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FINAL DRAINAGE REPORT

FOR

QWEST THORNTON CENTRAL STORAGE

12251 WASHINGTON STREET

THORNTON, COLORADO

Prepared by:

Bowman Consulting

603 Park Point Dr. Suite 100

Golden, CO 80401

(303)-801-2900

Contact: Charles Weiss, PE

June 29, 2015

Revised August 14, 2015

Revised October 9, 2015

Revised November 13, 2015

Prepared for:

Resolute Investments

7374 South Alton Way, Suite 203

Centennial, CO 80112

(303)-572-4371

Contact: Kristopher Barnes

CERTIFICATE SHEET

Resolute Investments hereby certifies that the drainage facilities for the Qwest Central Thornton Storage will be constructed according to the design presented in this report. I understand that the City of Thornton does not and shall not assume liability for the drainage facilities designed and/or certified by my engineer. I understand that the City of Thornton reviews drainage plans but cannot, on behalf of Qwest Thornton Central Storage, guarantee that final drainage design review will be absolve Resolute Investments and/or their successors and/or assigns of future liability for improper design. I further understand that approval of the Plat and/or Development Permit does not imply approval of my engineer’s drainage design.

ATTEST: ____________________________________

Kristopher Barnes

_______________________________ ____________________________________

Notary Public Authorized Signature

I hereby certify that this report (plan) for the final drainage design of Qwest Thornton Central Storage was prepared by me (or under my direct supervision) in accordance with the provisions of the City of Thornton Standards and Specifications for the Design and Construction of Public and Private Improvements for the Responsible Parties thereof. I understand that the City of Thornton does not and shall not assume liability for drainage facilities designed by others.

____________________________________

Charles Edward Weiss

Registered Professional Engineer

State of Colorado No. 28850

GENERAL LOCATION AND DESCRIPTION

The Qwest Thornton Central Storage site is located in the Southeast Quarter of Section 34, Township 1 South, Range 68 West of the 6th Principal Meridian and encompasses approximately 5.2 acre portion of Lot 2A, Block 1, Qwest Thornton Central Office Subdivision on the west side of North Washington Street.

The site’s surrounding area is made up of commercial and industrial properties. There is a 40 foot right of way adjacent to the north property line that contains drainage pipes and will be replatted as a 40 foot utility easement. An existing STOR-N-LOCK facility is located north of the right of way. The west side of the site is bounded by a day care facility and Newcomb Spring of Colorado manufacturing facility which front Pennsylvania Street. Qwest has a commercial building south of the site with a parking lot and detention basin adjacent to the property.

The northeast corner of the site contains a gas regulator station that is in a 30 foot by 50 foot easement. Just west of the gas regulator station is a 42 inch storm drain which daylights into a grass lined channel in a 40 foot drainage easement that runs southeast from the north property line to an existing 6 x 3 RCB that goes under Washington Street into Brantner Gulch.

Currently the site is undeveloped and covered with sparse vegetation and native grasses. The proposed improvements for the site include eight self-storage buildings. The main building (Building A) will be on the east side of the site near Washington Street. It is planned to be a two story climate controlled structure with water and sewer services. It will also include an office, manager's residence, and garage. It will have approximately 42,317 square feet with a fire sprinkler system. The other seven buildings will be single story structures for storage only ranging from approximately 6,000 to 9,250 square feet. A detention and water quality facility is proposed just south of the main building. No irrigation facilities are proposed for this site.

DRAINAGE BASINS AND SUB-BASINS

The project area was included in the Flood Insurance Rate Map (FIRM) for Adams County, Panel No. 08001C0311 H, revised March 5, 2007. The site does not lie within a Flood Hazard Area as designated by the FIRM. A copy of the FIRM is included at the back of this report.

The site drains under Washington Street to Brantner Gulch. The gulch flows easterly to the South Platte River. The South Platte is located about five miles east of the site. The site area does not lie within a major basin study area.

Historically, the site generally sloped from southwest to northeast at a uniform 2% towards Washington Street. This historic drainage pattern will not be altered by the proposed additions.

The area was divided into six major drainage basins, five offsite (OS) and the onsite basin which consist of four sub-basins, converging at the culvert crossing under Washington Street. The offsite basins encompass 57.5 acres of commercial/industrial properties, streets, and open space. Areas south of 120th Avenue are in the City of Northglenn. Pam Acre, Northglenn’s Floodplain Administration Stormwater Coordinator, stated that runoff south of 120th Ave and east of the Farmers Highline Canal is intercepted in piping and directed east along 120th Ave until they turn north at Race Street and discharge into Brantner Gulch. This is true given survey and field observations.Basin OS1 includes sub-basins A-J, N-P, R and S as seen in the appendix and starts on the north side of 120th Ave at the Farmers Highline Canal then continues all the way down Pennsylvania Street, collecting flow from commercial properties on the west side of Pennsylvania Street, to the intersection of Washington Street. Minor flows are collected in a series of inlets as described in the following sentences, major flows continue to Washington Street. There the flow turns south to be collected in the inlets at the culvert on the east side of the Thornton Self-Storage facility crossing Washington Street (design point #3). There are inlets located approximately two thirds of the way down Pennsylvania Street (design point #1) that given the pipe size and slope can only handle the 5 year storm event interception and piped north of the day care site into the storm sewer within the 40 foot Right of Way along the north side of the project site. Another set of inlets located on Pennsylvania Street approximately 275 feet west of the intersection with Washington Street (design point #2) are also sized to pick up the 5 year flow given the pipe size and slope at that point. That flow is piped south through the STOR-N-LOC property where it ties into the existing drainage system in the 40 foot Right of Way. These inlets are located in the sump of Pennsylvania Street.

Basin OS2 is located directly north of the Thornton Self Storage Site and consist of the drainage from the STOR-N-LOC facility, which flows to their detention basin on the east side of their site and is piped to the 42 inch drainage pipe located in the 40 foot Right of Way near the gas regulator station (design point #6). For the purpose of calculations this area is called sub-basin Q in the appendix of this report.

Basin OS3 is located south of the Thornton Self Storage Site and is made up of sub-basins T-W, beginning at the intersection of 120th Ave and Pennsylvania Street and continues along the north side of 120th Ave moving east and including the commercial sites north of 120th Ave. It then turns north at Washington Street, picking up flow from the west side of the street and continues north to the inlets at the existing 6’ X 3’concrete box culvert to cross Washington Street (design point #4). There is an inlet on the west side of Washington Street before the first intersection that picks up the 5 year flow to that point and pipes the flow through a 24 inch RCP out falling into the open channel at the entrance to the 6’ X 3’ concrete box culvert.

Basin OS4 is the adjacent Qwest property that was made up of four sub-basins in their drainage report. OS4-1’s flow is directed into the Qwest detention basin which is then piped across the Self-Storage site to the channel opening at the Washington Street box culvert crossing (design point #6). OS4-2’s flow goes out the south drive access and into Washington Street. Flow in area OS4-3 is channeled to a culvert opening that ties into the existing storm system in Washington Street Right of Way. OS4-4 follows the historical flow path to the northeast corner of the parking

lot and through a curb opening onto the Self-Storage site. For the purpose of this report the site was broken into sub-basins Y and Z.

Basin OS5 includes three commercial sites, sub-basins K-L on the Historic Drainage exhibit in the appendix, on the east side of Pennsylvania Street along with open space, sub-basin X, south of the first commercial site that extends along the back of the commercial sites down to the Self-Storage site (design point #5). The commercial sites have onsite detention that releases to a channel flowing along the west side of the Self-Storage property, then continue around the north side of the Self-Storage site joining with the 42 inch RCP flow in the channel leading to the box culvert under Washington Street (design point #6).

Basin A is the onsite basin which is broken into seven sub-basins, A1 through A7. The existing site consists of native vegetation. A1 consist of the majority of the development portion of the site including storage buildings and drive aisles, A2 is the north drive aisle which eventually enters A3 through a curb opening near the northern access point. A3 is the green space at the front of the site near Washington Street. Sub-basin A4 includes the main access point on the south eastern side of the site along with the main building parking area and the disturbed area added to the Qwest parking lot. A5 is the detention pond. A6 and A7 are areas outside the development area where flow will be undisturbed. More details and specifics will be explained in the drainage facility design portion of this report.

DRAINAGE DESIGN CRITERIA

The drainage plan is designed in accordance to the City of Thornton “Standards and Specifications for the Design and Construction of Public Improvements”, revised October 2012 and Urban Drainage and Flood Control District “Criteria Manual Volume 1” and “Criteria Manual Volume 2”, revised April 2008. Procedures for estimating storm runoff are those described in the manuals above.

Anderson and Hastings prepared a drainage study for the Qwest site titled Qwest Thornton Exchange Expansion which included the Self-Storage site. The east side of the site has many constraints including Washington Street, utilities along Washington Street, the gas regulator station, and converging drainage systems.

The rainfall distribution values were found in table 400-1 of the City of Thornton “Standards and Specifications”. The rational method was used since the site area was less than 160 acres. Runoff values were determined for the 5-year initial storm and 100-year major storm event. Runoff coefficients were taken from tables RO-3 and RO-5 in the Urban Drainage and Flood Control District, weighting global values based on percentage of land use type. Detention volumes were determined along with the allowable release rates for both the 5-year and 100-year storms per Urban Drainage and Flood Control District spreadsheets which can be viewed in the appendix of this report.

Bentley FlowMaster V8i was used to determine pipe capacity, channel capacity, pipe size, and normal depth in the pipe. Bently CulvertMaster was used to analyze the existing 6' X 3' CBC across Washington Street. The reports for these pipes can be found in the appendix of this report.

WETLAND PRESERVATOIN AND MITIGATION

There is no evidence of any wetlands present on the site.

DRAINAGE FACILITY DESIGN

The 5-year and 100-year detention basin discharge through the outlet pipe will be 1.12 cfs and 4.88 cfs respectively, this follows the Urban Drainage criteria of 1cfs/acre. To determine these discharge rates Urban Drainage and Flood Control table SO-1 was used for Hydrologic Soil Group “C” for the on-site Platner loam soils found in the NRCS web soil survey. The site is currently undeveloped open space that is 2% impervious and therefore requires a 5-year and 100-year volume of 0.21 and 0.70 acre feet. respectively. The detention basin was designed for all areas that will be disturbed during construction, including the new turning lane being added to Washington Street. The location of the pond, along with other site improvements, require the Qwest detention pond to be re-routed around the newly proposed detention pond. The pond will be constructed with 4 to 1 maximum side slopes. Volume provided for water quality is 0.16 acre feet. An emergency outlet sized for twice the 100-year outlet rate will be notched into the berm on the northeast side of the basin. The emergency outlet will be armored with Type L rip-rap. Grading will be accomplished by having a ridge line along the north side of the buildings. Flow will travel south in the drive aisles between the buildings to the curb and gutter in the south access drive, eventually passing through a curb opening into the detention pond. The flow north of the buildings will travel east along the north access drive curb and gutter to a curb opening to the green space at the east side of the site. This flow will join with the flow from that green space and be piped to the detention pond. The main access at the southeast corner of the site will convey flow through a curb opening at the detention pond. Undisturbed areas along the north and south side of the property will continue their historical flow to the east. The overall site has a 5-year and 100-year developed runoff rate of 12.2 and 28.1 cfs respectively. This flow will follow the historical path, sheet flowing from west to east across the site. The northern flow will enter a curb opening just east of the first building. From there it will travel over grass to an area inlet and piped to the detention pond. Flow on the south side of the property will flow to a curb opening and enter the detention pond. Flow resulting from the addition of the turn lane increases the 100-year discharge from 1.0 cfs to 1.8 cfs, the detention volume will compensate for this additional flow. A worksheet for FAA Detention was included for the sole purpose of quantifying the overdetention for the turn lane. Full Spectrum is used to determine design volumes. Flow from Basin OS5 was determined to be 15.3 and 41.8 cfs for the 5-year and 100-year, respectively. This flow will be collected in a culvert opening on the west side of the property and piped along the north side of the property to the culvert under Washington Street.

The major basin drainage travels to the sump location in Washington Street adjacent to the site. The existing 6' X 3' RCBC in Washington Street is undersized for the 100-year event. The runoff will pond at the sump and to an elevation of approximately 5335 to pass the entire 223 cfs downstream to Brantner Gulch. The 100-year event will pond until it begins to overtop the crown in Washington Street near the curb opening in the median. The proposed curb opening associated with this project moves the location closer to the sump location, thus improving the flooding during the major event. The proposed buildings have been designed to be elevated above the 100-year ponding elevation.

REFERENCES

“Standards and Specifications for the Design and Construction of Public Improvements”, City of Thornton, 2012 Edition

“Urban Storm Drainage Criteria Manual (Volumes 1 & 2)”, Urban Drainage and Flood Control District, Denver, Colorado, June 2001 (with current revisions)

“Phase III Drainage Report”, Anderson & Hastings on behalf of Qwest, Denver, Colorado, June 2000

CONCULSIONS The drainage plan was designed in accordance with City of Thornton Standard and Specifications. Calculations for the determination of runoff rates and volumes are included in the appendix of this report. The calculations were performed in accordance to the Thornton Standards and procedures given in the UDFCD Manual. A detention basin is provided to limit the runoff from the developed site so that there will be no impact on the downstream drainage facilities.

APPENDIX

603 Park Point D

rive, Suite 100

Golden, CO

80401

TOTAL OS1,2,3,4,5,6 62.48 95.6 223.1

total park/open % pave/build % % check composite Imp.% Imp. C2 C5 C100 Basin OS1 22.64 2.60 11.49% 20.04 88.51% 88.74%

35 0.25 0.33 0.57 Basin OS2 4.10 0.41 10.00% 3.69 90.00% 90.20%50 0.34 0.40 0.60 Basin OS3 16.11 1.68 10.42% 14.43 89.58% 89.79%75 0.54 0.58 0.71 BasinOS4 5.00 2.17 43.30% 2.84 56.70% 57.57%2 0.04 0.15 0.50 Basin OS5 9.65 4.95 51.32% 4.70 48.68% 49.71%

100 0.89 0.90 0.96 Basin A 4.98 4.98 100.00% 0.00 0.00% 2.00%

Area (acres) % Area (acres) % Area (acres) % Area (acres) % Area (acres) %A 1.45 0 0.0% 0.00 0.0% 0 0.0% 0.15 10.0% 1.31 90.0% 100.00% 90% 0.81 0.83 0.91B 1.04 0 0.0% 0.00 0.0% 0 0.0% 0.10 10.0% 0.94 90.0% 100.00% 90% 0.81 0.83 0.91C 1.47 0 0.0% 0.00 0.0% 0 0.0% 0.74 50.0% 0.74 50.0% 100.00% 51% 0.47 0.53 0.73D 1.86 0 0.0% 0.00 0.0% 0 0.0% 0.19 10.0% 1.67 90.0% 100.00% 90% 0.81 0.83 0.91E 1.11 0 0.0% 0.00 0.0% 0 0.0% 0.11 10.0% 1.00 90.0% 100.00% 90% 0.81 0.83 0.91F 1.88 0 0.0% 0.00 0.0% 0 0.0% 0.19 10.0% 1.69 90.0% 100.00% 90% 0.81 0.83 0.91G 1.69 0 0.0% 0.00 0.0% 0 0.0% 0.17 10.0% 1.52 90.0% 100.00% 90% 0.81 0.83 0.91H 0.90 0 0.0% 0.00 0.0% 0 0.0% 0.09 10.0% 0.81 90.0% 100.00% 90% 0.81 0.83 0.91I 0.96 0 0.0% 0.00 0.0% 0 0.0% 0.10 10.0% 0.86 90.0% 100.00% 90% 0.81 0.83 0.91J 2.51 0 0.0% 0.00 0.0% 0 0.0% 0.00 0.0% 2.51 100.0% 100.00% 100% 0.89 0.90 0.96K 1.59 0 0.0% 0.00 0.0% 0 0.0% 0.16 10.0% 1.43 90.0% 100.00% 90% 0.81 0.83 0.91L 2.80 0 0.0% 0.00 0.0% 0 0.0% 0.28 10.0% 2.52 90.0% 100.00% 90% 0.81 0.83 0.91M 0.83 0 0.0% 0.00 0.0% 0 0.0% 0.08 10.0% 0.75 90.0% 100.00% 90% 0.81 0.83 0.91N 1.82 0 0.0% 0.00 0.0% 0 0.0% 0.18 10.0% 1.64 90.0% 100.00% 90% 0.81 0.83 0.91O 1.69 0 0.0% 0.00 0.0% 0 0.0% 0.17 10.0% 1.52 90.0% 100.00% 90% 0.81 0.83 0.91P 0.91 0 0.0% 0.00 0.0% 0 0.0% 0.09 10.0% 0.82 90.0% 100.00% 90% 0.81 0.83 0.91Q 4.10 0 0.0% 0.00 0.0% 0 0.0% 0.41 10.0% 3.69 90.0% 100.00% 90% 0.81 0.83 0.91R 1.51 0 0.0% 0.00 0.0% 0 0.0% 0.15 10.0% 1.36 90.0% 100.00% 90% 0.81 0.83 0.91S 1.84 0 0.0% 0.00 0.0% 0 0.0% 0.18 10.0% 1.66 90.0% 100.00% 90% 0.81 0.83 0.91T 3.08 0 0.0% 0.00 0.0% 0 0.0% 0.31 10.0% 2.77 90.0% 100.00% 90% 0.81 0.83 0.91U 5.06 0 0.0% 0.00 0.0% 0 0.0% 0.51 10.0% 4.55 90.0% 100.00% 90% 0.81 0.83 0.91V 5.09 0 0.0% 0.00 0.0% 0 0.0% 0.00 0.0% 5.09 100.0% 100.00% 100% 0.89 0.90 0.96W 2.88 0 0.0% 0.00 0.0% 0 0.0% 0.86 30.0% 2.02 70.0% 100.00% 71% 0.64 0.68 0.82X 4.43 0 0.0% 0.00 0.0% 0 0.0% 4.43 100.0% 0.00 0.0% 100.00% 2% 0.04 0.15 0.50Y 3.78 0 0.0% 0.00 0.0% 0 0.0% 0.95 25.0% 2.84 75.0% 100.00% 76% 0.68 0.71 0.85Z 1.22 0 0.0% 0.00 0.0% 0 0.0% 1.22 100.0% 0.00 0.0% 100.00% 2% 0.04 0.15 0.50

ONSITE 4.98 0 0.0% 0.00 0.0% 0 0.0% 4.98 100.0% 0.00 0.0% 100.00% 2% 0.04 0.15 0.50Total 62.48 0.00 0.0% 0.00 0.0% 0.00 0.0% 4.35 7.0% 40.84 65.4% 72.33% 66% 0.58 0.60 0.66

1. From Table RO-3 and RO-5 in the UDFCD USDCM2. C coefficients calculated by weighting global C values based on percentage of land use type.

Global Parameters1

Multi-FamilyParks/Open Space

Table A-2Off-Site C Value Calculations

Self-StorageThornton, Colorado

Medium Density Residential

Land UseLow Density Residential

100-yearLow Density Medium Density Multi-Family 2-yearPavement/Building % Check

Pavement/Building

Subbasin Total Area (acres)C Coefficient2

Composite Imperviousness5-year

Land Use Area per Sub-BasinResidential Parks/Open Space

Thornton Self-Storage Offsite Hydrology 06082015.xls Q Peak 2 of 2

Tc Final Tc

Des

ign

Pt.

Bas

in ID

Are

a

C CA

C CA

C CA

Leng

th (3

00' m

ax)

Slo

pe

ti Leng

th

Slo

pe

Vel

ocity

tt tc=t

i+tt

Tota

l len

gth

Tc =

(l/1

80+1

0)

Fina

l Tc

2-ye

ar

5-ye

ar

100-

year

2-ye

ar

5-ye

ar

100-

year

acres ft % min. ft % fps min min ft min min in/hr cfs1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26

1 A 1.45 0.81 1.17 0.83 1.20 0.91 1.33 223 0.7% 8.5 280 0.7% 1.7 2.7 11.2 503 12.8 11.2 2.50 3.56 6.95 2.9 4.3 9.21 B 1.04 0.81 0.84 0.83 0.86 0.91 0.95 147 0.7% 6.9 285 0.7% 1.7 2.8 9.7 432 12.4 9.7 2.66 3.78 7.37 2.2 3.2 7.01 C 1.47 0.47 0.68 0.53 0.77 0.73 1.07 180 0.6% 16.8 300 0.6% 1.5 3.3 20.1 480 12.7 12.7 2.38 3.38 6.60 1.6 2.6 7.11 D 1.86 0.81 1.50 0.83 1.53 0.91 1.70 280 1.6% 7.2 300 1.6% 2.3 2.2 9.4 580 13.2 9.4 2.69 3.83 7.46 4.0 5.9 12.71 E 1.11 0.81 0.89 0.83 0.92 0.91 1.01 180 2.1% 5.3 285 2.1% 2.9 1.6 6.9 465 12.6 6.9 2.99 4.26 8.30 2.7 3.9 8.41 F 1.88 0.81 1.51 0.83 1.55 0.91 1.72 200 1.4% 6.4 275 1.4% 2.4 1.9 8.3 475 12.6 8.3 2.82 4.01 7.81 4.3 6.2 13.41 G 1.69 0.81 1.36 0.83 1.39 0.91 1.54 250 1.3% 7.3 300 1.3% 2.3 2.2 9.5 550 13.1 9.5 2.68 3.81 7.43 3.6 5.3 11.51 H 0.90 0.81 0.72 0.83 0.74 0.91 0.82 170 1.3% 6.0 230 1.3% 2.3 1.7 7.7 400 12.2 7.7 2.89 4.11 8.01 2.1 3.1 6.61 I 0.96 0.81 0.77 0.83 0.79 0.91 0.88 175 2.1% 5.2 240 2.1% 2.9 1.4 6.6 415 12.3 6.6 3.04 4.32 8.43 2.3 3.4 7.41 J 2.51 0.89 2.23 0.90 2.26 0.96 2.41 30 2.9% 1.4 1970 2.9% 3.2 10.3 11.7 2000 21.1 11.7 2.46 3.51 6.83 5.5 7.9 16.5

14.87 11.68 12.02 13.44 18.3 2.00 2.84 5.54 23.4 34.2 74.5

5 K 1.59 0.81 1.28 0.83 1.31 0.91 1.45 220 2.4% 5.6 250 2.4% 3.1 1.3 6.9 470 12.6 6.9 2.99 4.26 8.30 3.8 5.6 12.15 L 2.80 0.81 2.25 0.83 2.31 0.91 2.56 280 2.4% 6.3 250 2.4% 3.1 1.3 7.6 530 12.9 7.6 2.90 4.12 8.03 6.5 9.5 20.65 M 0.83 0.81 0.67 0.83 0.68 0.91 0.76 180 0.6% 8.2 53 0.6% 1.5 0.6 8.7 233 11.3 8.7 2.76 3.93 7.66 1.8 2.7 5.8

5.22 4.20 4.31 4.77 8.7 2.76 3.93 7.66 11.6 16.9 36.5

2 N 1.82 0.81 1.47 0.83 1.50 0.91 1.66 270 1.8% 6.8 225 1.8% 2.5 1.5 8.3 495 12.8 8.3 2.81 4.00 7.79 4.1 6.0 13.02 O 1.69 0.81 1.36 0.83 1.39 0.91 1.54 300 1.8% 7.2 270 1.8% 2.5 1.8 9.0 570 13.2 9.0 2.73 3.89 7.58 3.7 5.4 11.72 P 0.91 0.81 0.73 0.83 0.75 0.91 0.83 30 0.3% 4.0 400 0.3% 1.8 3.7 7.7 430 12.4 7.7 2.89 4.12 8.03 2.1 3.1 6.7

19.29 15.24 15.66 17.48 23.3 1.76 2.50 4.87 26.8 39.2 85.2

6 Q 4.10 0.81 3.30 0.83 3.38 0.91 3.75 300 1.0% 8.7 250 1.0% 2.0 2.1 10.8 550 13.1 10.8 2.54 3.62 7.05 8.4 12.2 26.4

3 R 1.51 0.81 1.22 0.83 1.25 0.91 1.38 210 1.6% 6.3 300 1.6% 2.3 2.2 8.4 510 12.8 8.4 2.80 3.98 7.75 3.4 5.0 10.73 S 1.84 0.81 1.48 0.83 1.52 0.91 1.68 19 2.0% 1.7 1150 2.0% 2.8 6.8 8.6 1169 16.5 8.6 2.78 3.95 7.71 4.1 6.0 13.0

22.64 17.94 18.43 20.54 28.3 1.57 2.24 4.37 28.2 41.3 89.7

4 T 3.08 0.81 2.48 0.83 2.54 0.91 2.82 265 1.6% 7.0 685 1.6% 2.3 5.0 12.0 950 15.3 12.0 2.44 3.47 6.76 6.0 8.8 19.04 U 5.06 0.81 4.07 0.83 4.17 0.91 4.62 175 0.7% 7.4 450 0.7% 1.7 4.4 11.8 625 13.5 11.8 2.45 3.49 6.80 10.0 14.6 31.54 V 5.09 0.89 4.53 0.90 4.58 0.96 4.89 30 1.6% 1.7 1875 2.0% 2.3 13.6 15.3 1905 20.6 15.3 2.18 3.10 6.05 9.9 14.2 29.64 W 2.88 0.64 1.83 0.68 1.94 0.82 2.37 280 2.5% 9.6 280 2.5% 3.1 1.5 11.1 560 13.1 11.1 2.51 3.58 6.97 4.6 7.0 16.5

16.11 12.91 13.24 14.69 27.3 1.61 2.29 4.46 20.8 30.3 65.5

6 X 4.43 0.04 0.18 0.15 0.66 0.50 2.22 300 1.4% 27.0 720 3.5% 1.2 10.0 37.0 1020 15.7 15.7 2.16 3.07 5.98 0.4 2.0 13.29.65 4.38 4.97 6.99 15.7 2.16 3.07 5.98 9.4 15.3 41.8

6 ONSITE 4.98 0.04 0.20 0.15 0.75 0.50 2.49 50 2.2% 9.5 625 2.2% 1.0 10.4 19.9 675 13.8 13.8 2.29 3.26 6.36 0.5 2.4 15.8

6 Y 3.78 0.68 2.56 0.71 2.69 0.85 3.19 140 3.2% 5.7 485 3.2% 3.5 2.3 8.0 625 13.5 8.0 2.85 4.05 7.90 7.3 10.9 25.26 Z 1.22 0.04 0.05 0.15 0.18 0.50 0.61 120 0.0% 105.0 275 1.0% 0.7 6.5 111.5 395 12.2 12.2 2.42 3.44 6.71 0.1 0.6 4.1

5.00 2.61 2.88 3.80 12.2 2.42 3.44 6.71 6.3 9.9 25.5

Total 62.48 41.34 43.64 52.26 29.4 1.54 2.19 4.27 63.6 95.6 223.1

Table A-3Off-Site Rational Method Hydrologic Calculations

Thornton Self-StorageThornton, Colorado

Intensity, I Peak Discharge, QSub-Basin DataOverland Time (ti) Travel Time (tt) Tc Check

Time of Concentration, Tc2-year 5-year 100-year

C Values

WA

SH

IN

GT

ON

S

TR

EE

T

48" RCP

PIPE C

54" RCP

PIPE D

EX. 18" RCP

EX. 30" HDPE

EX. 24" RCP

603 Park Point D

rive, Suite 100

Golden, CO

80401

% Imp. C2 C5 C100

35 0.25 0.33 0.5750 0.34 0.40 0.6075 0.54 0.58 0.712 0.04 0.15 0.50

100 0.89 0.90 0.96

Area (acres) % Area (acres) % Area (acres) % Area (acres) % Area (acres) %A1 2.68 0.00 0.0% 0.00 0.0% 0 0.0% 0.00 0.0% 2.68 100.0% 100.00% 100% 0.89 0.90 0.96A3 0.31 0.00 0.0% 0.00 0.0% 0 0.0% 0.00 0.0% 0.31 100.0% 100.00% 100% 0.89 0.90 0.96A4 0.50 0.00 0.0% 0.00 0.0% 0 0.0% 0.49 98.0% 0.01 2.0% 100.00% 4% 0.06 0.17 0.51A5 0.28 0.00 0.0% 0.00 0.0% 0 0.0% 0.00 0.0% 0.28 100.0% 100.00% 100% 0.89 0.90 0.96A6 0.38 0.00 0.0% 0.00 0.0% 0 0.0% 0.38 100.0% 0.00 0.0% 100.00% 2% 0.04 0.15 0.50A10 0.12 0.00 0.0% 0.00 0.0% 0 0.0% 0.12 100.0% 0.00 0.0% 100.00% 2% 0.04 0.15 0.50A8 0.25 0.00 0.0% 0.00 0.0% 0 0.0% 0.25 100.0% 0.00 0.0% 100.00% 2% 0.04 0.15 0.50A7 0.24 0.00 0.0% 0.00 0.0% 0 0.0% 0.10 41.7% 0.14 58.3% 100.00% 59% 0.54 0.59 0.77A2 0.48 0.00 0.0% 0.00 0.0% 0 0.0% 0.00 0.0% 0.48 100.0% 100.00% 100% 0.89 0.90 0.96A9 0.06 0.00 0.0% 0.00 0.0% 0 0.0% 0.04 63.3% 0.02 36.7% 100.00% 38% 0.35 0.43 0.67

Total 5.12 0.00 0.0% 0.00 0.0% 0.00 0.0% 1.22 23.8% 3.90 76.2% 100.00% 77% 0.69 0.72 0.85

1. From Table RO-3 and RO-5 in the UDFCD USDCM2. C coefficients calculated by weighting global C values based on percentage of land use type.

Pavement/Building

Subbasin Total Area (acres)

C Coefficient2Composite Imperviousness

5-year

Land Use Area per Sub-BasinResidential Parks/Open Space

100-yearLow Density Medium Density Multi-Family 2-yearPavement/Building % Check

Global Parameters1

Multi-FamilyParks/Open Space

Table A-4On-Site C Value Calculations

Self-StorageThornton, Colorado

Medium Density Residential

Land UseLow Density Residential

Thornton Self-Storage Site Hydrology 08112015.xls Q Peak 2 of 2

Tc Final Tc

Des

ign

Pt.

Bas

in ID

Are

a

C CA

C CA

C CA

Leng

th (3

00' m

ax)

Slo

pe

ti Leng

th

Slo

pe

Vel

ocity

tt tc=t

i+tt

Tota

l len

gth

Tc =

(l/1

80+1

0)

Fina

l Tc

2-ye

ar

5-ye

ar

100-

year

2-ye

ar

5-ye

ar

100-

year

acres ft % min. ft % fps min min ft min min in/hr cfs1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26

1 A1 2.68 0.89 2.39 0.90 2.41 0.96 2.57 31 2.6% 1.5 276 1.6% 2.5 1.8 3.3 307 11.7 6.6 3.03 4.32 8.41 7.2 10.4 21.6

3 A3 0.31 0.89 0.28 0.90 0.28 0.96 0.30 8 3.9% 0.7 485 0.9% 1.8 4.5 5.1 493 12.7 5.1 3.26 4.64 9.05 0.9 1.3 2.73 A4 0.50 0.06 0.03 0.17 0.08 0.51 0.25 20 1.0% 7.7 205 0.6% 0.6 6.2 13.9 225 11.3 11.3 2.50 3.56 6.94 0.1 0.3 1.8

0.81 0.95 0.30 1.07 0.36 1.47 0.55 16.40 2.11 3.00 5.85 0.97 1.59 3.24 A5 0.28 0.89 0.25 0.90 0.25 0.96 0.27 12 1.0% 1.3 234 1.0% 2.0 2.0 3.2 246 11.4 3.2 3.63 5.17 10.08 0.9 1.3 2.7

DETENTION A6 0.38 0.04 0.02 0.15 0.06 0.50 0.19 24 4.0% 5.4 109 1.0% 2.0 0.9 6.3 133 10.7 6.3 3.08 4.39 8.55 0.0 0.3 1.6

8 A10 0.12 0.04 0.00 0.15 0.02 0.50 0.06 15 1.0% 6.7 652 1.3% 0.7 15.5 22.3 667 13.7 13.7 2.30 3.27 6.37 0.0 0.1 0.4

6 A8 0.25 0.04 0.01 0.15 0.04 0.50 0.13 27 1.5% 7.9 573 1.3% 0.7 13.6 21.5 600 13.3 13.3 2.32 3.31 6.45 0.0 0.1 0.85 A7 0.24 0.54 0.13 0.59 0.14 0.77 0.18 2 1.5% 1.2 135 1.3% 0.7 3.2 4.4 137 10.8 4.4 3.40 4.84 9.43 0.4 0.7 1.7

2 A2 0.48 0.89 0.43 0.90 0.43 0.96 0.46 5 1.0% 0.8 135 4.0% 2.7 0.8 1.7 140 10.8 1.7 4.01 5.71 11.13 1.7 2.5 5.1

7 A9 0.06 0.35 0.02 0.43 0.03 0.67 0.04 12 1.5% 3.7 60 1.3% 4.7 0.2 4.0 72 10.4 4.0 3.48 4.95 9.66 0.1 0.1 0.4TOTAL 5.12 3.10 3.28 3.95 16.4 2.11 3.00 5.85 6.5 9.8 23.1

Table A-3On-Site Rational Method Hydrologic Calculations

Thornton Self-StorageThornton, Colorado

Intensity, I Peak Discharge, QSub-Basin DataOverland Time (ti) Travel Time (tt) Tc Check

Time of Concentration, Tc2-year 5-year 100-year

C Values

UD-Detention_11_12_15.xls, Modified FAA 11/12/2015, 4:27 PM

Project:Basin ID:

Design Information (Input): Design Information (Input):Catchment Drainage Imperviousness Ia = 77.00 percent Catchment Drainage Imperviousness Ia = 77.00 percentCatchment Drainage Area A = 5.120 acres Catchment Drainage Area A = 5.120 acresPredevelopment NRCS Soil Group Type = C A, B, C, or D Predevelopment NRCS Soil Group Type = C A, B, C, or DReturn Period for Detention Control T = 5 years (2, 5, 10, 25, 50, or 100) Return Period for Detention Control T = 100 years (2, 5, 10, 25, 50, or 100)Time of Concentration of Watershed Tc = 6 minutes Time of Concentration of Watershed Tc = 6 minutesAllowable Unit Release Rate q = 0.17 cfs/acre Allowable Unit Release Rate q = 0.69 cfs/acreOne-hour Precipitation P1 = 0.97 inches One-hour Precipitation P1 = 2.69 inchesDesign Rainfall IDF Formula i = C1* P1/(C2+Tc)^C3 Design Rainfall IDF Formula i = C1* P1/(C2+Tc)^C3

Coefficient One C1 = 28.50 Coefficient One C1 = 28.50Coefficient Two C2 = 10 Coefficient Two C2 = 10Coefficient Three C3 = 0.789 Coefficient Three C3 = 0.789

Determination of Average Outflow from the Basin (Calculated): Determination of Average Outflow from the Basin (Calculated):Runoff Coefficient C = 0.59 Runoff Coefficient C = 0.72Inflow Peak Runoff Qp-in = 9.20 cfs Inflow Peak Runoff Qp-in = 31.12 cfsAllowable Peak Outflow Rate Qp-out = 0.87 cfs Allowable Peak Outflow Rate Qp-out = 3.52 cfs

Mod. FAA Minor Storage Volume = 9,639 cubic feet Mod. FAA Major Storage Volume = 30,395 cubic feetMod. FAA Minor Storage Volume = 0.221 acre-ft Mod. FAA Major Storage Volume = 0.698 acre-ft

10 <- Enter Rainfall Duration Incremental Increase Value Here (e.g. 5 for 5-Minutes)Rainfall Rainfall Inflow Adjustment Average Outflow Storage Rainfall Rainfall Inflow Adjustment Average Outflow StorageDuration Intensity Volume Factor Outflow Volume Volume Duration Intensity Volume Factor Outflow Volume Volumeminutes inches / hr acre-feet "m" cfs acre-feet acre-feet minutes inches / hr acre-feet "m" cfs acre-feet acre-feet(input) (output) (output) (output) (output) (output) (output) (input) (output) (output) (output) (output) (output) (output)

0 0.00 0.000 0.00 0.00 0.000 0.000 0 0.00 0.000 0.00 0.00 0.000 0.00010 2.60 0.108 0.82 0.71 0.010 0.098 10 7.21 0.366 0.82 2.88 0.040 0.32720 1.89 0.157 0.66 0.57 0.016 0.141 20 5.24 0.532 0.66 2.32 0.064 0.46830 1.51 0.188 0.61 0.53 0.022 0.166 30 4.17 0.636 0.61 2.13 0.088 0.54840 1.26 0.210 0.58 0.50 0.028 0.182 40 3.50 0.711 0.58 2.04 0.112 0.59950 1.09 0.227 0.56 0.49 0.034 0.194 50 3.03 0.770 0.56 1.98 0.137 0.63360 0.97 0.242 0.55 0.48 0.040 0.202 60 2.68 0.818 0.55 1.95 0.161 0.65770 0.87 0.254 0.55 0.47 0.046 0.208 70 2.42 0.859 0.55 1.92 0.185 0.67380 0.79 0.264 0.54 0.47 0.052 0.212 80 2.20 0.894 0.54 1.90 0.209 0.68590 0.73 0.274 0.54 0.47 0.058 0.216 90 2.03 0.926 0.54 1.88 0.234 0.692100 0.68 0.282 0.53 0.46 0.064 0.218 100 1.88 0.954 0.53 1.87 0.258 0.696110 0.63 0.290 0.53 0.46 0.070 0.220 110 1.75 0.980 0.53 1.86 0.282 0.698120 0.59 0.297 0.53 0.46 0.076 0.221 120 1.65 1.004 0.53 1.85 0.306 0.697130 0.56 0.303 0.52 0.46 0.082 0.221 130 1.55 1.025 0.52 1.85 0.331 0.695140 0.53 0.309 0.52 0.46 0.088 0.221 140 1.47 1.046 0.52 1.84 0.355 0.691150 0.50 0.315 0.52 0.45 0.094 0.221 150 1.40 1.065 0.52 1.83 0.379 0.686160 0.48 0.320 0.52 0.45 0.100 0.220 160 1.33 1.083 0.52 1.83 0.403 0.679170 0.46 0.325 0.52 0.45 0.106 0.219 170 1.27 1.100 0.52 1.83 0.428 0.672180 0.44 0.330 0.52 0.45 0.112 0.218 180 1.22 1.116 0.52 1.82 0.452 0.664190 0.42 0.334 0.52 0.45 0.118 0.217 190 1.17 1.131 0.52 1.82 0.476 0.655200 0.41 0.339 0.52 0.45 0.124 0.215 200 1.13 1.146 0.52 1.82 0.500 0.645210 0.39 0.343 0.52 0.45 0.130 0.213 210 1.09 1.160 0.52 1.81 0.525 0.635220 0.38 0.347 0.51 0.45 0.136 0.211 220 1.05 1.173 0.51 1.81 0.549 0.624230 0.37 0.350 0.51 0.45 0.142 0.209 230 1.02 1.186 0.51 1.81 0.573 0.613240 0.35 0.354 0.51 0.45 0.148 0.206 240 0.98 1.198 0.51 1.81 0.597 0.601250 0.34 0.358 0.51 0.45 0.154 0.204 250 0.95 1.210 0.51 1.80 0.622 0.588260 0.33 0.361 0.51 0.45 0.160 0.201 260 0.93 1.221 0.51 1.80 0.646 0.576270 0.32 0.364 0.51 0.45 0.166 0.199 270 0.90 1.233 0.51 1.80 0.670 0.563280 0.32 0.367 0.51 0.45 0.172 0.196 280 0.87 1.243 0.51 1.80 0.694 0.549290 0.31 0.370 0.51 0.44 0.178 0.193 290 0.85 1.254 0.51 1.80 0.718 0.535300 0.30 0.373 0.51 0.44 0.184 0.190 300 0.83 1.264 0.51 1.80 0.743 0.521310 0.29 0.376 0.51 0.44 0.190 0.187 310 0.81 1.274 0.51 1.80 0.767 0.507320 0.28 0.379 0.51 0.44 0.196 0.184 320 0.79 1.283 0.51 1.80 0.791 0.492330 0.28 0.382 0.51 0.44 0.202 0.180 330 0.77 1.293 0.51 1.79 0.815 0.477340 0.27 0.385 0.51 0.44 0.208 0.177 340 0.75 1.302 0.51 1.79 0.840 0.462350 0.27 0.387 0.51 0.44 0.214 0.174 350 0.74 1.310 0.51 1.79 0.864 0.446360 0.26 0.390 0.51 0.44 0.220 0.170 360 0.72 1.319 0.51 1.79 0.888 0.431370 0.25 0.392 0.51 0.44 0.226 0.167 370 0.71 1.327 0.51 1.79 0.912 0.415380 0.25 0.395 0.51 0.44 0.232 0.163 380 0.69 1.336 0.51 1.79 0.937 0.399390 0.24 0.397 0.51 0.44 0.238 0.159 390 0.68 1.344 0.51 1.79 0.961 0.383400 0.24 0.399 0.51 0.44 0.244 0.156 400 0.67 1.352 0.51 1.79 0.985 0.366410 0.24 0.402 0.51 0.44 0.250 0.152 410 0.65 1.359 0.51 1.79 1.009 0.350420 0.23 0.404 0.51 0.44 0.256 0.148 420 0.64 1.367 0.51 1.79 1.034 0.333430 0.23 0.406 0.51 0.44 0.262 0.144 430 0.63 1.374 0.51 1.79 1.058 0.316440 0.22 0.408 0.51 0.44 0.268 0.141 440 0.62 1.381 0.51 1.79 1.082 0.299450 0.22 0.410 0.51 0.44 0.274 0.137 450 0.61 1.389 0.51 1.78 1.106 0.282460 0.22 0.412 0.51 0.44 0.280 0.133 460 0.60 1.396 0.51 1.78 1.131 0.265470 0.21 0.414 0.51 0.44 0.286 0.129 470 0.59 1.402 0.51 1.78 1.155 0.248480 0.21 0.416 0.51 0.44 0.292 0.125 480 0.58 1.409 0.51 1.78 1.179 0.230490 0.21 0.418 0.51 0.44 0.298 0.121 490 0.57 1.416 0.51 1.78 1.203 0.212500 0.20 0.420 0.51 0.44 0.304 0.117 500 0.56 1.422 0.51 1.78 1.228 0.195510 0.20 0.422 0.51 0.44 0.310 0.113 510 0.55 1.429 0.51 1.78 1.252 0.177520 0.20 0.424 0.51 0.44 0.316 0.108 520 0.54 1.435 0.51 1.78 1.276 0.159530 0.19 0.426 0.51 0.44 0.322 0.104 530 0.54 1.441 0.51 1.78 1.300 0.141540 0.19 0.428 0.51 0.44 0.328 0.100 540 0.53 1.447 0.51 1.78 1.325 0.123550 0.19 0.429 0.51 0.44 0.334 0.096 550 0.52 1.453 0.51 1.78 1.349 0.104560 0.19 0.431 0.51 0.44 0.340 0.092 560 0.51 1.459 0.51 1.78 1.373 0.086570 0.18 0.433 0.51 0.44 0.346 0.087 570 0.51 1.465 0.51 1.78 1.397 0.068580 0.18 0.435 0.51 0.44 0.352 0.083 580 0.50 1.471 0.51 1.78 1.422 0.049590 0.18 0.436 0.51 0.44 0.357 0.079 590 0.49 1.476 0.51 1.78 1.446 0.030600 0.18 0.438 0.51 0.44 0.363 0.074 600 0.49 1.482 0.51 1.78 1.470 0.012

Mod. FAA Minor Storage Volume (cubic ft.) = 9,639 Mod. FAA Major Storage Volume (cubic ft.) = 30,395Mod. FAA Minor Storage Volume (acre-ft.) = 0.2213 Mod. FAA Major Storage Volume (acre-ft.) = 0.6978

Determination of MAJOR Detention Volume Using Modified FAA Method

(For catchments less than 160 acres only. For larger catchments, use hydrograph routing method)(NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended)

UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015

Determination of MINOR Detention Volume Using Modified FAA Method

DETENTION VOLUME BY THE MODIFIED FAA METHOD

THORNTON SELF STORAGE

UD-Detention_11_12_15.xls, Modified FAA 11/12/2015, 4:27 PM

Project:Basin ID:

UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015

DETENTION VOLUME BY THE MODIFIED FAA METHOD

0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

0 100 200 300 400 500 600 700

Volu

me

(acr

e-fe

et)

Duration (Minutes)

Inflow and Outflow Volumes vs. Rainfall Duration

Minor Storm Inflow Volume Minor Storm Outflow Volume Minor Storm Storage Volume Major Storm Inflow Volume Major Storm Outflow Volume Major Storm Storage Volume

UD-Detention_11_12_15.xls 11/12/2015, 4:27 PM

Project:Basin ID:

5.12

77.0%

0

77.0%

Percentage of Area Area (acres)0.00.0

100.0% 5.1

Initial--f i Final--fo

3 0.5 0.0018

(watershed inches) (acre-feet)

0.93 0.40 Design Oulet to Empty EURV in 72 Hours

100-year Detention Volume Including WQCV 5 1.61 0.69 5.12

Notes:

Hydrologic Soil TypeType AType B

Excess Urban Runoff Volume4

Infiltration (inches per hour)

Maximum Allowable Release Rate, cfs3

4) EURV approximates the difference between developed and pre-developed runoff volume.5) 100-yr detention volume includes EURV. No need to add more volume for WQCV or EURV

Detention Volumes 2,5

DETENTION VOLUME BY THE FULL SPECTRUM METHOD

1) Effective imperviousness is based on Figure ND-1 of the Urban Storm Drainage Criteria Manual (USDCM).

Area of Watershed (acres)

Subwatershed ImperviousnessLevel of Minimizing Directly Connected

Impervious Area (MDCIA)

* User input datashown in blue.

2) Results shown reflect runoff reduction from Level 1 or 2 MDCIA and are plotted at the watershed's total imperviousness value; the impactof MDCIA is reflected by the results being below the curves.3) Maximum allowable release rates for 100-year event are based on Table SO-1. Outlet for the Excess Urban Runoff Volume (EURV) to bedesigned to empty out the EURV in 72 hours. Outlet design is similar to one for the WQCV outlet of an extended detention basin (i.e., perforated plate with a micro-pool) and extends to top of EURV water surface elevation.

Recommended Horton's Equation Parameters for CUHP

Effective Imperviousness1

Type C or D

Decay Coefficient--a

0.00

0.50

1.00

1.50

2.00

2.50

0 20 40 60 80 100

Run

off V

oum

e -I

nche

s

Percent Total Imperviousness

100-yr Vol Type A Soil

100-yr Vol Type B, C & D Soils

EURV Type A Soil

EURV Type B Soil

EURV Type C/D Soil

100-yr Storage Volume

EURV Storage Volume


UD-Detention_11_12_15.xls, Basin 11/12/2015, 4:27 PM

Project: Basin ID:

Design Information (Input):Width of Basin Bottom, W = ft Right Triangle OR…Length of Basin Bottom, L = ft Isosceles Triangle OR…Dam Side-slope (H:V), Zd = ft/ft Rectangle OR…

Circle / Ellipse OR…Irregular X (Use Overide values in cells G32:G52)

MINOR MAJORStorage Requirement from Sheet 'Modified FAA': 0.22 0.70 acre-ft.

Stage-Storage Relationship: Storage Requirement from Sheet 'Hydrograph': acre-ft.Storage Requirement from Sheet 'Full-Spectrum': 0.40 0.69 acre-ft.

Labels Water Side Basin Basin Surface Surface Volume Surface Volume Target Volumesfor WQCV, Minor, Surface Slope Width at Length at Area at Area at Below Area at Below for WQCV, Minor,& Major Storage Elevation (H:V) Stage Stage Stage Stage Stage Stage Stage & Major Storage

Stages ft ft/ft ft ft ft2 ft2 User ft3 acres acre-ft Volumes(input) (input) Below El. (output) (output) (output) Overide (output) (output) (output) (for goal seek)

5330.00 (input) 0 0.000 0.0005331.00 0.00 0.00 5,763 2,882 0.132 0.0665332.00 0.00 0.00 8,957 10,242 0.206 0.235 32.73 EURV5333.00 0.00 0.00 10,736 20,088 0.246 0.4615334.00 0.00 0.00 12,430 31,671 0.285 0.727 33.89 100YR5335.00 0.00 0.00 14,328 45,050 0.329 1.0345336.00 0.00 0.00 35,053 69,741 0.805 1.601

#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A#N/A #N/A

STAGE-STORAGE SIZING FOR DETENTION BASINS

Check Basin Shape


UD-Detention_11_12_15.xls, Basin 11/12/2015, 4:27 PM

Project: Basin ID:

STAGE-STORAGE SIZING FOR DETENTION BASINS

0.00

1000.00

2000.00

3000.00

4000.00

5000.00

6000.00

0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80

Stag

e (ft

. ele

v.)

Storage (acre-feet)

STAGE-STORAGE CURVE FOR THE POND

UD-Detention_11_12_15.xls, WQCV 11/12/2015, 4:27 PM

Project:

Basin ID:

WQCV Design Volume (Input):Catchment Imperviousness, Ia = 77.0 percent

Catchment Area, A = 4.82 acres Diameter of holes, D = 0.695 inchesDepth at WQCV outlet above lowest perforation, H = 2 feet Number of holes per row, N = 1

Vertical distance between rows, h = 4.00 inches ORNumber of rows, NL = 7.00

Orifice discharge coefficient, Co = 0.60 Height of slot, H = inchesSlope of Basin Trickle Channel, S = 0.020 ft / ft Width of slot, W = inches

Time to Drain the Pond = 72 hours

Watershed Design Information (Input): 2.4Percent Soil Type A = %Percent Soil Type B = %

Percent Soil Type C/D = 100 %

Outlet Design Information (Output):Excess Urban Runoff Volume (From 'Full-Spectrum Sheet') 0.927 watershed inches X

N/A 0.00Excess Urban Runoff Volume (From 'Full-Spectrum Sheet') 0.395 acre-feet

Outlet area per row, Ao = 0.38 square inchesTotal opening area at each row based on user-input above, Ao = 0.38 square inchesTotal opening area at each row based on user-input above, Ao = 0.003 square feet

3

Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 Σ5330.50 5330.83 5331.17 5331.50 5331.83 5332.17 5332.50 Flow

5330.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.005331.00 0.0090 0.0052 0.0000 0.0000 0.0000 0.0000 0.0000 0.015332.00 0.0155 0.0137 0.0116 0.0090 0.0052 0.0000 0.0000 0.055333.00 0.0200 0.0187 0.0172 0.0155 0.0137 0.0116 0.0090 0.115334.00 0.0237 0.0226 0.0213 0.0200 0.0187 0.0172 0.0155 0.145335.00 0.0269 0.0259 0.0248 0.0237 0.0226 0.0213 0.0200 0.17

#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A

Override Area

Row 1

Override Area

Row 2

Override Area

Row 3

Override Area

Row 4

Override Area

Row 5

Override Area

Row 6

Override Area

Row 7

Override Area

Row 8

Override Area

Row 9

Override Area

Row 10

Override Area

Row 11

Override Area

Row 12

Override Area

Row 13

Override Area

Row 14

Override Area

Row 15

Override Area

Row 16

Override Area

Row 17

Override Area

Row 18

Override Area

Row 19

Override Area

Row 20

Override Area

Row 21

Override Area

Row 22

Override Area

Row 23

Override Area

Row 24

Central Elevations of Rows of Holes in feet

Collection Capacity for Each Row of Holes in cfs

STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET


UD-Detention_11_12_15.xls, WQCV 11/12/2015, 4:27 PM

Worksheet Protected

Project:

Basin ID:

STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET

5329.00

5330.00

5331.00

5332.00

5333.00

5334.00

5335.00

5336.00

0.00 0.02 0.04 0.06 0.08 0.10 0.12 0.14 0.16 0.18

Stag

e (fe

et, e

lev.

)

Discharge (cfs)

STAGE-DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE

UD-Detention_11_12_15.xls, Restrictor Plate 11/12/2015, 4:27 PM

Project: Basin ID:

X1

Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input)Water Surface Elevation at Design Depth Elev: WS =Pipe/Vertical Orifice Entrance Invert Elevation Elev: Invert =Required Peak Flow through Orifice at Design Depth Q =Pipe/Vertical Orifice Diameter (inches) Dia =Orifice Coefficient Co =

Full-flow Capacity (Calculated)Full-flow area Af =Half Central Angle in Radians Theta =Full-flow capacity Qf =

Percent of Design Flow =Calculation of Orifice Flow Condition

Half Central Angle (0<Theta<3.1416) Theta =Flow area Ao =Top width of Orifice (inches) To =Height from Invert of Orifice to Bottom of Plate (feet) Yo =Elevation of Bottom of Plate Elev Plate Bottom Edge =Resultant Peak Flow Through Orifice at Design Depth Qo =

Width of Equivalent Rectangular Vertical Orifice Equivalent Width =

RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICA


UD-Detention_11_12_15.xls, Restrictor Plate 11/12/2015, 4:27 PM

#1 Vertical #2 Vertical Orifice Orifice

5,333.89 feet5,330.00 feet

3.52 cfs18.0 inches0.55

1.77 sq ft3.14 rad13.8 cfs

393%

1.13 rad0.42 sq ft

16.26 inches0.43 feet

5,330.43 feet3.5 cfs

0.98 feet

AL ORIFICES

UD-Detention_11_12_15.xls, Outlet 11/12/2015, 4:27 PM

Project: Basin ID:

Design Information (Input): #1 Horiz. #2 Horiz. #1 Vert. #2 Vert.Circular Opening: Diameter in Inches Dia. = inches

ORRectangular Opening: Width in Feet W = 2.91 0.98 ft.

Length (Height for Vertical) L or H = 2.91 0.43 ft.

Percentage of Open Area After Trash Rack Reduction % open = 50 100 %Orifice Coefficient Co = 0.55 0.55

Weir Coefficient Cw = 3.00Orifice Elevation (Bottom for Vertical) Eo = 5330.00 5,330.00 ft.

Calculation of Collection Capacity:Net Opening Area (after Trash Rack Reduction) Ao = 4.23 0.42 sq. ft.

OPTIONAL: User-Overide Net Opening Area Ao = sq. ft.Perimeter as Weir Length Lw = 8.73 ft.

OPTIONAL: User-Overide Weir Length Lw = ft.Top Elevation of Vertical Orifice Opening, Top = 5330.43 ft.

Center Elevation of Vertical Orifice Opening, Cen = 5330.22 ft.

Horizontal Orifices Vertical Orifices

Labels Water WQCV #1 Horiz. #1 Horiz. #2 Horiz. #2 Horiz. #1 Vert. #2 Vert. Total Target Volumes

for WQCV, Minor, Surface Plate/Riser Weir Orifice Weir Orifice Collection Collection Collection for WQCV, Minor,

& Major Storage Elevation Flow Flow Flow Flow Flow Capacity Capacity Capacity & Major Storage

W.S. Elevations ft cfs cfs cfs cfs cfs cfs cfs cfs Volumes

(input) (linked) (User-linked) (output) (output) (output) (output) (output) (output) (output) (link for goal seek)

5330.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.005331.00 0.01 26.19 18.69 0.00 0.00 1.64 0.00 1.645332.00 0.05 74.08 26.43 0.00 0.00 2.48 0.00 2.485333.00 0.11 136.09 32.37 0.00 0.00 3.09 0.00 3.09 3.52 CFS5334.00 0.14 209.52 37.38 0.00 0.00 3.61 0.00 3.61 AT 33.89'5335.00 0.17 292.81 41.79 0.00 0.00 4.06 0.00 4.065336.00 #N/A 384.91 45.78 0.00 0.00 4.46 0.00 #N/A

#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A

Routing 3: Single Stage - Water flows through WQCV plate and #1 horizontal opening into #1 vertical opening. This flow will be applied to culvert sheet (#2 vertical & horizontal openings is not used).

STAGE-DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL)

Current Routing Order is #3

W.S. EL. WQ

W.S. EL. MinorW.S. EL. Major

WQ

H1

H2

V1 V2

Routing Order #1 (Standard)

V1

W.S. EL. WQW.S. EL. Design Storm

WQ

H1

Routing Order #3 (Single Stage) Routing Order #4

V2

V1

H1

WQ

W.S. EL. Major

W.S. EL. Minor

W.S. EL. WQ

W.S. EL. Emergency Spillway

Emergency Overflow into Pipe- H2

V2

H1

WQ

W.S. EL. MajorW.S. EL. Minor

W.S. EL. WQ V1

Routing Order #2


UD-Detention_11_12_15.xls, Outlet 11/12/2015, 4:27 PM

Project: Basin ID:

STAGE-DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL)

0

1000

2000

3000

4000

5000

6000

0 0.5 1 1.5 2 2.5 3 3.5 4 4.5

Stag

e (fe

et, e

lev.

)

Discharge (cfs)

STAGE-DISCHARGE CURVE FOR THE OUTLET STRUCTURE

UD-Detention_11_12_15.xls, Spillway 11/12/2015, 4:27 PM

Project: Basin ID:

0.000.00000

Design Information (input):Bottom Length of Weir L = 80.00 feetAngle of Side Slope Weir Angle = 0.00 degreesElev. for Weir Crest EL. Crest = 5,335.40 feetCoef. for Rectangular Weir Cw = 1.50Coef. for Trapezoidal Weir Ct = 2.50

Calculation of Spillway Capacity (output):

Water Rect. Triangle Total TotalSurface Weir Weir Spillway Pond

Elevation Flowrate Flowrate Release Releaseft. cfs cfs cfs cfs

(linked) (output) (output) (output) (output)5330.00 0.00 0.00 0.00 0.005331.00 0.00 0.00 0.00 0.005332.00 0.00 0.00 0.00 0.005333.00 0.00 0.00 0.00 0.005334.00 0.00 0.00 0.00 0.00 Rqd Spillway CFS = 5335.00 0.00 0.00 0.00 0.00 2x 100YR + 2X Qwest 100YR5336.00 55.77 0.00 55.77 55.77 = 2*3.52 + 2*3.50

#N/A #N/A #N/A #N/A #N/A = 14.04 CFS#N/A #N/A #N/A #N/A #N/A @ WSE 5335.55'#N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A

STAGE-DISCHARGE SIZING OF THE SPILLWAY


UD-Detention_11_12_15.xls, Spillway 11/12/2015, 4:27 PM

Project: Basin ID:

R

STAGE-DISCHARGE SIZING OF THE SPILLWAY

0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8

5330

5331

5332

5333

5334

5335

5336

5337

0 10 20 30 40 50 60

Storage (Acre-Feet)

Stag

e (fe

et, e

lev.

)

Pond Discharge (cfs)

STAGE-STORAGE-DISCHARGE CURVES FOR THE POND

TOTAL DISCHARGE SPILLWAY DISCHARGE POND STORAGE

Project =Inlet ID =

Design Information (Input) MINOR MAJORType of Inlet Inlet Type =

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

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

Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 6.2 inches

Grate Information MINOR MAJORLength of a Unit Grate Lo (G) = N/A N/A feet

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

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

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

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

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

Curb Opening Information MINOR MAJORLength of a Unit Curb Opening Lo (C) = 15.00 15.00 feet

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

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

Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degreesSide Width for Depression Pan (typically the gutter width of 2 feet) Wp = 2.00 2.00 feet

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

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

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

MINOR MAJOR

Total Inlet Interception Capacity (assumes clogged condition) Qa = 9.7 10.6 cfsWARNING: Inlet Capacity less than Q Peak for Minor and Major Storms Q PEAK REQUIRED = 51.0 114.4 cfs

INLET IN A SUMP OR SAG LOCATION

THORNTON SELF-STORAGEWASHINGTON SUMP

CDOT Type R Curb Opening

H-VertH-Curb

W

Lo (C)

Lo (G)

WoWP

Override Depths

Washington 100yr Sump Inlet.xlsm, Inlet In Sump 8/14/2015, 1:16 PM

Project Description

Friction Method Manning Formula

Solve For Full Flow Diameter

Input Data

Roughness Coefficient 0.013

Channel Slope 1.00000 %

Normal Depth 2.40 ft

Diameter 28.75 in

Discharge 36.60 ft³/s

Results

Diameter 28.75 in


Flow Area 4.51 ft²

Wetted Perimeter 7.53 ft

Hydraulic Radius 0.60 ft

Top Width 0.00 ft

Critical Depth 2.05 ft

Percent Full 100.0 %

Critical Slope 0.00929 ft/ft

Velocity 8.12 ft/s

Velocity Head 1.02 ft

Specific Energy 3.42 ft

Froude Number 0.00

Maximum Discharge 39.37 ft³/s

Discharge Full 36.60 ft³/s

Slope Full 0.01000 ft/ft

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

Average End Depth Over Rise 0.00 %

Worksheet for Pipe A

8/14/2015 11:05:04 AMBentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]

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

GVF Output Data

Normal Depth Over Rise 100.00 %

Downstream Velocity Infinity ft/s

Upstream Velocity Infinity ft/s





Worksheet for Pipe A



Project Description



Input Data




Diameter 21.51 in


Results

Diameter 21.51 in


Flow Area 2.52 ft²



Top Width 0.00 ft




Velocity 6.69 ft/s



Froude Number 0.00





GVF Input Data


Length 0.00 ft

Number Of Steps 0

GVF Output Data


Profile Description



Worksheet for 5YR Pipe A 5YR



GVF Output Data








Worksheet for 5YR Pipe A



Project Description



Input Data




Diameter 41.86 in


Results

Diameter 41.86 in


Flow Area 9.56 ft²



Top Width 0.00 ft




Velocity 7.41 ft/s



Froude Number 0.00





GVF Input Data


Length 0.00 ft

Number Of Steps 0

GVF Output Data


Profile Description



Worksheet for PIPE B



GVF Output Data








Worksheet for PIPE B



Project Description



Input Data




Diameter 37.04 in


Results

Diameter 37.04 in


Flow Area 7.48 ft²



Top Width 0.00 ft




Velocity 6.83 ft/s



Froude Number 0.00





GVF Input Data


Length 0.00 ft

Number Of Steps 0

GVF Output Data


Profile Description



Worksheet for 5yr PIPE B



GVF Output Data








Worksheet for 5yr PIPE B



Project Description



Input Data




Diameter 47.85 in


Results

Diameter 47.85 in


Flow Area 12.49 ft²



Top Width 0.00 ft




Velocity 8.54 ft/s



Froude Number 0.00





GVF Input Data


Length 0.00 ft

Number Of Steps 0

GVF Output Data


Profile Description



Worksheet for PIPE C



GVF Output Data








Worksheet for PIPE C



Project Description



Input Data




Diameter 44.96 in


Results

Diameter 44.96 in





Top Width 0.00 ft




Velocity 8.19 ft/s



Froude Number 0.00





GVF Input Data


Length 0.00 ft

Number Of Steps 0

GVF Output Data


Profile Description



Worksheet for 5yr PIPE C



GVF Output Data








Worksheet for 5yr PIPE C



Project Description



Input Data




Diameter 49.58 in


Results

Diameter 49.58 in





Top Width 0.00 ft




Velocity 8.26 ft/s



Froude Number 0.00





GVF Input Data


Length 0.00 ft

Number Of Steps 0

GVF Output Data


Profile Description



Worksheet for PIPE D



GVF Output Data








Worksheet for PIPE D



Project Description



Input Data




Diameter 48.16 in


Results

Diameter 48.16 in





Top Width 0.00 ft




Velocity 8.10 ft/s



Froude Number 0.00





GVF Input Data


Length 0.00 ft

Number Of Steps 0

GVF Output Data


Profile Description



Worksheet for 5yr PIPE D



GVF Output Data








Worksheet for 5yr PIPE D



Project Description


Solve For Normal Depth

Input Data




Cross Section Image

Existing 100yr Cross Section for Washington sump Xsection

8/14/2015 12:28:31 PMBentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]


Project Description


Solve For Normal Depth

Input Data




Cross Section Image

Existing 100yr Cross Section for Washington sump Xsection minus culvert capcity

8/14/2015 12:30:19 PMBentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]


Rating Table Report6' X 3' RCBC

p:\...\preliminary detention calcs\project1.cvm11/13/15 10:32:58 AM

Bowman Bentley Licensing Group© Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666

Project Engineer: cweissCulvertMaster v3.3 [03.03.00.04]

Page 1 of 1

Range Data:

Minimum Maximum IncrementDischarge 0.00 500.00 50.00 cfs

Discharge (cfs)HW Elev. (ft)

0.00 28.8050.00 30.87

100.00 32.08150.00 33.42200.00 35.12250.00 37.30300.00 39.97350.00 43.12400.00 46.75450.00 50.87500.00 55.47

Performance Curves Report6' X 3' RCBC

p:\...\preliminary detention calcs\project1.cvm11/13/15 10:32:00 AM

Bowman Bentley Licensing Group© Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666

Project Engineer: cweissCulvertMaster v3.3 [03.03.00.04]

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Range Data:

Minimum Maximum IncrementDischarge 0.00 500.00 50.00 cfs

Performance Curves

Discharge(cfs)

(ft)

He

ad

wa

ter

Ele

vatio

n

25.0

30.0

35.0

40.0

45.0

50.0

55.0

60.0

0.0 50.0 100.0 150.0 200.0 250.0 300.0 350.0 400.0 450.0 500.0

HW Elev.

Design Point100yr

Discharge (cfs)

5yr Discharge

(cfs)

100yr Normal

Depth (ft)

5yr Normal

Depth (ft)

100yr Velocity

(ft/s)

5yr Velocity

(ft/s)DP1 Curb Opening 21.6 10.4 0.76 0.47 5.66 4.38DP4 Curb Opening 2.7 1.3 0.24 0.15 2.86 2.17

On-Site Sub-Basin A3 Curb Opening

1.8 0.3 0.18 0.06 2.46 1.23

Qwest Curb Opening 25.5 9.9 1.02 0.54 6.23 4.58Bldg H Swale 0.4 0.24 1.69

Off Site Commercial 36.5 1.17 4.07North Prop Line Channel 1.8 0.24 3.8

DP 3 Swale 3.2 0.5 2.59Gas Regulator Swale 0.4 0.22 2.14

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