
as a
nd
shal
low
pav
ed s
wal
es
20.0
01.
793.
034.
87Y
ES
335.
0011
.86
Che
ck5.
0
JC-1
9VP
ortio
n of
Bird
Rid
ge0.
900.
1525
2.0%
1.44
145
0.6%
6P
aved
are
as a
nd
shal
low
pav
ed s
wal
es
20.0
01.
551.
563.
00Y
ES
170.
0010
.94
Che
ck5.
0
JC-1
9WP
ortio
n of
Rou
ndho
use
& M
ulti-
Fam
ily0.
570.
9235
2.0%
4.49
275
1.5%
6P
aved
are
as a
nd
shal
low
pav
ed s
wal
es
20.0
02.
451.
876.
36Y
ES
310.
0011
.72
Che
ck6.
4
JC-2
0AP
ortio
n of
Haz
elto
n &
Mul
ti-F
amily
0.59
2.01
352.
0%4.
3142
01.
0%6
Pav
ed a
reas
and
sh
allo
w p
aved
sw
ales
20
.00
2.00
3.50
7.81
YE
S45
5.00
12.5
3C
heck
7.8
JC-2
0BP
ortio
n of
Bird
Rid
ge0.
900.
2525
2.0%
1.43
280
5.1%
6P
aved
are
as a
nd
shal
low
pav
ed s
wal
es
20.0
04.
521.
032.
46Y
ES
305.
0011
.69
Che
ck5.
0
JC-2
0CP
ortio
n of
Low
line
& M
ulti-
Fam
ily0.
570.
455
2.0%
1.70
155
1.7%
6P
aved
are
as a
nd
shal
low
pav
ed s
wal
es
20.0
02.
610.
992.
69Y
ES
160.
0010
.89
Che
ck5.
0
JC-2
0DP
ortio
n of
Bird
Rid
ge0.
900.
2635
2.0%
1.70
270
5.1%
6P
aved
are
as a
nd
shal
low
pav
ed s
wal
es
20.0
04.
521.
002.
70Y
ES
305.
0011
.69
Che
ck5.
0
JC-2
0EP
ortio
n of
Haz
elto
n &
Mul
ti-F
amily
0.57
0.80
100
2.0%
7.58
260
1.0%
6P
aved
are
as a
nd
shal
low
pav
ed s
wal
es
20.0
02.
002.
179.
75Y
ES
360.
0012
.00
Che
ck9.
8
JC-2
1B
ig J
ohns
on &
1/8
Ac
Res
0.54
2.92
252.
0%4.
0513
005.
0%6
Pav
ed a
reas
and
sh
allo
w p
aved
sw
ales
20
.00
4.47
4.84
8.90
YE
S13
25.0
017
.36
Che
ck8.
9
JC-2
2B
ig J
ohns
on &
1/8
Ac
Res
0.69
4.53
502.
0%4.
1212
755.
0%6
Pav
ed a
reas
and
sh
allo
w p
aved
sw
ales
20
.00
4.47
4.75
8.87
YE
S13
25.0
017
.36
Che
ck8.
9
JC-2
8F
allin
g R
ock
& P
ark
0.18
5.85
752.
0%11
.45
765
5.8%
6P
aved
are
as a
nd
shal
low
pav
ed s
wal
es
20.0
04.
832.
6414
.09
YE
S84
0.00
14.6
7C
heck
14.1
JC-3
8La
zy R
idge
& 1
/6 A
c R
es0.
452.
7340
2.0%
5.94
605
1.4%
6P
aved
are
as a
nd
shal
low
pav
ed s
wal
es
20.0
02.
334.
3210
.26
YE
S64
5.00
13.5
8C
heck
10.3
JC-3
9La
zy R
idge
& 1
/6 A
c R
es0.
431.
4450
2.0%
6.76
260
0.5%
6P
aved
are
as a
nd
shal
low
pav
ed s
wal
es
20.0
01.
413.
069.
83Y
ES
310.
0011
.72
Che
ck9.
8
JC-4
0La
zy R
idge
& 1
/6 A
c R
es0.
441.
8150
2.0%
6.67
375
2.0%
6P
aved
are
as a
nd
shal
low
pav
ed s
wal
es
20.0
02.
832.
218.
88Y
ES
425.
0012
.36
Che
ck8.
9
JC-4
1B
uffa
lo H
orn
& 1
/6 A
c R
es0.
630.
5240
2.0%
4.27
220
3.6%
6P
aved
are
as a
nd
shal
low
pav
ed s
wal
es
20.0
03.
810.
965.
23Y
ES
260.
0011
.44
Che
ck5.
2
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
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
as a
nd
shal
low
pav
ed s
wal
es
20.0
03.
815.
908.
87Y
ES
1370
.00
17.6
1C
heck
8.9
JC-4
31/
6 A
c R
es0.
382.
4690
2.0%
9.81
1300
4.6%
3S
hort
pas
ture
and
la
wns
7.
001.
5014
.43
24.2
4Y
ES
1390
.00
17.7
2C
heck
24.2
JC-4
4La
zy R
idge
& 1
/6 A
c R
es0.
580.
9525
2.0%
3.72
650
1.4%
6P
aved
are
as a
nd
shal
low
pav
ed s
wal
es
20.0
02.
334.
648.
37Y
ES
675.
0013
.75
Che
ck8.
4
JC-4
5La
zy R
idge
& 1
/6 A
c R
es0.
580.
4050
2.0%
5.33
260
0.5%
6P
aved
are
as a
nd
shal
low
pav
ed s
wal
es
20.0
01.
413.
068.
39Y
ES
310.
0011
.72
Che
ck8.
4
JC-4
6La
zy R
idge
& 1
/6 A
c R
es0.
590.
4250
2.0%
5.17
300
2.0%
6P
aved
are
as a
nd
shal
low
pav
ed s
wal
es
20.0
02.
831.
776.
93Y
ES
350.
0011
.94
Che
ck6.
9
JC-4
7La
zy R
idge
& 1
/6 A
c R
es0.
900.
1010
2.0%
0.91
802.
0%6
Pav
ed a
reas
and
sh
allo
w p
aved
sw
ales
20
.00
2.83
0.47
1.38
YE
S90
.00
10.5
0C
heck
5.0
JC-4
8W
agon
Ham
mer
& 1
/6 A
c R
es0.
442.
2660
2.0%
7.32
465
0.5%
6P
aved
are
as a
nd
shal
low
pav
ed s
wal
es
20.0
01.
415.
4812
.80
YE
S52
5.00
12.9
2C
heck
12.8
JC-4
9W
agon
Ham
mer
& 1
/6 A
c R
es0.
431.
0570
2.0%
8.06
175
0.9%
6P
aved
are
as a
nd
shal
low
pav
ed s
wal
es
20.0
01.
881.
559.
61Y
ES
245.
0011
.36
Che
ck9.
6
JC-7
1F
utur
e C
omm
erci
al0.
818.
7710
04.
0%3.
3134
05.
0%6
Pav
ed a
reas
and
sh
allo
w p
aved
sw
ales
20
.00
4.47
1.27
4.58
YE
S44
0.00
12.4
4C
heck
5.0
JC-7
4W
agon
Ham
mer
& 1
/6 A
c R
es0.
431.
2545
2.0%
6.46
215
0.5%
6P
aved
are
as a
nd
shal
low
pav
ed s
wal
es
20.0
01.
412.
538.
99Y
ES
260.
0011
.44
Che
ck9.
0
JC-7
5W
agon
Ham
mer
& 1
/6 A
c R
es0.
470.
7135
2.0%
5.37
215
0.5%
6P
aved
are
as a
nd
shal
low
pav
ed s
wal
es
20.0
01.
412.
537.
90Y
ES
250.
0011
.39
Che
ck7.
9
JC-7
7F
utur
e C
omm
erci
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)
(min.) (in/hr) (in/hr) (cfs) (cfs)
Jimmy Camp Creek BasinA JC-1 0.99 1.15 11.3 3.8 6.7 3.8 7.7
0.99 1.15 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)Ditch 1200 4.1 4.9 16.2
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
3.53 4.01 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)Ditch 225 5.4 0.7 16.9
JCD-C JC-4 0.69 0.77 16.9 3.2 5.6 13.4 26.6BP B 3.53 4.01
4.22 4.78 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)4.9 0.0 16.9
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
3.10 3.57 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)Street 500 2.0 4.2 13.4
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
5.87 6.91 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)4.3 0.0 13.4
F JC-5F 1.31 1.56 7.0 4.6 8.1 13.8 28.2JC-6A 1.66 1.91
2.97 3.48 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)4.6 0.0 7.0
G JC-5G 0.15 0.18 5.0 5.2 9.1 0.8 1.7
0.15 0.18 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)2.0 0.0 5.0
H JC-5H 0.32 0.38 5.0 5.2 9.1 1.7 3.5
0.32 0.38 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)2.0 0.0 5.0
I JC-5B 0.71 0.76 6.4 4.8 8.4 6.3 11.7JC-5E 0.60 0.64
1.31 1.40 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)Street 120 2.0 1.0 7.4
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
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
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
SURFACE ROUTING - NO INLETS
DESIGN CONTRIBUTING TcPOINT BASINS CA(5) CA(100) I(5) I(100) Q(5) Q(100)
(min.) (in/hr) (in/hr) (cfs) (cfs)
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
J JC-12 0.96 1.03 5.0 5.2 9.1 5.0 9.3
0.96 1.03 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)2.8 0.0 5.0
K JC-13 1.06 1.13 5.0 5.2 9.1 5.5 10.2
1.06 1.13 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)2.8 0.0 5.0
L JC-8A 0.74 0.91 7.8 4.5 7.8 3.8 8.1JC-8C 0.12 0.12
0.86 1.03 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)Street 60 2.3 0.4 8.2
M JC-8D 0.10 0.11 8.2 4.4 7.7 4.2 8.7DP L 0.86 1.03
0.95 1.14 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)Street 580 4.4 2.2 10.4
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
3.27 3.73 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)Street 30 2.3 0.2 10.6
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
3.93 4.43 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)Street 1300 2.3 9.4 20.0
SS JC-16B 1.13 1.41 7.1 4.6 8.1 7.2 15.3JC-16C 0.43 0.48
1.56 1.89 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)Street 345 2.4 2.4 9.5
TT JC-16A 1.12 1.42 7.6 4.5 7.9 7.8 17.1JC-16D 0.61 0.75
1.73 2.17 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)Street 150 2.8 0.9 8.4
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
4.18 5.07 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)Street 50 3.1 0.3 8.7
P JC-17 0.55 1.42 7.6 4.5 7.9 21.4 51.3DP UU 4.18 5.07
4.73 6.49 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)Street 700 5.4 2.2 9.7
R JC-19G 0.09 0.10 5.0 5.2 9.1 1.2 2.3JC-19H 0.14 0.15
0.24 0.25 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)Street 650 4.0 2.7 7.7
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
SURFACE ROUTING - NO INLETS
DESIGN CONTRIBUTING TcPOINT BASINS CA(5) CA(100) I(5) I(100) Q(5) Q(100)
(min.) (in/hr) (in/hr) (cfs) (cfs)
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
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
1.11 12.64 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)2.8 0.0 7.1
T JC-19E 0.96 1.17 6.0 4.9 8.5 8.8 18.9JC-19F 0.85 1.04
1.80 2.21 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)5.0 0.0 6.0
W JC-9A 0.88 1.05 6.4 4.8 8.4 7.2 12.7JC-9B 0.61 0.46
1.49 1.51 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)Street 280 4.0 1.2 7.6
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
2.91 3.17 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)Street 25 2.0 0.2 7.8
Y JC-19L 0.55 0.66 7.8 4.5 7.8 15.5 29.9DP X 2.91 3.17
3.46 3.83 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)Street 495 3.0 2.8 10.5
FF JC-19M 0.68 0.78 10.5 4.0 6.9 16.4 31.9DP Y 3.46 3.83
4.15 4.61 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)Street 120 2.9 0.7 11.2
GG JC-19K 0.13 0.15 11.2 3.9 6.7 16.5 32.1DP FF 4.15 4.61
4.28 4.76 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)Street 70 2.0 0.6 11.8
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
1.00 1.17 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)Street 25 2.0 0.2 10.0
II JC-19O 0.29 0.35 10.0 4.1 7.1 5.3 10.8DP HH 1.00 1.17
1.30 1.52 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)Street 250 2.0 2.1 12.0
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
1.89 2.22 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)Street 25 2.0 0.2 12.3
KK JC-19S 0.27 0.33 12.3 3.7 6.5 8.0 16.5DP JJ 1.89 2.22
2.17 2.55 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)Street 110 2.0 0.9 13.2
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DESIGN CONTRIBUTING TcPOINT BASINS CA(5) CA(100) I(5) I(100) Q(5) Q(100)
(min.) (in/hr) (in/hr) (cfs) (cfs)
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
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
2.49 2.89 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)Street 25 1.8 0.2 13.4
MM JC-19U 0.44 0.50 13.4 3.6 6.2 10.4 21.1DP LL 2.49 2.89
2.92 3.39 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)Street 145 1.8 1.3 14.7
NN JC-19V 0.13 0.14 14.7 3.4 5.9 10.4 21.0DP MM 2.92 3.39
3.06 3.53 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)Street 25 1.6 0.3 15.0
RR JC-19B 0.32 0.35 5.0 5.2 9.1 3.6 6.6JC-19D 0.36 0.39
0.69 0.73 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)Street 20 5.0 0.1 5.1
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
8.02 9.02 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)Street 275 3.9 1.2 16.2
PP JC-21 1.56 1.95 20.0 2.9 5.1 16.0 32.5DP-O 3.93 4.43
5.50 6.39 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)Street 170 4.5 0.6 20.7
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
14.05 16.04 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)Street 115 2.5 0.8 16.9
YY JC-22 3.15 3.58 8.9 4.3 7.4 13.4 26.6
3.15 3.58 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)3.4 0.0 8.9
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
16.13 18.47 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)3.6 0.0 16.9
U JC-28 1.05 2.54 14.1 3.5 6.1 3.6 15.4
1.05 2.54 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)2.9 0.0 14.1
V JC-7 0.66 0.74 5.9 4.9 8.6 3.3 6.4
0.66 0.74 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)2.3 0.0 5.9
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DESIGN CONTRIBUTING TcPOINT BASINS CA(5) CA(100) I(5) I(100) Q(5) Q(100)
(min.) (in/hr) (in/hr) (cfs) (cfs)
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
Z JC-40 0.80 1.09 8.9 4.3 7.4 3.4 8.1
0.80 1.09 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)2.5 0.0 8.9
AA JC-46 0.25 0.30 6.9 4.7 8.1 1.2 2.4
0.25 0.30 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)1.8 0.0 6.9
BB JC-38 1.22 1.65 10.3 4.0 7.0 7.4 17.5JC-39 0.63 0.86
1.85 2.50 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)3.0 0.0 10.3
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
1.85 3.46 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)3.1 0.0 10.3
DD JC-74 0.54 0.74 9.0 4.2 7.4 2.3 5.4
0.54 0.74 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)2.2 0.0 9.0
EE JC-75 0.33 0.44 7.9 4.4 7.8 1.5 3.4
0.33 0.44 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)2.2 0.0 7.9
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
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DESIGN CONTRIBUTING TcPOINT BASINS CA(5) CA(100) I(5) I(100) Q(5) Q(100)
(min.) (in/hr) (in/hr) (cfs) (cfs)
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
BBB BJ-1C 1.06 1.24 10.5 4.0 6.9 7.3 15.0DP KKK 0.77 0.91
1.83 2.16 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)Street 80 4.0 0.3 10.8
CCC BJ-4 0.06 0.07 10.8 3.9 6.8 7.4 15.2DP BBB 1.83 2.16
1.89 2.22 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)Street 40 2.5 0.3 11.1
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
4.12 12.24 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)Street 440 3.2 2.3 13.4
LLL BJ-22 0.60 0.77 8.8 4.3 7.4 5.7 12.6BJ-23 0.72 0.92
1.33 1.70 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)Street 180 2.0 1.5 10.3
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
6.72 15.57 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)2.0 0.0 13.4
FFF BJ-6 0.59 0.75 12.5 3.7 6.4 5.9 12.9BJ-21 1.02 1.26
1.61 2.01 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)2.0 0.0 12.5
GGG BJ-7 0.44 0.63 21.2 2.8 4.9 2.0 6.3BJ-26 0.26 0.65
0.70 1.28 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)0.7 0.0 21.2
MMM BJ-15 1.06 1.31 7.2 4.6 8.0 5.6 11.9BJ-16 0.15 0.16
1.21 1.47 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)Street 230 2.0 1.9 9.1
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
3.83 4.74 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)2.7 0.0 12.5
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
2.32 2.87 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)2.0 0.0 11.9
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DESIGN CONTRIBUTING TcPOINT BASINS CA(5) CA(100) I(5) I(100) Q(5) Q(100)
(min.) (in/hr) (in/hr) (cfs) (cfs)
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
PPP DP NNN 3.83 4.74 12.5 3.7 6.4 22.6 48.9DP OOO 2.32 2.87
6.15 7.61 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)2.7 0.0 12.5
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
16.17 29.04 Type/flow Length (ft) Velocity (fps) d. Time (min) T. Time (min)2.7 0.0 12.5
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U:\181710415\record\reports\drainage_report\PDR - Filings 2 thru 5\Aspen Ridge PDR.doc 25
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
10-yr Runoff Volume (P1 = 1.75 in.) = 3.754 acre-feet 1.75 inches 5876 -- 7.50 -- -- -- 56,131 1.289 279,271 6.411
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
50-yr Runoff Volume (P1 = 2.25 in.) = 5.506 acre-feet 2.25 inches 5877 -- 8.50 -- -- -- 60,616 1.392 337,639 7.751
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 -- -- -- --
Approximate 5-yr Detention Volume = 2.803 acre-feet -- -- -- --
Approximate 10-yr Detention Volume = 3.509 acre-feet -- -- -- --
Approximate 25-yr Detention Volume = 3.890 acre-feet -- -- -- --
Approximate 50-yr Detention Volume = 4.115 acre-feet -- -- -- --
Approximate 100-yr Detention Volume = 4.451 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
UD-Detention, Version 3.07 (February 2017)
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)
Example Zone Configuration (Retention Pond)
COUNTA for Basin Tab = 1 Ao Dia WQ Plate Type Vert Orifice 1 Vert Orifice 2Count_Underdrain = 0 0.11 meter = 3/8 inch) 2 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)
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OUTF
LOW
[cfs
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AREA
[ft^
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OLUM
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^3]
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Interpolated Area [ft^2]
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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
UD-Detention, Version 3.07 (February 2017)
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)
Trails at Aspen Ridge
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
Sheet 2 of 4Designer:Company:Date:Project:Location:
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
Design Procedure Form: Extended Detention Basin (EDB)
Big Johnson Basin - West Pond
Charlene Durham
Choose One
Wall with Rect. Notch
Berm With Pipe
Choose OneOrifice Plate
Other (Describe):
Choose One
Concrete
Soft Bottom
Wall with V-Notch Weir
West Pond Forebay.xlsm, EDB 1/30/2019, 4:34 PM
Sheet 3 of 4Designer:Company:Date:Project:Location:
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)
Design Procedure Form: Extended Detention Basin (EDB)
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.)
West Pond Forebay.xlsm, EDB 1/30/2019, 4:34 PM
Sheet 4 of 4Designer:Company:Date:Project:Location:
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:
Big Johnson Basin - West Pond
StantecCharlene Durham
Trails at Aspen Ridge
Design Procedure Form: Extended Detention Basin (EDB)
January 30, 2019
Choose One
Irrigated
Not Irrigated
West Pond Forebay.xlsm, EDB 1/30/2019, 4:34 PM
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
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
Trails at Aspen Ridge
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:
Design Procedure Form: Rain Garden (RG)
Charlene Durham
Stantec
January 30, 2019
Trails at Aspen Ridge
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)
Trails at Aspen Ridge
Big Johnson Creek Basin DP GGG - WQ Facility
UD-Detention, Version 3.07 (February 2017)
Volume (ft 3̂)
Volume (ac-ft)
Area (acre)
Optional User Override1-hr Precipitation
Total detention volume is less than 100-year volume.
Example Zone Configuration (Retention Pond)
WQ Facility DP GGG.xlsm, Basin 1/30/2019, 4:48 PM
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
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
Design Procedure Form: Rain Garden (RG)
Charlene Durham
Stantec
December 18, 2018
Trails at Aspen Ridge
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:
Design Procedure Form: Rain Garden (RG)
Charlene Durham
Stantec
December 18, 2018
Trails at Aspen Ridge
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)
Orifice Area (sq. inches)
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 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
Detention Basin Outlet Structure Design
UD‐Detention, Version 3.07 (February 2017)Trails at Aspen Ridge
Jimmy Camp Creek Basin DP JCD-C - WQ Facility
Example Zone Configuration (Retention Pond)
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)
Detention Basin Outlet Structure Design
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)
Detention Basin Outlet Structure Design
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
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)
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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
Z:\0001-Dakota Springs\02-Waterview Partners\16-02 Springs at Waterview East\Reports\Preliminary Plan\Drainage\Dam Breach Analysis\SEStantecMemoDamClassification050918.doc
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
Z:\0001-Dakota Springs\02-Waterview Partners\16-02 Springs at Waterview East\Reports\Preliminary Plan\Drainage\Dam Breach Analysis\SEStantecMemoDamClassification050918.doc
“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.
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) =
U:\181710415\record\reports\drainage_report\PDR - Filings 2 thru 5\Aspen Ridge PDR.doc 26
Figure 3: Existing Drainage Map
Stantec Consulting Inc.
TRAILS AT ASPEN RIDGE
PRELIMINARY DRAINAGE REPORT
EX. DRAINAGE PLAN
U:\181710415\record\reports\drainage_report\PDR - Filings 2 thru 5\Aspen Ridge PDR.doc 27
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
JC-8A
0.79
JC-5B
2.62
JC-6A
0.67
JC-5E
1.77
JC-6C
2.21
JC-5F
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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W
AREA
BASIN
L
Stantec Consulting Inc.
THE TRAILS AT ASPEN RIDGE
PRELIMINARY DRAINAGE REPORT
PR DRAINAGE PLAN
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
JC-17
YY
ZZ
3.52
BJ-18
3.18
BJ-13
1.91
BJ-15
0.49
BJ-10
0.51
BJ-11
0.52
BJ-1A
0.23
BJ-14
0.80
JC-20E
0.16
JC-19H
1.22
JC-19A
0.36
JC-19B
0.96
JC-19L
0.98
JC-19M
2.51
JC-19I
1.56
JC-19F
1.93
JC-19C
0.92
JC-19W
0.26
JC-20D
0.19
JC-19N
0.15
JC-19V
0.15
JC-19J
0.19
JC-19K
0.13
JC-19R
0.40
JC-19D
0.25
JC-20B
0.51
JC-19O
0.48
JC-19S
0.23
JC-19T
0.63
JC-19U
2.16
JC-16B
0.58
JC-16C
1.09
JC-16D
0.75
JC-19Q
2.22
JC-16A
0.16
JC-19P
Y
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T
HH
JJ
KK
LL
MM
NN
RR
OO
PP
1.31
JC-16E
BJD-M
SS
TT
UU
FF
AREA
BASIN
L
Stantec Consulting Inc.
THE TRAILS AT ASPEN RIDGE
PRELIMINARY DRAINAGE REPORT
PR DRAINAGE PLAN
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
BJ-1C
0.69
BJ-25
1.05
JC-49
JC-48
2.26
NNN
OOO
PPP
HHH
III
JJJ
LLL
QQQ
AREA
BASIN
L
Stantec Consulting Inc.
THE TRAILS AT ASPEN RIDGE
PRELIMINARY DRAINAGE REPORT
PR DRAINAGE PLAN
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