Download - FOR...Bentley WaterCAD V8i (SELECTseries 1) [08.11.01.32] Bentley Systems, Inc. Haestad Methods Solution Water Model.wtg Center. HIGH HGL NO DEMAND. FlexTable: Pipe Table (Water Model.wtg)

FINAL UTILITY 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 September 30, 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 sewer and water system for the Qwest Thornton Central 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 sewer and water system designed and/or certified by my engineer. I understand that the City of Thornton reviews utility plans but cannot, on behalf of Qwest Thornton Central Storage, guarantee that final utility 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 utility design.

ATTEST: ____________________________________

Kristopher Barnes

_______________________________ ____________________________________

Notary Public Authorized Signature

I hereby certify that this report (plan) for the Final Utility 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 utilities designed by others.

____________________________________

Charles Edward Weiss

Registered Professional Engineer

State of Colorado No. 28850

GENERAL LOCATION AND DESCRIPTION

The Qwest Thonton 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 a 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 an exclusive water & drainage easement. An existing STOR-N-LOCK facility is located directly 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 pond 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 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 crosses under Washington Street into Brantner Gulch. An existing 24 inch transmission waterline from the Cherokee Tank along I-25, is located in the west side right-of-way of Washington Street from the intersection of Pennsylvania Street to the 40 foot right-of-way near the north property line of the Self-Storage site. Once it enters the 40 foot right-of-way it runs west until it reaches the west property line. From here the line turns south again behind the commercial properties on the east side of Pennsylvania Street. A 12 inch line ties into the 24 inch line at the southwest property corner, and runs along the south property line. Existing sanitary sewer runs along the east side of Washington Street.

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.

BASINS AND PRESSURE ZONES

The project area is located in existing water Pressure Zone 3, Sub-Zone 3, receiving its water from the Cherokee Tank’s 24 inch transmission line that runs along I-25 to 128th Avenue.

The proposed Self-Storage facility will fall into the approximately 85 acres of commercial development inside Sanitary Basin G. Basin G terminates into Basin H (Big Dry Creek Basin). The site will be served by an 8 inch sanitary line on the east side of Washington Street.

DESIGN CRITERIA

The utility report is prepared in accordance to the City of Thornton “Standards and Specifications for the Design and Construction of Public Improvements”, revised October 2012 and “Volume 1: Water and Wastewater Systems Master Plan” City of Thornton. Basins and Pressure Zones are those described in the manuals above. There were no previous utility reports for this area. The main building of the Self-Storage facility will have a water connection along with a 6 inch fireline connecting to the existing 12 inch waterline in an existing easement on the Qwest property. 4 fire hydrants are required for this site. 2 on the north side of the property will tie into the existing 24 inch transmission line in the 40 foot right-of-way, and 2 on the south connecting to the 12 inch line. The required fire flow for this site was determined to be 2,250 gallons per minute (gpm), which can be split between 2 hydrants, at a minimum residual pressure of 20 pounds per square inch (psi). This was based on the total fire area of the single largest non-sprinkled building (Building B: 9,253 square feet) and Type IIB construction. Although Building A is larger, it is sprinkled so a 50% reduction the fire flow resulted in a lower requirement than the fire flow for Building B. A WaterCAD model was run for the main building maximum daily demand, plus fire sprinkler system demand, plus a hydrant under fire demand. The demand was found by multiplying 150 GPD per person by a low density residential factor of 3.45 for an average 517.5 GPD. This average was multiplied by a peaking factor of 5.76 and a max daily factor of 3.2 per Thornton criteria then converted to GPM for WaterCAD modeling. Fire flow required was provided by Senior Fire Protection Engineer, Bob Sullivan, given the sprinklered building's area, Type II-B construction, and full fire sprinkler coverage, the final fire flow requirement is 2,125 gpm. The results showed that the pressure complied with City of Thornton standards. The WaterCAD results can be found in the appendix.

City of Thornton sanitary sewer criteria states that q/Q for sanitary systems shall be less than 50%. For this exercise a conservative stance was taken assuming the pipe is at minimum slope and the existing 8 inch sanitary line, that will serve the Self-Storage site, is already 50% full. Given this assumption the impact on the flow is negligible. Using the City of Thornton criteria for commercial sites, the peaking factor was found to be 10,920 GPD converted to 0.017 cfs which translates to a 1.57% increase.

CONCLUSIONS

This utility report was prepared in accordance with City of Thornton Standard and Specifications along with Volume 1: Water and Wastewater Systems Master Plan. WaterCAD results and calculations for the determination of sanitary flow increase can be found in the appendix of this report. The calculations were performed in accordance to the City of Thornton Standards.

REFERENCES

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

“Volume 1: Water and Wastewater Systems Master Plan”, City of Thornton, 2010

APPENDIX

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WA

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GT

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EE

T

48" RCP

43"X68"

HERCP

EX. 24" RCP

EX. 18" RCP

18" HDPE

FH

0.5" WL

6" FIRE

SPRINKLER WL

FH

FH

FH

EX. 12" WL

EX.

24" WL

EX. 24" WL

EX. 12" WL

EX. SAN

SWR

18" HDPE

18" HDPE

18" HDPE

6" WL

24" HDPE

603 Park Point D

rive, Suite 100

Golden, CO

80401

WATER CAD MODEL

Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666

9/15/2015

Bentley WaterCAD V8i (SELECTseries 1)[08.11.01.32]

Bentley Systems, Inc. Haestad Methods Solution CenterWater Model.wtg

You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)

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1

From: Bob Sullivan [mailto:[email protected]] Sent: Monday, September 28, 2015 4:02 PM To: 'Jason Jacobowski' <[email protected]> Cc: Lori Hight <[email protected]>; Brad Reiner <[email protected]> Subject: RE: Qwest Thornton Central Storage

Thank you Jason – that is clear to me now, with a final area for Building A of 42,339 square feet. Thank you for the clarification. And yes, with that area, Type II‐B construction, and full fire sprinkler coverage, the final fire flow requirement is 2,125 gpm.

Thank you,

Bob Sullivan Senior Fire Protection Engineer Thornton Fire Department 9500 Civic Center Drive Thornton, CO 80229

Office: 303‐538‐7651 Fax: 303‐538‐7660 Email: [email protected]

www.cityofthornton.net

FlexTable: Junction Table (Water Model.wtg)

Current Time: 0.000 hours

Pressure(psi)

Hydraulic Grade(ft)

Demand(gpm)

Elevation(ft)

LabelID

75.75,510.0005,335.00J-1/H-198

75.75,510.0005,335.00J-265

75.75,510.0005,335.00J-360

75.75,510.0005,335.00J-457

75.35,510.0005,336.00J-555

75.75,510.0005,335.00J-689

75.75,510.0005,335.00J-736

75.75,510.0005,335.00J-8/H-270

75.75,510.0005,335.00J-926

75.75,510.0005,335.00J-1028

75.75,510.0005,335.00J-11/H-375

75.75,510.0005,335.00J-12/H-480

Page 1 of 127 Siemon Company Drive Suite 200 WWatertown, CT 06795 USA +1-203-755-1666

9/29/2015


Bentley Systems, Inc. Haestad Methods SolutionCenterWater Model.wtg

HIGH HGL NO DEMAND

FlexTable: Pipe Table (Water Model.wtg)


MaterialDiameter(in)

Stop NodeStart NodeLabelID

PVC24.0J-10J-9P-1029PVC6.0J-3J-4P-461PVC12.0J-2J-4P-366PVC12.0J-8/H-2J-9P-971PVC12.0J-7J-8/H-2P-872PVC24.0J-11/H-3J-10P-1176PVC24.0J-12/H-4J-11/H-3P-1281PVC24.0T-2J-9P-188PVC12.0J-6J-7P-790PVC12.0J-4J-6P-591PVC1.0J-5J-6P-692PVC6.0J-2J-1/H-1P-299

Length (User Defined)

(ft)

Headloss Gradient

(ft/ft)

Velocity(ft/s)

Flow(gpm)

Hazen-Williams C

314.000.0000.000150.0296.000.0000.000150.0296.000.0000.000150.0118.000.0000.000150.0137.380.0000.000150.051.630.0000.000150.0

445.750.0000.000150.00.000.0000.000150.08.520.0000.000150.05.000.0000.000150.0

294.000.0000.000150.099.000.0000.000150.0


11/10/2015




HIGH HGL NO DEMAND




Pressure(psi)

Hydraulic Grade(ft)

Demand(gpm)

Elevation(ft)

LabelID

64.95,485.0005,335.00J-1/H-198

64.95,485.0005,335.00J-265

64.95,485.0005,335.00J-360

64.95,485.0005,335.00J-457

64.55,485.0005,336.00J-555

64.95,485.0005,335.00J-689

64.95,485.0005,335.00J-736

64.95,485.0005,335.00J-8/H-270

64.95,485.0005,335.00J-926

64.95,485.0005,335.00J-1028

64.95,485.0005,335.00J-11/H-375

64.95,485.0005,335.00J-12/H-480


9/29/2015



LOW HGL NO DEMAND







(ft)

Headloss Gradient

(ft/ft)

Velocity(ft/s)

Flow(gpm)

Hazen-Williams C

314.000.0000.000150.0296.000.0000.000150.0296.000.0000.000150.0118.000.0000.000150.0137.380.0000.000150.051.630.0000.000150.0

445.750.0000.000150.00.000.0000.000150.08.520.0000.000150.05.000.0000.000150.0

294.000.0000.000150.099.000.0000.000150.0


11/10/2015




LOW HGL NO DEMAND




Pressure(psi)

Hydraulic Grade(ft)

Demand(gpm)

Elevation(ft)

LabelID

64.95,485.0005,335.00J-1/H-198

64.95,485.0005,335.00J-265

64.95,485.0005,335.00J-360

64.95,485.0005,335.00J-457

50.55,452.6925,336.00J-555

64.95,485.0005,335.00J-689

64.95,485.0005,335.00J-736

64.95,485.0005,335.00J-8/H-270

64.95,485.0005,335.00J-926

64.95,485.0005,335.00J-1028

64.95,485.0005,335.00J-11/H-375

64.95,485.0005,335.00J-12/H-480


9/29/2015



LOW HGL w/ PHD







(ft)

Headloss Gradient

(ft/ft)

Velocity(ft/s)

Flow(gpm)

Hazen-Williams C

314.000.0000.000150.0296.000.0000.000150.0296.000.0000.000150.0118.000.0000.012150.0137.380.0000.012150.051.630.0000.000150.0

445.750.0000.000150.00.000.0000.00-2150.08.520.0000.012150.05.000.0000.000150.0

294.000.0040.852150.099.000.0000.000150.0


11/10/2015




LOW HGL PHD




Pressure(psi)

Hydraulic Grade(ft)

Demand(gpm)

Elevation(ft)

LabelID

64.55,484.1305,335.00J-92664.55,484.1305,335.00J-102862.05,478.2305,335.00J-73661.35,477.7115,336.00J-55561.95,477.9905,335.00J-45732.45,409.972,1255,335.00J-36061.65,477.2805,335.00J-26563.05,480.601,1255,335.00J-8/H-27064.55,484.1305,335.00J-11/H-37564.55,484.1305,335.00J-12/H-48061.95,478.0805,335.00J-68958.55,470.271,1255,335.00J-1/H-198


11/10/2015




LOW HGL w/ FF, FD, MDD








(ft)

Headloss Gradient

(ft/ft)

Velocity(ft/s)

Flow(gpm)

Hazen-Williams C

314.000.0000.000150.0296.000.23024.112,125150.0296.000.0023.191,125150.0118.000.03012.414,376150.0137.380.0179.223,251150.051.630.0000.000150.0

445.750.0000.000150.00.000.0013.10-4,376150.08.520.0179.223,251150.05.000.0179.223,250150.0

294.000.0010.471150.099.000.07112.77-1,125150.0


11/10/2015




LOW HGL w/ FF, FD, MDD


Manning's Equation q=A(K/n)R2/3S1/2

K = 1.486n = 0.1A = ∏r2 1.40 ft2

R = A/P 2.09 ftP = Pipe Perimeter 0.67 ftS = slope of pipe 0.40%

q = 2.1481 ft3/sq0.5= 1.0741

q = 600 gal/ac/daySite Area = 5.2 ac

1 gal = 0.133681 ft3

1 day = 86400 s

Aveage Day Demand (F) 3120 GPD0.00312 MGD

Peaking Factor PF=1.72/F0.295

PF= 9.325525547 *PF=3.5 max per 303.3Peak Hour Demand= 10920 GPD

0.016895793 CFS% increase = 1.57%

Sanitary Pipe Flow Capacity

Criteria