12.05 - Final Utility Cover - City of Thornton

FIANL UTILITY REPORT

for

Thorncreek

Prepared for

Owner / Developer:

136 Joint Venture 9800 Mt. Pyramid Court, Suite 340

Englewood, Co 80112 (303) 771-3344

Contact: Glen R. Smith

Project Number 12.05

October 9th 2015

Submitted by: Atwell, LLC

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FINAL

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Rolling Hills Thorncreek Commons

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2nd Submittal DE Comments 11/6/2015 Jessica Hild 303 538-7426

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Has been revised

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Has been revised

TABLE OF CONTENTS I. INTRODUCTION 1 A. Location 1 B. Description of Property 1 II. BASINS AND PRESSURE ZONES 1 III. DESIGN CRITERIA

A. Regulations 1 B. Development Criteria Reference Constraints 2 C. System Design Criteria 2 D. Variances from Criteria 3 IV. CONCLUSIONS 3 V. REFERENCES 4 APPENDIX

A. Vicinity Map B. Water Model Map C. Water Demand Calculations D. Fireflow Demand Calculations E. Wastewater Flow Calculations F. Overall Utility Plan

UTILITY PLAN Back Pocket

Responsible Party Certification 136 JOINT VENTURE hereby certifies that the sewer and water system for Thorncreek Commons, Lot 2A of Block 1 of Rolling Hills Subdivision Amended, Amendment No. 1, 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 Thorncreek Commons, guarantee that final utility design review will absolve 136 JOINT VENTURE 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 Thorncreek Commons, 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. ____________________________________________ Jeffrey J. French, P.E. State of Colorado No. 32615

Atwell, LLC.

Preliminary Utility Report Thorncreek Commons

PAGE 1

I. INTRODUCTION

This Utility Report is prepared for 136 JOINT VENTURE to provide design calculations for on-site water, irrigation, and sanitary sewer systems within the Thorncreek Commons. Included within this report are demand calculations and reference information for the design area. An overall utility and sanitary basin map is also included in the appendix.

A. Location The Thorncreek Commons is located in the northeast quarter (NE¼) of Section 27, Township 1 South, Range 68 West of the Sixth Principal Meridian, City of Thornton, Adams County, Colorado. Thorncreek Commons site is bounded on the north by E. 136th Ave, on the south and east by Lot 3 of Block 1 of Rolling Hills Subdivision, and on the west by Interstate 25. A vicinity map is included within Appendix A of this report. B. Description of Property The Thorncreek Commons site will be constructed as a business park development. This site has been re-platted into 8 lots, open space tracts, and streets. Two points of access are being proposed off of E. 136th Ave. This site consists of 32.80 acres and is located entirely within the City of Thornton jurisdictional area, and is currently undeveloped land. The ground is covered with native grasses and brush with pockets of small trees. The topography is gently rolling terrain sloping west to east with a majority of the slopes under 10%.

II. BASINS AND PRESSURE ZONES

An existing 12” PVC water main and 12” PVC sanitary sewer main are located within E. 136th Ave. All existing potable waterlines are on the same pressure zone, with a high HGL of 5375 and a low HGL of 5335. Pressure reducing valves will be placed on the two connections to the 12” waterline located within private streets to bring operating pressures below 100 psi in the development. There is an existing 12” sanitary sewer main located on the intersection of 136th Ave and the project’s eastern entry. The existing 12” PVC main runs North South to E. 136th Ave to discharge wastewater to city sanitary sewer network. All of the Thorncreek Commons property is tributary to this existing sanitary sewer system.

A. Regulations

This Utility Study for Thorncreek Commons has been designed in accordance with the City of Thornton Standards and Specifications for the Design and Construction of Public and Private Improvements. At this time, an assumption was made is that the existing 12” PVC water main will be connected to Outlet Mall water main running on Grant Street and loop around to connect to existing 24” water main on Washington Street. Based on the future construction of water distribution system of the region, there are no known deviations from these regulations in the design of the wastewater and potable water

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5351

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If system PRVs are proposed, discuss location and add to WaterCAD model

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Has been revised

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No PRVs required

Atwell, LLC.


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systems for this development. B. Development Criteria Reference Constraints

The proposed development is in conformance with the City of Thornton’s Water and Wastewater System and Master Plan. The proposed 6-inch DIP fire demand water line to each lot will be connected into the proposed 8-inch PVC water main located within street pavement. The wastewater developed from this site will be conveyed via a proposed 8-inch gravity sewer and will connect into the existing sanitary sewer manhole on an existing 12-inch sanitary sewer line crossing E. 136th Ave in the northeast corner of the site. This report shows that the existing water and sanitary sewer mains adjacent to the site are sufficient to serve the proposed development.

C. System Design Criteria

1. Water System Design Criteria The proposed 8-inch water main system Thorncreek Commons has been designed in accordance with Section 200 of the City of Thornton Standards and Specifications. The potable water service plan consists of two connections to the existing water main system and a looped system throughout the Thorncreek Commons site. The entire site is within the same Water Pressure Zone 1. Demands were calculated for the site and are included in the appendix of this report for reference.

Using the demand calculations and the existing system pressure information provided by the Water and Wastewater Systems Master Plan City of Thornton (Zone 1 High HGL = 5375 and Low HGL = 5335), a water system model for the proposed site was created utilizing WaterCAD v 8.1. This analysis included Average Day Demands, Peak Hour Demands, and Max Day plus Fire Flow demands. Each scenario proved to provide a static system pressure in excess of the minimum required and met the maximum velocity requirements. Please refer to the appendix for WaterCAD output files and layout exhibits.

2. Wastewater System Design Criteria The proposed wastewater system for this development was designed in accordance with Section 300 of the City of Thornton Standards and Specifications. Refer to the Overall Utility Plan and Sanitary Basin Map in the appendix for the proposed Thorncreek Commons sanitary sewer routing. The on-site sanitary

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Revised

Atwell, LLC.


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sewer system consists of a gravity draining system for the site. Flows are conveyed from south and west through the development to the existing sanitary sewer main. There is only one connection point at the northeast corner of the site. The 8-inch line has the capacity to convey both the Thorncreek Commons flow and remain below the 50% full capacity criteria.

D. Variances from Criteria This study has been prepared based on the International Fire Code (Reference 1), the City of Thornton Standards and Specifications (Reference 2), and the Water and Wastewater Systems Master Plan for the City of Thornton (Reference 3). No variance requests from City of Thornton design standards are anticipated with development of this site. Projected water and sewer demands for the developed site have been generated for this project, based on 8 proposed commercial lots. The demands are presented in the appendix of this report. Water distribution system was designed using the following scenarios:

1. The High HGL of the zone with no demands on the system. The maximum pressure in this scenario is 100 psi.

2. The Low HGL of the zone with no demands on the system. The minimum in this scenario is 50 psi.

3. The Low HGL of the zone with the peak hour demands (Demand Factor of 3.24 for commercial) added to the system. The minimum pressure under this scenario shall be 40 psi, with a maximum velocity permitted is 5 fps.

4. The Low HGL of the zone with the maximum daily demands (Demand Factor of 1.8 for commercial) in addition to the required fire flow. The minimum pressure under this scenario is 20 psi. The maximum velocity under this scenario shall not exceed 11.2 fps for 8” lines, and 10 fps for all other lines.

V. CONCLUSIONS

This study is in compliance with the City of Thornton Standards and Specifications. This study is also consistent with the overall water and sewer concepts as outlined in the cities master utility plan. The proposed development and proposed water and sewer facilities are not anticipated to result in adverse impacts to the existing or proposed utility infrastructure.

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No reference to sewer information in appendix provided.

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Reference has now been provided

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VII. References

1. International Fire Code; International Code Council; Latest Edition

2. Standards and Specifications for the Design and Construction of Public and Private

Improvements; City of Thornton; October 2012

3. Volume 1:Water and Wastewater Systems Master Plan City of Thornton; The Engineering Company; May 2010.

.

APPENDIX A

FIGURES & SUPPLEMENTAL INFORMATION

VICINITY MAP

E 136TH AVE.TH

ORNCREEK

GOLF C

OURSE

PROJECT

LOCATION WAS

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GTO

N S

T

BIG DRYCREEK

CITY OF

CITY OFTHORNTON

WESTMINSTER

NORTH

APPENDIX B

POTABLE WATER CALCULATIONS

Scenario: Base

P-2

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

10/9/2015

Bentley WaterCAD V8i (SELECTseries 4)[08.11.04.58]Bentley Systems, Inc. Haestad Methods Solution CenterThorncreek - Water Model - High HCL No Demands.wtg

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System PRVs?

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There are no PRV's in System

Date: 10/08/2015

COMMERCIAL POTABLE DEMANDS

Type of Area

g yDemands for Type of

Commercial Max Building AreaAverage Day

Demand

1 Maximum Day Demand

2 Peak Hour Demand

Unit (Ac.) (gpd/1,000 S.F.) (S.F.) (gpm) (gpm) (gpm)

Thorncreek Business Park Commercial Restaurants 8 29.116 1,000 634 440 793 1,427

TOTAL SITE POTABLE 8 29.116 1,000 634 440 793 1,427

*Based on City of Thornton Design Requirements1 The Maximum Day Demand Factor for Commercial is 1.8 per Section 203.2.B. of City of Thornton Standards and Specifications.2 The Peak Hour Demand Factor for Commercial is 3.24 per Section 203.2.B. of City of Thornton Standards and Specifications.

TOTAL TOTAL NO. OFUNIT GPD/UNIT GPD GPM RESID. JCTS

WATERCAD MODEL JUNCTION COMMERCIAL DEMANDS = 8 1000 8000 5.6 8

Thorncreek CommonsFIRE DEMANDS

Job No. 12.05

Parcel Land UseType of

CommercialNo. of Lots

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Where did this number come from? Estimated SF total of all 8 parcels? What FAR was used? Seems high.

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These values have been revised and w ere taken from the City of Thornton Standards and Specifications, and City Zoningfor a Business Park use

Date: 10/08/2015

COMMERCIAL FIRE DEMANDS

Area Construction Type Max Building Area

1 Required Fire Flow

2 Building is Provided with an Automatic Sprinkler System?

Fire Flow Provided

(S.F.) (gpm) (S.F.) (gpm) (gpm) (gpm)

Thorncreek Business Park Restaurants 8 29.116 Type II-B 634,146 5,000 Yes 2,500

TOTAL SITE FIRE FLOW 8 29.116 Type II-B 634,146 5,000 Yes 2,500

*Based on City of Thornton Design Requirements1 The Required Fire Flow is per Table B105.1 from the 2009 international Fire Code.2 A 50% reduction in required fire flow is applied if the building is provided with an automatic sprinkler system. The resulting fire flow shall not be less than 1,500 gpm.

Thorncreek CommonsFIRE DEMANDS

Job No. 12.05

Parcel Land UseType of

CommercialNo. of Lots

FlexTable: Junction Table

Current Time: 0.000 hours

Pressure(psi)

Hydraulic Grade(ft)

Demand(gpm)

Demand Collection

ZoneElevation(ft)

LabelID

955,375.000<Collection: 0 items>Zone - 15,156.40J-136





10/8/2015

Bentley WaterCAD V8i (SELECTseries 4)[08.11.04.58]Bentley Systems, Inc. Haestad Methods Solution CenterThorncreek - Water Model - High HCL No Demands.wtg

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

http://www.novapdf.com

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Label with scenario information

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Scenarios have been labeled



Pressure(psi)

Hydraulic Grade(ft)

Demand(gpm)

Demand Collection

ZoneElevation(ft)

LabelID






10/8/2015

Bentley WaterCAD V8i (SELECTseries 4)[08.11.04.58]Bentley Systems, Inc. Haestad Methods Solution CenterThorncreek - Water Model - Low HCL No Demands.wtg

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5351

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Scenarios have been labeled

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HGL has been revised



Pressure(psi)

Hydraulic Grade(ft)

Demand(gpm)

Demand Collection

ZoneElevation(ft)

LabelID






10/8/2015

Bentley WaterCAD V8i (SELECTseries 4)[08.11.04.58]Bentley Systems, Inc. Haestad Methods Solution CenterThorncreek - Water Model - Low HCL Peak Demand.wtg

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Scenario has been labeled

FlexTable: Pipe Table


Length (User Defined)

(ft)

Has User Defined Length?

Headloss Gradient

(ft/ft)

Velocity(ft/s)

Flow(gpm)

Minor Loss Coefficient

(Local)

Has Check Valve?

Hazen-Williams C

MaterialDiameter(in)

Stop NodeStart NodeLength (Scaled)(ft)

LabelID

0False0.0022.16-7611.000False150.0PVC12.0R-2J-466P-5310False0.0021.896671.000False150.0PVC12.0J-1R-160P-1390False0.0022.283570.000False150.0PVC8.0J-3J-2793P-31190False0.0032.58-4050.000False150.0PVC8.0J-4J-2519P-41220False0.0021.973090.000False150.0PVC8.0J-2J-1879P-2129

Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-166610/8/2015

Bentley WaterCAD V8i (SELECTseries 4)[08.11.04.58]Bentley Systems, Inc. Haestad Methods Solution CenterThorncreek - Water Model - Low HCL Peak Demand.wtg



Pressure(psi)

Hydraulic Grade(ft)

Demand(gpm)

Demand Collection

ZoneElevation(ft)

LabelID






10/8/2015

Bentley WaterCAD V8i (SELECTseries 4)[08.11.04.58]Bentley Systems, Inc. Haestad Methods Solution CenterThorncreek - Water Model - Low HCL Daily Demand.wtg

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Assuming this is scenario 4, demand =273 + 2500

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scenario has been labeled

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demand has been changed to fit scenario

FlexTable: Pipe Table


Length (User Defined)

(ft)

Has User Defined Length?

Headloss Gradient

(ft/ft)

Velocity(ft/s)

Flow(gpm)

Minor Loss Coefficient

(Local)

Has Check Valve?

Hazen-Williams C

MaterialDiameter(in)

Stop NodeStart NodeLength (Scaled)(ft)

LabelID

0False0.0011.20-4231.000False150.0PVC12.0R-2J-466P-5310False0.0011.053701.000False150.0PVC12.0J-1R-160P-1390False0.0011.271980.000False150.0PVC8.0J-3J-2793P-31190False0.0011.43-2250.000False150.0PVC8.0J-4J-2519P-41220False0.0011.101720.000False150.0PVC8.0J-2J-1879P-2129

Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-166610/8/2015

Bentley WaterCAD V8i (SELECTseries 4)[08.11.04.58]Bentley Systems, Inc. Haestad Methods Solution CenterThorncreek - Water Model - Low HCL Daily Demand.wtg

APPENDIX C

SANITARY SEWER CALCULATIONS

Thorncreek CommonsPROPOSED SANITARY SEWER DEMANDS

Job No. 12.05Date: 10/08/2015 Page 1 of 1

Avg Day Max. Day Max. Day Max. Day Max. DayDesign Planning Type of No. of Flow Peak Flow Flow FlowPoint Area Unit Units or Acres (gpd/acre) (gpd) (gpm) Factor (gpd) (gpm) (cfs)

1 Basin A Commercial 29.116 600 17,470 12.1 3.50 61,144 42.5 0.09

Total Gravity Flow to Design Point 1 29.116 17,470 12.1 3.50 61,144 42.5 0.09

*Based on City of Thornton Demand Requirements

50% Full Full Capacity of 8" Sanitary Sewer @ 0.5% = 0.42 cfs (from Flow Master Calculations)

Average Day Demand

Average Flow Per Acre

Project Description

Friction Method Manning Formula

Solve For Discharge

Input Data

Roughness Coefficient 0.010

Channel Slope 0.01000 ft/ft

Normal Depth 0.16 ft

Diameter 0.34 ft

Results

Discharge 0.12 ft³/s

Flow Area 0.04 ft²

Wetted Perimeter 0.51 ft

Hydraulic Radius 0.08 ft

Top Width 0.34 ft

Critical Depth 0.19 ft

Percent Full 47.5 %

Critical Slope 0.00558 ft/ft

Velocity 2.79 ft/s

Velocity Head 0.12 ft

Specific Energy 0.28 ft

Froude Number 1.40

Maximum Discharge 0.27 ft³/s

Discharge Full 0.25 ft³/s

Slope Full 0.00209 ft/ft

Flow Type SuperCritical

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 %

Normal Depth Over Rise 47.48 %

Downstream Velocity Infinity ft/s

Worksheet for Circular Pipe - 8in SAN

8/14/2015 10:23:19 AM

Bentley 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

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n=.013

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Use minimum allowed slope, 0.004 ft/ft

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Sanitary Sewer worksheet has been revised

GVF Output Data

Upstream Velocity Infinity ft/s


Critical Depth 0.19 ft


Critical Slope 0.00558 ft/ft

Worksheet for Circular Pipe - 8in SAN

8/14/2015 10:23:19 AM



Project Description

Friction Method Manning Formula

Solve For Discharge

Input Data

Roughness Coefficient 0.010



Diameter 0.34 ft

Discharge 0.12 ft³/s

Cross Section Image

Cross Section for Circular Pipe - 8in SAN

8/14/2015 10:23:48 AM



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12.05 - Final Utility Cover - City of Thornton

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Transcript of 12.05 - Final Utility Cover - City of Thornton