PRELIMINARY DRAINAGE REPORT PILOT TRAVEL CENTER … · PRELIMINARY DRAINAGE REPORT for PILOT TRAVEL CENTER FILING NO. 1 Monument, Colorado July 13, 2017 Prepared For: Pilot Travel

PRELIMINARY DRAINAGE REPORT for

PILOT TRAVEL CENTER FILING NO. 1 Monument, Colorado

July 13, 2017

Prepared For:

Pilot Travel Centers, LLC 5508 Lonas Road

Knoxville, TN 37909 Contact: Ross E. Shaver, P.E. (865) 474‐3469

Prepared by: Drexel, Barrell & Co. 3 S. 7th Street Colorado Springs, CO 80905 Contact: Tim McConnell, P.E. (719) 260‐0887

i

PRELIMINARY DRAINAGE REPORT for

PILOT TRAVEL CENTER FILING NO. 1 Monument, Colorado

TABLE OF CONTENTS DRAINAGE PLAN STATEMENTS ..................................................................................................................... ii

I. INTRODUCTION ..................................................................................................................................... 1

II. FLOODPLAIN STATEMENT ..................................................................................................................... 1

III. SOILS ..................................................................................................................................................... 1

IV. DRAINAGE DESIGN CRITERIA ................................................................................................................ 1

V. HYDROLOGY .......................................................................................................................................... 2

VI. HYDRAULICS .......................................................................................................................................... 4

VII. EROSION CONTROL AND WATER QUALITY TREATMENT ...................................................................... 4

VIII. CONCLUSIONS ....................................................................................................................................... 5

IX. REFERENCES .......................................................................................................................................... 5

APPENDICES

Maps and Figures Hydrologic Calculations Hydraulic Calculations Existing Conditions Drainage Plan, Sheet DR‐1 Proposed Conditions Drainage Plan, Sheet DR‐2

ii

DRAINAGE PLAN STATEMENTS

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 City/County for drainage reports and said report is in conformity with the master plan of the drainage basin. I accept responsibility for any liability caused by negligent acts, errors, or omissions on my part in preparing this report. Tim D. McConnell, P.E. #33797 Date For and on behalf of Drexel, Barrell & Co. DEVELOPER'S STATEMENT I, the developer, have read and will comply with all the requirements specified in this drainage report and plan. Pilot Travel Centers, LLC By: ____________________ Date: ________________ TITLE: Manager ADDRESS: 5508 Lonas Road Knoxville, TN 37909 TOWN OF MONUMENT Filed in accordance with Section 17.45 of the Zoning Ordinance for the Town of Monument, and Section 16.12.060 of the Subdivision Code for the Town of Monument, revised February, 2007. Director of Development Services Date CONDITIONS:

Pilot Travel Center Filing No. 1 Page 1 March 28, 2017 Preliminary Drainage Report Drexel, Barrell & Co

I. INTRODUCTION

A. Purpose The purpose of this report is to identify drainage areas/patterns and runoff quantities which are tributary to the proposed Pilot Travel Center site at Baptist Road. Additionally, the report presents the ability to safely pass developed runoff to downstream drainage facilities.

B. Location and Description The proposed Lot 1, Pilot Travel Center Filing No. 1 site, is located southwest of the intersection West Baptist Road and Interstate‐25 at Exit 158 and contains approximately 9.9 acres. The site lies within a portion of the Northeast Quarter of Section 35, Township 11 South, Range 67 West of the Sixth Principal Meridian, El Paso County, Colorado (see Vicinity Map in appendix). The site is bounded on the north by W. Baptist Road and industrial/commercial properties, on the east by I‐25, and on the south and west by undeveloped property. The proposed site development of a Pilot Travel Center, will provide truck and auto fueling, parking lots, drive aisles, a convenience store/restaurant, truck scale, landscaping and a stormwater quality (SWQ)/detention pond.

II. FLOODPLAIN STATEMENT

Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (FIRM) Panel #08041C0286 F (March, 1997) shows the site located within Zone X (area of minimal flood hazard, usually depicted on FIRM as above the 500‐year flood level). A FIRM map is included in the appendix.

III. SOILS

The Soil Survey of El Paso County Area, Colorado, prepared by the U.S. Department of Agriculture Soil Conservation Service, shows the site is underlain by the Pring Coarse Sandy Laom, Hydrologic Soil Group ‘B’. A Soils map is included in the appendix. Soil group 'B' was used for drainage calculations.

IV. DRAINAGE DESIGN CRITERIA

The drainage analysis is performed in accordance with the current City of Colorado Springs Drainage Criteria Manual and the Urban Drainage and Flood Control District (UDFCD) Urban Storm Drainage Criteria Manual (USDCM).

Calculations were performed to determine existing and proposed runoff quantities during the 5‐ and 100‐year storm for developed conditions using the Rational Method as required for basins containing less than 100 acres.


The Full Spectrum Method of the USDCM was used to determine the proposed water quality and detention pond storage volume and release rates. As noted in the USDCM, the 100‐year detention volume includes WQCV, so there is no need to add more volume for WQCV.

V. HYDROLOGY

A. Existing On‐site Drainage Conditions

The existing on‐site basins consist of undeveloped parcels and roadways that have been previously been over lot graded, described as follows: Basin E‐1 encompasses 10.34 acres covering the east majority of the site. In its current undeveloped state, the basin develops runoff amounts of Q5=4.0 cfs and Q100=23.1 cfs. The runoff sheet and overland flows towards an unused concrete roadway, where flows then travel in roadside ditch in a southeasterly direction. Basin E‐2 encompasses 2.84 acres covering the west side of the lot. In its current undeveloped state, the basin develops runoff amounts of Q5=0.6 cfs and Q100=4.9 cfs. The runoff sheet and overland flows to the southwest.

B. Proposed On‐site Drainage Conditions

The site has been divided into nine (9) proposed on‐site drainage basins to be developed as part of a Pilot Travel Center facility consisting of roads, parking, buildings, landscape areas and other facilities. The basins are described as follows: Basin C1 is a 0.57 acre basin located on the west side of the site. The basin will be developed as roadway. The 5‐year storm flow Q5=2.6 cfs and the 100‐year storm flow Q100=5.0 cfs, will travel offsite to the southwest. Basin C2 is a 1.55 acre basin located on the north end of the site. The basin will be developed as parking, building and landscape areas. The developed runoff (Q5=2.6 cfs and Q100=6.0 cfs) will travel in a southerly direction towards a proposed 5' CDOT Type R sump inlet. The inlet will discharge to the south in a proposed 18" storm sewer. Basin C3 is a 0.92 acre basin located in the north‐west portion of the site, east of C1 and south of C2. The basin will be developed as roadway, parking and landscape areas. The developed runoff is Q5=3.2 cfs and Q100=6.5 cfs. Runoff will travel to a proposed 5' CDOT Type R sump inlet at the south end of the basin, discharging to the south in a proposed 24” storm sewer. Design Point 3 (DP‐3) is located where Basin 3 and the 18" RCP from the north continue flowing south, via 24” RCP. Flows entering the storm system from this leg are Q5=4.9 cfs and Q100=10.7 cfs. Basin C4 is a 1.88 acre basin located on the south‐west end of the site, south of basin C3 and east of basin C1. The basin will be developed as roadway, parking, and landscape areas. The


developed runoff of Q5=7.5 cfs and Q100=14.8 cfs will travel to a proposed 15' CDOT Type R sump inlet at the west end of the basin, discharging to the east in a proposed 30" RCP. Design Point 4 (DP‐4) is located where Basin 4 and the 24" RCP from the north continue to the east, via a 30” RCP. The flows entering this leg of the storm sewer system are Q5=10.0 cfs and Q100=20.8 cfs. Basin C5 is a 1.87 acre basin located in the center of the site, south of basin C2 and north of basin C6. The basin incorporates a small portion of the existing asphalt I‐25 on‐ramp, while the remainder will be developed as parking, building and landscape areas. The developed runoff (Q5=4.2 cfs and Q100=9.6 cfs) will travel to a proposed 10' CDOT Type R sump inlet at the south end of the basin, discharging to the south in a proposed 18” RCP. Basin C6 is a 1.33 acre basin located in the south‐central end of the site, east of basin C4 and west of basin C7. The basin will be developed as parking and landscape areas. The developed runoff is Q5=3.6 cfs and Q100=7.2 cfs. Runoff will travel to a proposed 10' CDOT Type R at‐grade inlet at the southeast end of the basin, discharging to the east in a proposed 30” RCP. Design Point 6 (DP‐6) is located where Basin 6, the 30" RCP from the west, and the 18” RCP from the north, continue to the east, via a 30” RCP. The flows entering the storm sewer system at this point are Q5=16.7 cfs and Q100=35.0 cfs. Basin C7 is a 3.83 acre basin located in the east portion of the site, east of basin C6 and west of basin C8. The basin will be developed as roadway, parking, and landscape areas. A small portion of the existing I‐25 on‐ramp is included in this basin area. The developed runoff is Q5=13.4 cfs and Q100=27.9 cfs and will travel to a proposed 15' CDOT Type R sump inlet at the southeast corner of the basin, discharging to the east into the proposed detention pond via a proposed 36" RCP. Design Point 7 (DP‐7) is located where Basin 7 and the 30" RCP from the west discharge into the proposed Extended Detention Basin (EDB). The flows entering the pond from this leg of the storm sewer system are Q5=25.5 cfs and Q100=50.8 cfs. Basin C8 is a 0.90 acre basin located in the southeast corner of the site. The basin will be developed as detention pond and landscape areas. The developed runoff is Q5=0.4 cfs and Q100=2.1 cfs that will travel into the Extended Detention Basin (EDB) and Full Spectrum outlet structure. Design Point 8 (DP‐8) is located where Basin 8 and the 36" RCP from the west discharge into the proposed Extended Detention Basin (EDB). These flows entering the pond from this leg of the storm sewer system are Q5=31.6 cfs and Q100=64.6 cfs. Basin C9 is a 0.33 acre basin located in the south end of the site. The basin will be developed as landscape area. The developed runoff is Q5=0.2 cfs and Q100=0.9 cfs that will travel offsite to the south.


VI. HYDRAULICS

A. Inlets and Storm Sewer

Inlet sizing was accomplished using the City of Colorado Springs Drainage Criteria Manual, Volume 1: Inlet Capacity Chart, and the UD‐Inlet v4.05 spreadsheet. See appendix for individual inlet data. Storm sewer sizing utilized the Hydraflow extension for AutoCAD. Calculations and HGL information are included in the appendix.

B. Detention Pond The UD‐Detention v3.07 spreadsheet was used to determine pond and outlet sizing. The required storage volume for the area tributary to the pond has been calculated at 1.42 acre‐feet. The pond will provide 1.47 acre‐feet of storage. An initial surcharge depth of 4‐inches has been accommodated within the pond volume. A micropool with orifice plate/trash screen will be provided to drain the WQCV and a Type D Inlet for the 100‐year flows. The pond outlet structure will discharge via 24” RCP into a swale along the south project boundary.

VII. EROSION CONTROL AND WATER QUALITY TREATMENT As mentioned above, the proposed detention facility will account for Water Quality Capture Volume (WQCV) for the site and tributary acreage. Erosion control measures will be covered under a separate Stormwater Management Plan to be submitted with the Grading/Erosion Control Plan. Facility maintenance is critical for proper function of the drainage facilities. Maintenance of the facility will be the responsibility of the property owner. Maintenance responsibilities: Inspections: Inspections should take place on a regularly scheduled basis as well as after significant precipitation events to check for any damage or obstructions to the facility and to remove any trash or debris. Trash and Debris removal: Trash and debris removal should take place at the same time as the regularly scheduled inspections, after significant precipitation events and on an as‐needed basis if a larger scale clean‐up is required. Vegetation Management: Mowing/weed‐eating should occur on a regular basis during the growing season to keep the detention facility clear of other potential debris while maintaining system capacity.


VIII. CONCLUSIONS

The Pilot Travel Center Filing No. 1 site contains 9.9 acres that is proposed to be developed as a Pilot Travel Center. The development will increase the site imperviousness and will require on‐site stormwater facilities, and a water quality/detention pond to accommodate developed flows and meet City of Colorado Springs/Town of Monument drainage criteria. The development will discharge off‐site in historic flow patterns at historic rates or less to prevent drainage issues with existing downstream properties and CDOT facilities. All drainage facilities described herein and shown on the included drainage plan are subject to change due to final design considerations. The drainage analysis has been prepared in accordance with the current City of Colorado Springs Drainage Criteria Manual and the Urban Storm Drainage Criteria Manual. Supporting information is included in the Appendix.

IX. REFERENCES 1. City of Colorado Springs “Drainage Criteria Manual Vol. 1 & 2”, May 2014.

2. Urban Drainage and Flood Control District (UDFCD) “Urban Storm Drainage Criteria Manual”

(USDCM), Volume 1 & 2, January 2016.

3. Urban Drainage and Flood Control District (UDFCD) “Urban Storm Drainage Criteria Manual” (USDCM), Volume 3, November 2010, updated 2015.

4. FEMA Emergency Management Agency, Flood Insurance Rate Map, El Paso County Colorado

and Incorporated Areas, Map Number 0801470230 B, effective date September 29, 1989. 5. Natural Resources Conservation Service Web Soil Survey.

APPENDIX Vicinity Map

FEMA FIRM Map Soils Map

Existing Conditions Hydrology Proposed Conditions Hydrology Proposed Detention Pond Sizing

Existing Conditions Drainage Plan, Sheet DR‐1 Proposed Conditions Drainage Plan, Sheet DR‐2

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INTERSTATE 25

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W. BAPTIST ROAD

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SITE

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JOB NO:

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DATE:

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Drexel, Barrell & Co.

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Engineers Surveyors

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DWG. NO.

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SHEET OF

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VMAP

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1

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1

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3/28/17

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21023-00

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PILOT TRAVEL CENTER-MONUMENT VICINITY MAP

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Vicinity Map

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NTS

Pilot Travel Center Site

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Custom Soil Resource ReportSoil Map (Pilot Travel Center)

4322

840

4322

880

4322

920

4322

960

4323

000

4323

040

4323

080

4323

120

4322

840

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880

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960

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000

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120512520 512560 512600 512640 512680 512720 512760 512800 512840 512880 512920

512520 512560 512600 512640 512680 512720 512760 512800 512840 512880 512920

39° 3' 25'' N10

4° 5

1' 1

9'' W

39° 3' 25'' N

104°

51'

1'' W

39° 3' 16'' N

104°

51'

19'' W

39° 3' 16'' N

104°

51'

1'' W

N

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

Feet0 25 50 100 150

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

Soil Map may not be valid at this scale.

MAP LEGEND MAP INFORMATION

Area of Interest (AOI)Area of Interest (AOI)

SoilsSoil Map Unit Polygons

Soil Map Unit Lines

Soil Map Unit Points

Special Point FeaturesBlowout

Borrow Pit

Clay Spot

Closed Depression

Gravel Pit

Gravelly Spot

Landfill

Lava Flow

Marsh or swamp

Mine or Quarry

Miscellaneous Water

Perennial Water

Rock Outcrop

Saline Spot

Sandy Spot

Severely Eroded Spot

Sinkhole

Slide or Slip

Sodic Spot

Spoil Area

Stony Spot

Very Stony Spot

Wet Spot

Other

Special Line Features

Water FeaturesStreams and Canals

TransportationRails

Interstate Highways

US Routes

Major Roads

Local Roads

BackgroundAerial Photography

The soil surveys that comprise your AOI were mapped at1:24,000.

Warning: Soil Map may not be valid at this scale.

Enlargement of maps beyond the scale of mapping can causemisunderstanding of the detail of mapping and accuracy of soilline placement. The maps do not show the small areas ofcontrasting soils that could have been shown at a more detailedscale.

Please rely on the bar scale on each map sheet for mapmeasurements.

Source of Map: Natural Resources Conservation ServiceWeb Soil Survey URL:Coordinate System: Web Mercator (EPSG:3857)

Maps from the Web Soil Survey are based on the Web Mercatorprojection, which preserves direction and shape but distortsdistance and area. A projection that preserves area, such as theAlbers equal-area conic projection, should be used if moreaccurate calculations of distance or area are required.

This product is generated from the USDA-NRCS certified data asof the version date(s) listed below.

Soil Survey Area: El Paso County Area, ColoradoSurvey Area Data: Version 14, Sep 23, 2016

Soil map units are labeled (as space allows) for map scales1:50,000 or larger.

Date(s) aerial images were photographed: Apr 15, 2011—Sep22, 2011

The orthophoto or other base map on which the soil lines werecompiled and digitized probably differs from the backgroundimagery displayed on these maps. As a result, some minorshifting of map unit boundaries may be evident.

Custom Soil Resource Report

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Map Unit Legend (Pilot Travel Center)

El Paso County Area, Colorado (CO625)

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

71 Pring coarse sandy loam, 3 to 8percent slopes

11.5 100.0%

Totals for Area of Interest 11.5 100.0%

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

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

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

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


8

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

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

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

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

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

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

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

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

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


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El Paso County Area, Colorado

71—Pring coarse sandy loam, 3 to 8 percent slopes

Map Unit SettingNational map unit symbol: 369kElevation: 6,800 to 7,600 feetFarmland classification: Not prime farmland

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

Description of Pring

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

Typical profileA - 0 to 14 inches: coarse sandy loamC - 14 to 60 inches: gravelly sandy loam

Properties and qualitiesSlope: 3 to 8 percentDepth to restrictive feature: More than 80 inchesNatural drainage class: Well drainedRunoff class: LowCapacity of the most limiting layer to transmit water (Ksat): High (2.00 to 6.00

in/hr)Depth to water table: More than 80 inchesFrequency of flooding: NoneFrequency of ponding: NoneAvailable water storage in profile: Low (about 6.0 inches)

Interpretive groupsLand capability classification (irrigated): None specifiedLand capability classification (nonirrigated): 3eHydrologic Soil Group: BEcological site: Loamy Park (R048AY222CO)Hydric soil rating: No

Minor Components

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

Other soilsPercent of map unit: Hydric soil rating: No


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PROJECT INFORMATIONPROJECT: Pilot Travel CenterPROJECT NO: 21023-00DESIGN BY: DAB Drexel, Barrell & Co.REV. BY: TDMAGENCY: City of MonumentREPORT TYPE: FinalDATE: 3/28/2017DATE: 3/28/2017Soil Type: B

C2* C5* C10* C100* % IMPERVPraire/Meadow 0.08 0.35 0Roofs 0.73 0.81 90Asphalt, Sidewalk 0.90 0.96 100Gravel 0.59 0.70 80

*C-Values and Basin Imperviousness based on Table 5-1, City of Colorado Springs and El Paso County "Drainage Criteria Manual"

EXISTINGSUB-BASIN SURFACE DESIGNATION AREA % IMPERV

ACRE C2 C5 C10 C100E-1 Praire/Meadow 9.86 0.08 0.35 0

Roofs 0.00 0.73 0.81 90A h lt Sid lk 0 48 0 90 0 96 100

COMPOSITE RUNOFF COEFFICIENTS

Asphalt, Sidewalk 0.48 0.90 0.96 100Gravel 0.00 0.59 0.70 80WEIGHTED AVERAGE 0.12 0.38 5%

TOTAL E-1 10.34E-2 Praire/Meadow 2.84 0.08 0.35 0

Roofs 0.00 0.73 0.81 90Asphalt, Sidewalk 0.00 0.90 0.96 100Gravel 0.00 0.59 0.70 80Gravel 0.00 0.59 0.70 80WEIGHTED AVERAGE 0.08 0.35 0%

TOTAL E-2 2.84

H:\21023-00CSCV\Reports\Drainage\Calcs\Urban Rational- Monument Pilot.xlsxEX AREA & C-VALUES DEV

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PROJECT INFORMATIONPROJECT: Pilot Travel CenterPROJECT NO: 21023-00DESIGN BY: DABREV. BY: TDMAGENCY: City of MonumentREPORT TYPE: FinalDATE:

RATIONAL METHOD CALCULATIONS FOR STORM WATER RUNOFF

3/28/2017

RATIONAL METHOD CALCULATIONS FOR STORM WATER RUNOFFEXISTING TIME OF CONCENTRATION STANDARD FORM SF-2

SUB-BASIN INITIAL/OVERLAND TRAVEL TIME TIME OF CONC. FINALDATA TIME (ti) (tt) tc tc

BASIN DESIGN PT: C5 C100 AREA LENGTH HT SLOPE ti LENGTH HT SLOPE VEL. tt COMP. MINIMUMAc Ft FT % Min Ft FT % FPS Min tc tc Min

E-1 0.12 0.38 10.34 300 25 8.3 15.7 482 18 3.7 10.0 0.8 16.5 5 16.5E-2 0.08 0.35 2.84 300 9 3.0 22.9 335 11 3.3 10.0 0.6 23.5 5 23.5

H:\21023-00CSCV\Reports\Drainage\Calcs\Urban Rational- Monument Pilot.xlsxEX Tc dev site

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PROJECT INFORMATIONPROJECT: Pilot Travel CenterPROJECT NO: 21023-00DESIGN BY: DAB Drexel, Barrell & Co.

REV. BY: TDMAGENCY Cit f M tAGENCY: City of MonumentREPORT TYPE: FinalDATE:

RATIONAL METHOD CALCULATIONS FOR STORM WATER RUNOFFEXISTING RUNOFF 5 YR STORM P1= 1.50

3/28/2017

DIRECT RUNOFF

BASIN (S) DESIGN POINT

AREA (AC)

RUNOFF COEFF tc (MIN) C * A I (IN/HR) Q (CFS) n Slope

(ft/ft)Calculated

Pipe Dia Used Pipe

E-1 DP-1 10.34 0.12 16.5 1.22 3.31 4.0E-2 DP-2 2.84 0.08 23.5 0.23 2.77 0.6

PIPE SIZING

H:\21023-00CSCV\Reports\Drainage\Calcs\Urban Rational- Monument Pilot.xlsxEX 5-yr developed site

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RATIONAL METHOD CALCULATIONS FOR STORM WATER RUNOFFEXISTING RUNOFF 100 YR STORM P1= 2.67

3/28/2017

DIRECT RUNOFF


AREA (AC)


(ft/ft)Calculated

Pipe Dia Used Pipe

E-1 DP-1 10.34 0.38 16.5 3.91 5.90 23.1E-2 DP-2 2.84 0.35 23.5 0.99 4.94 4.9

PIPE SIZING

H:\21023-00CSCV\Reports\Drainage\Calcs\Urban Rational- Monument Pilot.xlsxEX 100-yr developed site

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PROJECT INFORMATIONPROJECT: Pilot Travel CenterPROJECT NO: 21023-00DESIGN BY: DAB Drexel, Barrell & Co.REV. BY: TDMAGENCY: City of MonumentREPORT TYPE: FinalDATE: 3/28/2017DATE: 3/28/2017Soil Type: B (100%)

C2* C5* C10* C100* % IMPERVLawn 0.08 0.35 0Roofs 0.73 0.81 90Asphalt, Sidewalk 0.90 0.96 100Gravel 0.59 0.70 80

*C-Values and Basin Imperviousness based on Table 5-1, City of Colorado Springs and El Paso County "Drainage Criteria Manual"

PROPOSEDSUB-BASIN SURFACE DESIGNATION AREA % IMPERV

ACRE C2 C5 C10 C100C1 Lawn 0.00 0.08 0.35 0

Roofs 0.00 0.73 0.81 90A h lt Sid lk 0 57 0 90 0 96 100

COMPOSITE RUNOFF COEFFICIENTS

Asphalt, Sidewalk 0.57 0.90 0.96 100WEIGHTED AVERAGE 0.90 0.96 100%

TOTAL C1 0.57C2 Lawn 0.89 0.08 0.35 0

Roofs 0.06 0.73 0.81 90Asphalt, Sidewalk 0.60 0.90 0.96 100WEIGHTED AVERAGE 0.46 0.60 42%

TOTAL C2 1.55TOTAL C2 1.55C3 Lawn 0.22 0.08 0.35 0


TOTAL C3 0.92C4 Lawn 0.22 0.08 0.35 0

Roofs 0.08 0.73 0.81 90A h lt Sid lk 1 58 0 90 0 96 100Asphalt, Sidewalk 1.58 0.90 0.96 100WEIGHTED AVERAGE 0.80 0.88 88%

TOTAL C4 1.88C5 Lawn 0.79 0.08 0.35 0


TOTAL C5 1 87TOTAL C5 1.87C6 Lawn 0.17 0.08 0.35 0


TOTAL C6 1.33C7 Lawn 1.00 0.08 0.35 0


TOTAL C7 3.83C8 Lawn 0.84 0.08 0.35 0

Roofs 0.00 0.73 0.81 90

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3/28/20172:02 PM

Asphalt, Sidewalk 0.06 0.90 0.96 100WEIGHTED AVERAGE 0.13 0.39 7%

TOTAL C8 0.90C9 Lawn 0.28 0.08 0.35 0


TOTAL C9 0 33


3/28/20172:02 PM

TOTAL C9 0.33

TOTAL SITE 13.18 0.62 0.75 66.1%


3/28/20172:02 PM

PROJECT INFORMATIONPROJECT: Pilot Travel CenterPROJECT NO: 21023-00DESIGN BY: DAB Drexel, Barrell & Co.REV. BY: TDMAGENCY: City of MonumentREPORT TYPE: FinalDATE: 3/28/2017

RATIONAL METHOD CALCULATIONS FOR STORM WATER RUNOFFPROPOSED TIME OF CONCENTRATION STANDARD FORM SF-2

SUB-BASIN INITIAL/OVERLAND TRAVEL TIME PIPE TRAVEL TIME TIME OF CONC. FINALDATA TIME (ti) (tt) (tp) tc tc

BASIN DESIGN PT: C5 C100 AREA LENGTH HT SLOPE ti LENGTH HT SLOPE VEL. tt LENGTH SLOPE VEL. tt COMP. MINIMUMAc Ft FT % Min Ft FT % FPS Min Ft % FPS Min tc tc Min

C1 DP-1 0.90 0.96 0.57 100 2.3 2.3 2.8 443 10.1 2.3 4.7 1.6 4.4 5 5.0C2 DP-2 0.46 0.60 1.55 100 0.7 0.7 13.4 232 12.4 5.3 7.6 0.5 13.9 5 13.9C3 DP-3 0.70 0.81 0.92 100 3.1 3.1 5.2 176 5.5 3.1 5.8 0.5 5.7 5 5.7

DP3 0.55 0.68 2.49 90 0.5 5.5 0.3 14.2 5 14.2C4 0.80 0.88 1.88 100 2.2 2.0 4.5 286 6.8 2.4 5.1 0.9 5.4 5 5.4

DP4 0.66 0.77 4.37 340 1.9 10.7 0.5 14.7 5 14.7C5 DP-5 0.53 0.68 1.87 100 2.15 2.0 8.5 342 31.9 9.3 10.1 0.6 9.1 5 9.1C6 0.78 0.87 1.33 100 2.6 2.6 4.3 173 4.1 2.4 4.8 0.6 14.7 5 14.7

DP6 0.65 0.77 7.57 370 0.5 6.6 0.9 15.7 5 15.7C7 0 69 0 80 3 83 100 16 2 16 2 3 1 508 17 8 3 5 6 2 1 4 4 4 5 5 0C7 0.69 0.80 3.83 100 16.2 16.2 3.1 508 17.8 3.5 6.2 1.4 4.4 5 5.0

DP7 0.66 0.74 11.40 100 3.0 9.1 0.2 15.8 5 15.8C8 0.13 0.39 0.90 100 7 7.0 9.4 203 15.8 7.8 9.2 0.4 9.8 5 9.8

DP8 0.62 0.71 12.30 125 2.4 41.1 0.1 15.9 5 15.9C9 DP-9 0.20 0.44 0.33 86 2.7 3.1 10.6 10.6 5 10.6

H:\21023-00CSCV\Reports\Drainage\Calcs\Urban Rational- Monument Pilot.xlsxTc dev site

3/28/20172:02 PM



RATIONAL METHOD CALCULATIONS FOR STORM WATER RUNOFFPROPOSED RUNOFF 5 YR STORM P1= 1.50

3/28/2017

DIRECT RUNOFF


AREA (AC)


(ft/ft)Calculated

Pipe Dia Used Pipe

C1 1 0.57 0.90 5.0 0.51 5.10 2.6C2 2 1.55 0.46 13.9 0.72 3.58 2.6C3 0 92 0 70 5 7 0 64 4 94

PIPE SIZING

C3 0.92 0.70 5.7 0.64 4.94 3.2DP3 3 2.49 0.55 14.2 1.37 3.55 4.9C4 1.88 0.80 5.4 1.50 5.00 7.5DP4 4 4.37 0.66 14.7 2.87 3.49 10.0C5 5 1.87 0.53 9.1 0.98 4.25 4.2C6 1.33 0.78 14.7 1.04 3.49 3.6DP6 6 7.57 0.65 15.7 4.91 3.40 16.7C7 3.83 0.69 5.0 2.63 5.10 13.4DP7 7 11.40 0.66 15.8 7.54 3.38 25.5C8 0.90 0.13 15.8 0.12 3.38 0.4DP8 8 12.30 0.62 9.8 7.64 4.13 31.6C9 9 0 33 0 20 15 9 0 07 3 37 0.2C9 9 0.33 0.20 15.9 0.07 3.37 0.2

H:\21023-00CSCV\Reports\Drainage\Calcs\Urban Rational- Monument Pilot.xlsx5-yr developed site

3/28/20172:03 PM



RATIONAL METHOD CALCULATIONS FOR STORM WATER RUNOFFPROPOSED RUNOFF 100 YR STORM P1= 2.67

3/28/2017

DIRECT RUNOFF


AREA (AC)


(ft/ft)Calculated

Pipe Dia Used Pipe

C1 1 0.57 0.96 5.0 0.55 9.09 5.0C2 2 1.55 0.60 13.9 0.94 6.37 6.0C3 0 92 0 81 5 7 0 74 8 80

PIPE SIZING

C3 0.92 0.81 5.7 0.74 8.80 6.5DP3 3 2.49 0.68 14.2 1.69 6.32 10.7C4 1.88 0.88 5.4 1.66 8.89 14.8DP4 4 4.37 0.77 14.7 3.35 6.22 20.8C5 5 1.87 0.68 9.1 1.27 7.57 9.6C6 1.33 0.87 14.7 1.16 6.22 7.2DP6 6 7.57 0.77 15.7 5.79 6.04 35.0C7 3.83 0.80 5.0 3.07 9.09 27.9DP7 7 11.40 0.74 15.8 8.44 6.01 50.8C8 0.90 0.39 15.8 0.35 6.01 2.1DP8 8 12.30 0.71 9.8 8.79 7.36 64.6C9 9 0 33 0 44 15 9 0 15 6 00 0.9C9 9 0.33 0.44 15.9 0.15 6.00 0.9

H:\21023-00CSCV\Reports\Drainage\Calcs\Urban Rational- Monument Pilot.xlsx100-yr developed site

3/28/20172:03 PM

Inlets Chapter 8

8-16 City of Colorado Springs May 2014

Drainage Criteria Manual, Volume 1

Figure 8-11. Inlet Capacity Chart Sump Conditions , Curb Opening (Type R) Inlet

Notes: 1. The standard inlet parameters must apply to use this chart.

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> 6.0 cfs C2 Basin

Inlets Chapter 8





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> 6.5 cfs C3 Basin

Inlets Chapter 8





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14.8 cfs C4 Basin

Inlets Chapter 8





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>9.6 cfs C5 Basin

Project:Inlet ID:

Gutter Geometry (Enter data in the blue cells)Maximum Allowable Width for Spread Behind Curb TBACK = 10.0 ftSide Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ftManning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020

Height of Curb at Gutter Flow Line HCURB = 6.00 inchesDistance from Curb Face to Street Crown TCROWN = 25.0 ftGutter Width W = 2.00 ftStreet Transverse Slope SX = 0.025 ft/ftGutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ftStreet Longitudinal Slope - Enter 0 for sump condition SO = 0.015 ft/ftManning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.013

Minor Storm Major StormMax. Allowable Spread for Minor & Major Storm TMAX = 25.0 25.0 ftMax. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 7.0 inches

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

MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major StormMAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = 17.9 29.7 cfs

Version 4.05 Released March 2017

ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)

Pilot Travel Center - MonumentC6

Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'

PM UD-Inlet_v4.05.xlsm, C6 7/13/2017, 10:00 AM

Design Information (Input) MINOR MAJORType of Inlet Type =Local Depression (additional to continuous gutter depression 'a') aLOCAL = 3.0 3.0 inchesTotal Number of Units in the Inlet (Grate or Curb Opening) No = 1 1Length of a Single Unit Inlet (Grate or Curb Opening) Lo = 10.00 10.00 ftWidth of a Unit Grate (cannot be greater than W, Gutter Width) Wo = N/A N/A ftClogging Factor for a Single Unit Grate (typical min. value = 0.5) Cf-G = N/A N/AClogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Cf-C = 0.10 0.10Street Hydraulics: OK - Q < Allowable Street Capacity' MINOR MAJORTotal Inlet Interception Capacity Q = 3.6 5.8 cfsTotal Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.0 1.4 cfs Capture Percentage = Qa/Qo = C% = 99 81 %

INLET ON A CONTINUOUS GRADEVersion 4.05 Released March 2017

CDOT Type R Curb OpeningCDOT Type R Curb Opening

PM UD-Inlet_v4.05.xlsm, C6 7/13/2017, 10:00 AM

Inlets Chapter 8





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27.9 cfs C7 Basin

Project:

Basin ID:

Depth Increment = ft

Required Volume Calculation Top of Micropool -- 0.00 -- -- -- 3,837 0.088

Selected BMP Type = EDB -- 1.00 -- -- -- 5,028 0.115 4,382 0.101

Watershed Area = 12.28 acres -- 2.00 -- -- -- 6,418 0.147 10,091 0.232

Watershed Length = 800 ft -- 3.00 -- -- -- 7,969 0.183 17,349 0.398

Watershed Slope = 0.025 ft/ft -- 4.00 -- -- -- 9,680 0.222 26,173 0.601

Watershed Imperviousness = 66.00% percent -- 5.00 -- -- -- 11,552 0.265 36,789 0.845

Percentage Hydrologic Soil Group A = 0.0% percent -- 6.00 -- -- -- 13,577 0.312 49,354 1.133

Percentage Hydrologic Soil Group B = 100.0% percent -- 7.00 -- -- -- 15,710 0.361 63,997 1.469

Percentage Hydrologic Soil Groups C/D = 0.0% percent -- 8.00 -- -- -- 17,944 0.412 80,824 1.855

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

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

Water Quality Capture Volume (WQCV) = 0.264 acre-feet -- -- -- --

Excess Urban Runoff Volume (EURV) = 0.886 acre-feet -- -- -- --

2-yr Runoff Volume (P1 = 0.9 in.) = 0.555 acre-feet 0.90 inches -- -- -- --







Approximate 2-yr Detention Volume = 0.520 acre-feet -- -- -- --






-- -- -- --

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

Zone 1 Volume (WQCV) = 0.264 acre-feet -- -- -- --

Zone 2 Volume (100-year - Zone 1) = 1.153 acre-feet -- -- -- --

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

Total Detention Basin Volume = 1.417 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 -- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- ---- -- -- --

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)

Pilot Travel Center - Monument

UD-Detention, Version 3.07 (February 2017)

Volume (ft 3̂)

Volume (ac-ft)

Area (acre)

Optional User Override1-hr Precipitation

Example Zone Configuration (Retention Pond)

UD-Detention_v3.07.xlsm, Basin 3/28/2017, 11:25 AM

Project: Basin ID:

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

Zone 1 (WQCV) 2.21 0.264 Orifice Plate

Zone 2 (100‐year) 6.86 1.153 Weir&Pipe (Circular)

Detention Basin Outlet Structure Design

UD‐Detention, Version 3.07 (February 2017)Pilot Travel Center - Monument

Zone 3

1.417 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 = 1.431E‐02 ft2

Depth at top of Zone using Orifice Plate = 2.21 ft (relative to basin bottom at Stage = 0 ft) Elliptical Half‐Width = N/A feetOrifice Plate: Orifice Vertical Spacing = 8.80 inches Elliptical Slot Centroid = N/A feetOrifice Plate: Orifice Area per Row = 2.06 sq. inches (diameter = 1‐5/8 inches) Elliptical Slot Area = N/A ft2

Example Zone Configuration (Retention Pond)

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 0.74 1.47Orifice Area (sq. inches) 2.06 2.06 2.06

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 = feetVertical Orifice Diameter = inches

User Input: Overflow Weir (Dropbox) and Grate (Flat or Sloped) Calculated Parameters for Overflow WeirZone 2 Weir Not Selected Zone 2 Weir Not Selected

Overflow Weir Front Edge Height, Ho = 6.25 ft (relative to basin bottom at Stage = 0 ft) Height of Grate Upper Edge, Ht = 6.25 feetOverflow Weir Front Edge Length = 5.60 feet Over Flow Weir Slope Length = 3.40 feet

Overflow Weir Slope = 0 00 H:V (enter zero for flat grate) Grate Open Area / 100 yr Orifice Area = 4 24 should be > 4Overflow Weir Slope = 0.00 H:V (enter zero for flat grate) Grate Open Area / 100‐yr Orifice Area = 4.24 should be > 4Horiz. Length of Weir Sides = 3.40 feet Overflow Grate Open Area w/o Debris = 13.33 ft2

Overflow Grate Open Area % = 70% %, grate open area/total area Overflow Grate Open Area w/ Debris = 6.66 ft2

Debris Clogging % = 50% %

User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice) Calculated Parameters for Outlet Pipe w/ Flow Restriction PlateZone 2 Circular Not Selected Zone 2 Circular Not Selected

Depth to Invert of Outlet Pipe = 0.00 ft (distance below basin bottom at Stage = 0 ft) Outlet Orifice Area = 3.14 ft2

Circular Orifice Diameter = 24.00 inches Outlet Orifice Centroid = 1.00 feetHalf‐Central Angle of Restrictor Plate on Pipe = N/A N/A radians

User Input: Emergency Spillway (Rectangular or Trapezoidal) Calculated Parameters for SpillwayUser Input: Emergency Spillway (Rectangular or Trapezoidal) Calculated Parameters for SpillwaySpillway Invert Stage= 7.00 ft (relative to basin bottom at Stage = 0 ft) Spillway Design Flow Depth= 0.87 feetSpillway Crest Length = 15.00 feet Stage at Top of Freeboard = 8.87 feetSpillway End Slopes = 4.00 H:V Basin Area at Top of Freeboard = 0.41 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 0.90 1.19 1.46 1.85 2.17 2.52 3.41

Calculated Runoff Volume (acre-ft) = 0.264 0.886 0.555 0.778 1.048 1.490 1.802 2.208 3.172OPTIONAL Override Runoff Volume (acre-ft) =

Inflow Hydrograph Volume (acre-ft) = 0.264 0.885 0.555 0.777 1.048 1.489 1.801 2.208 3.171Predevelopment Unit Peak Flow, q (cfs/acre) = 0.00 0.00 0.01 0.02 0.22 0.77 1.11 1.54 2.46Predevelopment Unit Peak Flow, q (cfs/acre) 0.00 0.00 0.01 0.02 0.22 0.77 1.11 1.54 2.46

Predevelopment Peak Q (cfs) = 0.0 0.0 0.1 0.3 2.7 9.5 13.7 18.9 30.2Peak Inflow Q (cfs) = 5.4 17.7 11.2 15.6 20.9 29.6 35.8 43.7 62.5

Peak Outflow Q (cfs) = 0.2 0.4 0.3 0.4 0.5 4.8 12.1 20.8 39.9Ratio Peak Outflow to Predevelopment Q = N/A N/A N/A 1.6 0.2 0.5 0.9 1.1 1.3

Structure Controlling Flow = Plate Plate Plate Plate Plate Overflow Grate 1 Overflow Grate 1 Overflow Grate 1 SpillwayMax Velocity through Grate 1 (fps) = N/A N/A N/A N/A N/A 0.3 0.9 1.5 2.5Max 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) = 36 50 43 48 53 55 53 50 45Time to Drain 99% of Inflow Volume (hours) = 40 57 49 54 60 64 63 62 59

Maximum Ponding Depth (ft) = 2.05 4.96 3.60 4.55 5.53 6.48 6.70 6.90 7.24Area at Maximum Ponding Depth (acres) = 0.15 0.26 0.21 0.25 0.29 0.34 0.35 0.36 0.37

Maximum Volume Stored (acre-ft) = 0.239 0.831 0.513 0.727 0.989 1.288 1.360 1.430 1.553

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 1 1

Count_WQPlate = 1 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) 2 1 5yr, <72hr 0

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

UD‐Detention, Version 3.07 (February 2017)


60

70500YR IN

500YR OUT

100YR IN

100YR OUT

50YR IN

50YR OUT

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

Count_OutletPipe1 = 1 0.42 meter = 3/4 inch) WQCV 205 Watershed Constraint CheckCount_OutletPipe2 = 0 0.50 er = 13/16 inch) 2 Year 361 Slope 0.025

COUNTA_2 (Standard FSD Setup)= 1 0.58 meter = 7/8 inch) EURV 497 Shape 1.20MaxPondDepth_Error? FALSE 0.67 er = 15/16 inch) 5 Year 456

Hidden Parameters & Calculations 0.76 ameter = 1 inch) 10 Year 554 Spillway Depth

0.86 = 1-1/16 inches) 25 Year 649 0.87WQ Plate Flow at 100yr depth = 0.51 0.97 = 1-1/8 inches) 50 Year 671

CLOG #1= 35% 1.08 = 1-3/16 inches) 100 Year 691 1 Z1_BooleanCdw #1 = 1.15 1.20 = 1-1/4 inches) 500 Year 725 1 Z2_BooleanCdo #1 = 1.07 1.32 = 1-5/16 inches) Zone3_Pulldown Message 1 Z3_Boolean

20

30

40

50

FLOW [cfs]

25YR IN

25YR OUT

10YR IN

10YR OUT

5YR IN

5YR OUT

2YR IN

2YR OUT

EURV IN

EURV OUT

WQCV IN

WQCV OUT

Overflow Weir #1 Angle = 0.000 1.45 = 1-3/8 inches) 1 Opening MessageCLOG #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 1

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

Underdrain Q at 100yr depth = 0.00 2.20 1-11/16 inches) Overflow Weir 1 1 1 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 1 1 1 Freeboard

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

Count_User_Hydrographs 0 2.90 1-15/16 inches) 0 Spillway LengthCountA_3 (EURV & 100yr) = 1 3.09 eter = 2 inches) Button Visibility Boolean FALSE Time Interval

0

10

0.1 1 10TIME [hr]

8500YR

100YR

CountA_4 (100yr Only) = 1 3.29 gular openings) 1 Button_Trigger0 Underdrain1 WQCV Plate0 EURV-WQCV Plate0 EURV-WQCV VertOrifice0 Outlet 90% Qpeak0 Outlet Undetained

3

4

5

6

7

PONDING DEPTH

[ft]

50YR

25YR

10YR

5YR

2YR

EURV

WQCV

0

1

2

3

0.1 1 10 100DRAIN TIME [hr]

50.00

60.00

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100.00

40 000

50,000

60,000

70,000

80,000

90,000

TFLO

W [cfs]

LUME [ft^3]

User Area [ft^2]

Interpolated Area [ft^2]

Summary Area [ft^2]

Volume [ft^3]

Summary Volume [ft^3]

Outflow [cfs]

Summary Outflow [cfs]

0.00

10.00

20.00

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40.00

0

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30,000

40,000

0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00

OUT

AREA

[ft^2], V

OL

PONDING DEPTH [ft]

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

maximum bound

Outflow Hydrograph Workbook Filename:

Storm Inflow Hydrographs

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

SOURCE WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK

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

4.13 min 0:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

UD‐Detention, Version 3.07 (February 2017)


0:04:08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Hydrograph 0:08:16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Constant 0:12:23 0.24 0.78 0.50 0.69 0.92 1.29 1.54 1.87 2.64

1.210 0:16:31 0.65 2.11 1.34 1.86 2.48 3.50 4.21 5.13 7.28

0:20:39 1.66 5.42 3.43 4.77 6.38 8.98 10.81 13.16 18.68

0:24:47 4.57 14.88 9.43 13.10 17.53 24.66 29.67 36.13 51.24

0:28:55 5.36 17.74 11.17 15.59 20.95 29.63 35.78 43.72 62.50

0:33:02 5.10 16.94 10.66 14.89 20.02 28.35 34.25 41.89 59.97

0:37:10 4.64 15.42 9.70 13.55 18.23 25.81 31.17 38.12 54.57

0:41:18 4.13 13.80 8.66 12.12 16.32 23.14 27.98 34.25 49.11

0:45:26 3.54 11.94 7.47 10.47 14.13 20.08 24.30 29.80 42.87

0:49:34 3.09 10.39 6.51 9.12 12.29 17.45 21.11 25.91 37.37

0:53:41 2.80 9.42 5.90 8.27 11.14 15.83 19.14 23.48 33.79

0:57:49 2.29 7.80 4.86 6.83 9.24 13.16 15.95 19.59 28.25

1:01:57 1.85 6.38 3.96 5.59 7.58 10.83 13.14 16.17 23.37

1:06:05 1.41 4.94 3.05 4.32 5.88 8.45 10.29 12.70 18.45

1:10:13 1.03 3.70 2.26 3.23 4.42 6.40 7.83 9.70 14.19

1:14:20 0.75 2.67 1.64 2.33 3.20 4.68 5.74 7.15 10.54

1:18:28 0.59 2.06 1.27 1.80 2.46 3.57 4.37 5.42 7.94

1:22:36 0.49 1.69 1.05 1.48 2.02 2.92 3.56 4.40 6.41

1:26:44 0.41 1.44 0.89 1.26 1.71 2.47 3.01 3.71 5.40

1:30:52 0.36 1.26 0.78 1.10 1.50 2.16 2.63 3.24 4.71

1:34:59 0.33 1.13 0.70 0.99 1.35 1.94 2.36 2.91 4.21

1:39:07 0.31 1.05 0.65 0.92 1.24 1.78 2.17 2.67 3.86

1:43:15 0.22 0.77 0.48 0.67 0.91 1.31 1.60 1.97 2.87

1:47:23 0.16 0.56 0.35 0.49 0.67 0.96 1.16 1.43 2.08

1:51:31 0.12 0.41 0.26 0.36 0.49 0.70 0.86 1.06 1.53

1:55:38 0.09 0.30 0.19 0.27 0.36 0.52 0.63 0.78 1.14

1:59:46 0.06 0.22 0.13 0.19 0.26 0.38 0.46 0.57 0.83

2:03:54 0.04 0.15 0.10 0.14 0.18 0.27 0.33 0.41 0.60

2:08:02 0.03 0.11 0.07 0.10 0.13 0.19 0.24 0.29 0.43

2:12:10 0.02 0.07 0.04 0.06 0.09 0.13 0.16 0.20 0.30

2:16:17 0.01 0.04 0.03 0.04 0.05 0.08 0.10 0.13 0.19

2:20:25 0 00 0 02 0 01 0 02 0 03 0 04 0 05 0 07 0 112:20:25 0.00 0.02 0.01 0.02 0.03 0.04 0.05 0.07 0.11

2:24:33 0.00 0.01 0.00 0.01 0.01 0.02 0.02 0.03 0.05

2:28:41 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01

2:32:49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

2:36:56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

2:41:04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

2:45:12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

2:49:20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

2:53:28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

2:57:35 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:01:43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

3:05:51 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:05:51 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

3:09:59 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

3:14:07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

3:18:14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

3:22:22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:26:30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

3:30:38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

3:34:46 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:38:53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:43:01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:47:09 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:51:17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:55:25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:55:25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.003:59:32 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:03:40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:07:48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:11:56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:16:04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:20:11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:24:19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:28:27 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

4:32:35 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

4:36:43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:40:50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:44:58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

4 49 064:49:06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:53:14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.004:57:22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Documents

PRELIMINARY DRAINAGE REPORT PILOT TRAVEL CENTER … · PRELIMINARY DRAINAGE REPORT for PILOT TRAVEL CENTER FILING NO. 1 Monument, Colorado July 13, 2017 Prepared For: Pilot Travel