UTILITY REPORT FOR THORNTON SELF STORAGE THORNTON, COLORADO

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1 UTILITY REPORT FOR THORNTON SELF STORAGE THORNTON, COLORADO Prepared by: Bowman Consulting 63 Park Point Dr. Suite 1 Golden, CO 841 (33) June 29, 215 Revised August 14, 215 Revised September 3, 215

2 CERTIFICATE SHEET DCB Construction hereby certifies that the sewer and water system for the Thornton Self- 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 Thornton Self-Storage, guarantee that final utility design review will be absolve DCB Construction 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: Name of Responsible Party Notary Public Authorized Signature I hereby certify that this report (plan) for the Final Utility Design of Thornton Self-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. 2885

3 GENERAL LOCATION AND DESCRIPTION The Thornton Self-Storage site is located in the Southeast Quarter of Section 34, Township 1 South, Range 68 West of the 6 th Principal Meridian and takes up approximately 5. acre portion of Lot 1, 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 4 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 3 foot by 5 foot easement. Just west of the gas regulator station is a 42 inch storm drain which daylights into a grass lined channel in a 4 foot drainage easement that runs southeast from the north property line to the site s ultimate outfall, an existing 6 x 3 RCB that goes 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 4 foot right-of-way near the north property line of the Self-Storage site. Once it enters the 4 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. Before the 24 inch line exits the property near the south west corner, a 12 inch line ties into it, teeing back to the east along the south property line, angling southeast about half way across the site to serve the Qwest facility. Existing sanitary sewer runs along the east side of Washington Street. Currently the site is undeveloped and covered with sparse vegetation and native grasses. Proposed for the site is an eight building self-storage facility. The main building will be on the east side of the site near Washington Street. It is planned to be a two story structure with water and sewer services, climate-controlled, storage building, approximately 36,9 square feet with a fire sprinkler system in place. The other seven buildings will be single story structures for storage only ranging from approximately 6, to 12, square feet with driving lanes in between them. 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 128 th Avenue, including along two sides of the property.

4 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 plan is designed in accordance to the City of Thornton Standards and Specifications for the Design and Construction of Public Improvements, revised October 212 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 running between the site and the Qwest parking lot. 4 fire hydrants are proposed for this site. 2 on the north side of the property will tie into the existing 24 inch transmission line in the 4 foot right-of-way, and 2 on the south connecting to the 12 inch line between the site and the Qwest parking lot. The required fire flow for this site was determined to be 2,25 gallons per minute (gpm), which can be split between 2 hydrants, at a minimum residual pressure of 2 pounds per square inch (psi). This was based on the total fire area of the single largest non-sprinklered building (building B: 9,253 square feet) and type IIB construction. Building A is sprinklered so half the fire flow was accounted for but found to be lower than the fire flow for building B. A WaterCAD scenario 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 15 GPD per person by a low density residential factor of 3.45 for an average 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 found from City of Thornton Standards table 2-2 stating a 6 inch line needs 88 GPM. The results showed that the pressure complied with City of Thornton standards. Sanitary criteria states that q/q for sanitary systems to be less than 5%. 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 5% full. Given this assumption the impact on the flow should be negligible. Using the City of Thornton criteria for commercial sites, the peaking factor was found to be 1,92 GPD converted to.17 cfs which translates to a 1.57% increase. CONCULSIONS The utility plan was designed in accordance with City of Thornton Standard and Specifications along with Volume 1: Water and Wastewater Systems Master Plan. 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.

5 REFERENCES Standards and Specifications for the Design and Construction of Public Improvements, City of Thornton, 212 Edition Volume 1: Water and Wastewater Systems Master Plan, City of Thornton, 21

6 APPENDIX

7 WASHINGTON STREET DEVELOPMENT PERMIT / SPECIFIC USE PERMIT QWEST THORNTON CENTRAL STORAGE A Portion of Lot 1, Block 1, Qwest Thornton Central Office Subdivision 1st Filing City of Thornton, County of Adams, State of Colorado UTILITY PLAN Date Revision 7/1/215 SUBMITTAL #1 8/14/215 SUBMITTAL #2 DCB Design Project Number: Drawing Number 12 Copyright DCB Construction Company, Inc.

8 WATER CAD MODEL 9/15/ Siemon Company Drive Suite 2 W Watertown, CT 6795 USA [ ] You created this PDF from an application that is not licensed to print to novapdf printer (

9 HIGH HGL NO DEMAND FlexTable: Junction Table () Current Time:. hours ID Label J-1/H-1 J-3 J-5 J-1 J-12/H-4 Elevation 5,335. 5,335. 5,335. 5,335. 5,336. 5,335. 5,335. 5,335. 5,335. 5,335. 5,335. 5,335. Demand (gpm) Hydraulic Grade 5,51. 5,51. 5,51. 5,51. 5,51. 5,51. 5,51. 5,51. 5,51. 5,51. 5,51. 5,51. Pressure (psi) /29/ Siemon Company Drive Suite 2 W Watertown, CT 6795 USA [ ]

10 HIGH HGL NO DEMAND FlexTable: Pipe Table () Current Time:. hours ID Hazen-Williams C P-1 P-2 P-3 P-4 P-5 P-6 P-7 P-8 P-9 P-1 P-11 P-12 Label Flow (gpm) Start Node J-1/H-1 J-1 Velocity (ft/s) Stop Node T-2 J-3 J-5 J-1 J-12/H-4 Headloss Gradient (ft/ft) Diameter (in) Length (User Defined) Material 9/29/ Siemon Company Drive Suite 2 W Watertown, CT 6795 USA [ ]

11 LOW HGL NO DEMAND FlexTable: Junction Table () Current Time:. hours ID Label J-1/H-1 J-3 J-5 J-1 J-12/H-4 Elevation 5,335. 5,335. 5,335. 5,335. 5,336. 5,335. 5,335. 5,335. 5,335. 5,335. 5,335. 5,335. Demand (gpm) Hydraulic Grade 5,485. 5,485. 5,485. 5,485. 5,485. 5,485. 5,485. 5,485. 5,485. 5,485. 5,485. 5,485. Pressure (psi) /29/ Siemon Company Drive Suite 2 W Watertown, CT 6795 USA [ ]

12 LOW HGL NO DEMAND FlexTable: Pipe Table () Current Time:. hours ID Hazen-Williams C P-1 P-2 P-3 P-4 P-5 P-6 P-7 P-8 P-9 P-1 P-11 P-12 Label Flow (gpm) Start Node J-1/H-1 J-1 Velocity (ft/s) Stop Node T-2 J-3 J-5 J-1 J-12/H-4 Headloss Gradient (ft/ft) Diameter (in) Length (User Defined) Material 9/29/ Siemon Company Drive Suite 2 W Watertown, CT 6795 USA [ ]

13 LOW HGL w/ PHD FlexTable: Junction Table () Current Time:. hours ID Label J-1/H-1 J-3 J-5 J-1 J-12/H-4 Elevation 5,335. 5,335. 5,335. 5,335. 5,336. 5,335. 5,335. 5,335. 5,335. 5,335. 5,335. 5,335. Demand (gpm) 2 Hydraulic Grade 5,485. 5,485. 5,485. 5,485. 5, ,485. 5,485. 5,485. 5,485. 5,485. 5,485. 5,485. Pressure (psi) 5.5 9/29/ Siemon Company Drive Suite 2 W Watertown, CT 6795 USA [ ]

14 LOW HGL w/ PHD FlexTable: Pipe Table () Current Time:. hours ID Hazen-Williams C P-1 P-2 P-3 P-4 P-5 P-6 P-7 P-8 P-9 P-1 P-11 P-12 Label Flow (gpm) Start Node J-1/H-1 J-1 Velocity (ft/s) Stop Node T-2 J-3 J-5 J-1 J-12/H-4 Headloss Gradient (ft/ft) Diameter (in) Length (User Defined) Material 9/29/ Siemon Company Drive Suite 2 W Watertown, CT 6795 USA [ ]

15 LOW HGL w/ FF, FD, MDD FlexTable: Junction Table () Current Time:. hours ID Label J-1/H-1 J-3 J-5 J-1 J-12/H-4 Elevation 5,335. 5,335. 5,335. 5,335. 5,336. 5,335. 5,335. 5,335. 5,335. 5,335. 5,335. 5,335. Demand (gpm) 1, ,125 Hydraulic Grade 5, , , , , , , , , , , , Pressure (psi) /29/ Siemon Company Drive Suite 2 W Watertown, CT 6795 USA [ ]

16 LOW HGL w/ FF, FD, MDD FlexTable: Pipe Table () Current Time:. hours ID Hazen-Williams C P-1 P-2 P-3 P-4 P-5 P-6 P-7 P-8 P-9 P-1 P-11 P-12 Label Flow (gpm) -3,131-1,125 1, ,5 1 2,6 2,6 3,131 Start Node J-1/H-1 J-1 Velocity (ft/s) Stop Node T-2 J-3 J-5 J-1 J-12/H-4 Headloss Gradient (ft/ft) Diameter (in) Length (User Defined) Material 9/29/ Siemon Company Drive Suite 2 W Watertown, CT 6795 USA [ ]

17 Sanitary Pipe Flow Capacity Manning's Equation q=a(k/n)r 2/3 S 1/2 K = n =.1 A = r ft 2 R = A/P 2.9 ft P = Pipe Perimeter.67 ft S = slope of pipe.4% q = ft 3 /s q.5 = Criteria q = 6 gal/ac/day Site Area = 5.2 ac 1 gal = ft 3 1 day = 864 s Aveage Day Demand (F) 312 GPD.312 MGD Peaking Factor PF=1.72/F.295 PF= *PF=3.5 max per 33.3 Peak Hour Demand= 192 GPD CFS % increase = 1.57%