DATE OF NOTICE: December 9, 2016 COURTESY PUBLIC NOTICEdocs.sandiego.gov/citybulletin_publicnotices/CEQA/PN1300 #424475... · Cover Letter (dated December 8, 2016) Water System Analysis

DATE OF NOTICE: December 9, 2016

COURTESY PUBLIC NOTICE

DEVELOPMENT SERVICES DEPARTMENT

SAP No. 24005875

The City of San Diego Development Services Department, as the Lead Agency circulated for a 45-day public review

period a draft EIR on the Town and Country project (Project No. 424475 / SCH No. 2015121066). At the conclusion

of the public review period, it was identified that Water System Analysis (Appendix K) was inadvertently omitted

from the distribution of the draft EIR. The Notice and associated documents have been placed on the City of San

Diego web-site at http://www.sandiego.gov/city-clerk/officialdocs/notices/index.shtml under the “California

Environmental Quality Act (CEQA) Notices & Documents” section. In addition, the Notice was also distributed to the

Central Library as well as the Mission Valley Branch Library.

This information is being provided as a courtesy for a 30-day public review period. Please contact E. Shearer-

Nguyen, Environmental Planner, City of San Diego Development Services Center, 1222 First Avenue, MS 501, San

Diego, CA 92101 or via e-mail to [email protected] with the Project Name and Number in the subject line.

Availability in Alternative Format: To request this Notice, the draft Environmental Impact Report, and/or

supporting documents in alternative format call the Development Services Department at 619-446-5460 or (800)

735-2929 (TEXT TELEPHONE).

Additional Information: For environmental review information, contact E. Shearer-Nguyen at (619) 446-5369. The

draft Environmental Impact Report and supporting documents may be reviewed, or purchased for the cost of

reproduction, at the Fifth floor of the Development Services Center. If you are interested in obtaining additional

copies of either a Compact Disk (CD), a hardcopy of the draft Environmental Impact Report, or the separately bound

technical appendices, they can be purchased for an additional cost. For information regarding public

meetings/hearings on this project, contact the Project Manager, Jeff A. Peterson, at (619) 446-5237. This

notice was published in the SAN DIEGO DAILY TRANSCRIPT and distributed on December 9, 2016.

Kerry M. Santoro

Deputy Director

Development Services Department

ATTACHMENTS: Affected Distribution List

Cover Letter (dated December 8, 2016)

Water System Analysis (Appendix K), May 4, 2016

http://www.sandiego.gov/city-clerk/officialdocs/notices/index.shtml

mailto:[email protected]

Distribution:

FEDERAL GOVERNMENT

U.S. Fish and Wildlife Service (23)

STATE OF CALIFORNIA

Caltrans, District 11 (31)

California Department of Fish and Wildlife (32)

State Clearinghouse (46A)

California Transportation Commission (51)

California Department of Transportation (51A)

California Department of Transportation (51B)

Native American Heritage Commission (56)

CITY OF SAN DIEGO

Mayor’s Office (91)

Councilmember Lightner, District 1 (MS 10A)

Councilmember Harris, District 2 (MS 10A)

Councilmember Gloria, District 3 (MS 10A)

Councilmember Cole, District 4 (MS 10A)

Councilmember Kersey, District 5 (MS 10A)

Councilmember Zapf, District 6 (MS 10A)

Councilmember Sherman, District 7 (MS 10A)

Councilmember Alvarez, District 8 (MS 10A)

Councilmember Emerald, District 9 (MS 10A)

Development Services Department

EAS

Transportation

Code Enforcement Division

Engineering

Geology

Landscaping

Planning Review

Project Manager

Planning Department

Park and Recreation

Plan-Airport

Plan-Facilities Financing

Plan-Historic

Plan-Long Range Planning

Plan-MSCP

San Diego Police Department

San Diego Fire and Recue

Environmental Services Department

Transportation Development - DSD (78)

Development Coordination (78A)

Fire and Life Safety Services (79)

Library Department - Government Documents (81)

Central Library (81A)

Mission Valley Branch Library (81R)

Historical Resources Board (87)

Environmental Services (93A)

City Attorney (93C)

OTHER INTERESTED INDIVIDUALS/GROUPS

San Diego Association of Governments (108) Metropolitan Transit System (112)

San Diego Gas & Electric (114)

Metropolitan Transit System (115)

San Diego Unified School District (125)

Rancho Santa Ana Botonic Garden at Claremont (161)

The San Diego River Park Foundation (163)

The San Diego River Coalition (164)

Sierra Club (165)

San Diego Canyonlands (165A)

San Diego Natural History Museum (166)

San Diego Audubon Society (167)

San Diego Audubon Society (167A)

San Diego River Conservancy (168)

San Diego Tracking Team (187)

California Native Plant Society (170)

KEA Environmental Inc. (178)

Citizens Coordinate for Century III (179)

Endangered Habitats League (182A)

Carmen Lucas (206)

South Coastal Information Center (210)

San Diego History Center (211)

San Diego Archaeological Center (212)

Save Our Heritage Organisation (214)

Ron Christman (215)

Clint Linton (215B)

Frank Brown – Inter-Tribal Cultural Resources Council (216)

Camp Band of Mission Indians (217)

San Diego County Archaeological Society, Inc. (218)

Kumeyaay Cultural Heritage Preservation (223)

Kumeyaay Cultural Repatriation Committee (225)

Native American Distribution [Notice Only] (225A-S)

Mission Valley Center Association (328)

Friars Village HOA (328A)

Mary Johnson (328B)

Mission Valley Community Council (328C)

Union Tribune News (329)

Friends of Mission Valley Preserve (330B)

Mission Valley Planning Group (331)

General Manager, Fashion Valley (332)

Gary Akin - San Diego Gas & Electric (381)

The San Diego River Coalition (334)

Peter Casellini

Gideon, Law Office of Gideon Kracov

Cody Elliott, Adams Broadwell Joseph & Cardozo Francisco, CA 94090

Mark Polinsky

Tony LoPresti, Altshuler Berzon LLP

Rick Bates, UNTHERE Local 30

Jim Peugh, Conservation Chair, San Diego Audubon Society

Jesse Colorado Sanhuyser

1222 First Avenue, Mail Station 301

San Diego, CA 92101- 4101

[email protected]

T (619) 446-5000

sandiego.gov

December 8, 2016

State Clearinghouse and Affected Distribution

1400 Tenth Street

Sacramento, CA 95814

SUBJECT: Town and Country, (Project No. 424475 / SCH No. 2015121066)

To Whom It May Concern:

A draft Environmental Impact Report (EIR) was circulated on August 18, 2016 for a 45-day public

review period for the above referenced project. At the conclusion of the public comment period on

October 17, 2016, it was identified that Water System Analysis, dated May 4, 2016, (Appendix K)

technical report was inadvertently omitted from the distribution of the draft EIR. Although the

technical study was not attached, the data was accurately captured and summarized in the

appropriate draft EIR section. The inadvertent omission does not alter the analysis or the conclusion

of impacts.

In order to ensure that all interested parties who received a Notice of Availability of the draft EIR

have an opportunity to review the technical study, the City of San Diego has prepared a Notice of

Availability and is also formally submitting the technical study through the State Clearinghouse for a

30-day review period.

If you have any questions or comments, please do not hesitate to contact me directly at (619) 446-

5369.

Sincerely,

Elizabeth Shearer-Nguyen

Senior Planner

cc: Environmental File

Project File

Attachments: Affected Distribution List

Cover Letter (dated December 8, 2016)

Water System Analysis (Appendix K), May 4, 2016

Town & Country Project Appendices

Environmental Impact Report August 2016

APPENDIX K

WATER SYSTEM ANALYSIS

DEXTER WILSON ENGINEERING, INC.

WATER ● WASTEWATER ● RECYCLED WATER

CONSULTING ENGINEERS

2234 FARADAY AVENUE ● CARLSBAD, CA ● (760) 438-4422


FOR THE

TOWN AND COUNTRY PROJECT

IN THE CITY OF SAN DIEGO

May 4, 2016


FOR THE

TOWN AND COUNTRY PROJECT

IN THE CITY OF SAN DIEGO

May 4, 2016

Prepared by:

Dexter Wilson Engineering, Inc.

2234 Faraday A venue

Carlsbad, CA 92008

Job No. 556-010


May 4, 2016

Fuscoe Engineering, Inc.

6390 Greenwich Dr.

Suite 200

San Diego, CA 92122

Attention: Nick Psyhogios, Project Manager

DEXTER S. WILSON, P.E.

ANDREW M. OVEN, P.E.

STEPHEN M. NIELSEN, P.E.

NATALIE J. FRASCHETTI, P.E.

556-010

Subject: Water System Analysis for the Town and Country Project in the City of San

Diego.

Introduction

This report provides a water system analysis for the Town and. Country project in the City

of San Diego. The project is located in Mission Valley directly north of Hotel Circle North

and directly east of Fashion Valley Road. Figure 1 provides a location map for the project.

The project encompasses a total of approximately 40 acres and the existing land is

currently composed of the Town and Country Resort, related amenities and parking. The

project proposes to redevelop a portion of the site to incorporate 840 high-density

residential units. Water service elevations on the project range from 28 feet to 35 feet

above mean sea level (AMSL).

2234 FARADAY AVENUE • CARLSBAD, CA 92008 • (760) 438-4422 • FAX (760) 438-0173

� Iwa::::::> c.,

w vi

i

FASHION -----.

VALLEY ROAD

HOTEL

CIRCLE N

HOTEL

CIRCLE S

PROJECT

LOCATION


CONSULTING ENGINEERS

(760) 438-4422

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N

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FIGURE 1

VICINllY MAP

TOWN AND COUNTRY

Nick Psyhogios May 4, 2016

Purpose of Study

The purpose of this study is to provide recommended water system improvements for the

Town and Country project. These improvements include modifications to some existing

onsite private water lines along with proposed improvements to the public water system to

allow adequate domestic and fire protection service to be provided to the project. This

report will verify that the recommended public improvements comply with the City of San

Diego Water Department water system design standards.

Study Area

The study area for this report is the boundary of the Town and Country project. The extent

of the existing water system which was incorporated into the analysis of the project site

was based on the existing 390 Zone distribution system that serves the area. Adjacent

water mains were included in the computer model to ensure that the dynamics of the

existing water system were analyzed as closely as possible without modeling the entire City

system.

Design Criteria and Water Demands

The design criteria utilized in the analysis of the Town and Country project water system

are in accordance with the current City of San Diego Water Department Capital

Improvements Program Guidelines and Standards, Book 2, Facility Design Guidelines,

Chapter 2, Water Demands and Service Criteria, November 2002. The design criteria

include a minimum static pressure of 65 pounds per square inch (psi) and maximum static

pressure of 120 psi. Residual pressure with all pipes open must be a minimum of 40 psi

and pressure loss at any location must not exceed 25 psi below static pressure. For one

source out of service, residual pressures at all locations must not be less than 40 psi below

static pressure.

DEXTER WILSON ENGINEERING, INC. PAGE 3


For fire flow scenarios, minimum residual pressure must be 20 psi in the area of the fire.

The 25 psi and 40 psi maximum pressure drop requirements apply for the remaining

portions of the system for all pipes open and one source out of service, respectively. A key

criterion is that velocities in the water mains under maximum day demand plus fire flow

demands cannot exceed 15 feet per second.

Table 1 summarizes the water duty factors for each of the land uses encountered on the

project from the City Design Guidelines as well as the planning fire flow rates by land use

category. Residential water duty factors are based on a unit demand of 150 gpd per person.

Actual existing and projected water demands for this study are based on the more site

specific evaluation prepared by the City for this project in the April 2016 Water Supply

Assessment Report for the Town and Country Project.

TABLE 1

WATER DUTY FACTORS

Fire Flow

Land Use Density

Persons/DU Average Water

Requirements, DU/Acre Duty Factor

gpm

R-4 74-109 1.8 270 gpd/DU 3,000

R-4C >109 1.5 225 gpd/DU 3,000

Hotel -· .. 6555 gallons/net acre 4,000

As stated previously, the existing site is already developed and much of that development is

proposed to remain. Table 2 presents the existing water demands on the project site as well

as projected water demands for the proposed uses of the site and the projected net change

in average daily demand.



TABLE 2 EXISTING AND PROPOSED WATER DEMANDS

Density Land Use Quantity Demand Factor

du/ac

Existing

Hotel 26.7 ac ... ...

Total Existing Water Demand

Proposed

Multi-Family 840 du 176 gpd/du2 ...

Residential

Hotel 700 rooms -- 118.4 gpd/room2

Conference Hall 177,137 SF ... 0.0367 gpd/SF2

Restaurant 12,800 SF ... 1.192 gpd/SF2

Restaurant 250 people --·- 60 gpd/personz

Employee

Landscaping 649,044 SF ... 0.049 gpd/SF2

Total Proposed Water Demand

Increase in Demand

1 Based on actual data per April 2016 Water Supply Assessment Report2 Per April 2016 Water Supply Assessment Report

Water Demand,

_l!Dd

122,3001

122,300

147,840

82,880

6,503

15,262

15,000

31,853

299,338

177,038

As shown, the projected average daily water demand is 0.30 mgd. To convert average day

demands to maximum daily demands and peak hour demands, Figures 2-2 and 2-1 from the

Water Design Guide were used, respectively. Using the peaking curves for the

"Coastal/Downtown" area, maximum day and peak hour factors of 2.1 and 5.1 were used,

respectively. Thus, the projected maximum day demand for the project is 0.63 mgd (437

gpm) and the projected peak hour demand is 1.53 mgd (1,060 gpm).



Existing Water System

There are existing public water facilities directly adjacent to the Town and Country project

site. A 16-inch water main is located in Fashion Valley Road along the west side of the

project. An 8-inch water main connects to the 16-inch line and runs along Hotel Circle

Road and Camino De La Reina along the south side of the project. Both thel6-inch line and

8-inch line are supplied by the Alvarado 1st Pipeline which is a 30-inch transmission main

at a hydraulic gradeline of 390 feet. The existing public water facilities in the vicinity of

the project are shown on Figure 2.

In addition to the public water facilities serving the existing project site there are existing

private facilities on-site. These on-site facilities consist of 8-inch fire service connections to

the 16-inch line in Fashion Valley Road to supply onsite hydrants as well as a separate

private domestic system. In general, several of the existing private onsite water facilities

will stay in service and be expanded to serve the remaining and proposed non-residential

component of the project.

Water System Computer Model

The University of Kentucky KYPIPE computer program was used to conduct a hydraulic

model of the proposed water system within the study area. This computer program utilizes

the Hazen-Williams equation for determining headloss in pipes; the Hazen-Williams "C"

value used for all pipes is 120.

The model for this analysis includes existing public and proposed public lines in the area as

well as the existing private fire service that supplies the onsite hydrants. The existing

private fire line is included in the model in order to demonstrate the capability of the

proposed system to ensure adequate fire flow to the project. To simulate losses through the

backflow preventer where the private fire service connects to the public system, a minor

loss "K" value coefficient of 12. 7 was calculated and input into the model.


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(760) 438-4422

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FIGURE 2

EXISTING

WATER SYSTEM

TOWN AND COUNTRY


For the computer modeling it was assumed that the 30-inch transmission line would supply

the 16-inch and 8-inch lines in the vicinity of the property at a hydraulic grade line of 380

feet, 10 feet less than the maximum hydraulic grade line of the zone.

Water Service Overview

The project proposes to receive water through the existing 16-inch and 8-inch water mains

adjacent to the property. The existing 8-inch line in Camino de la Reina and Hotel Circle

North is proposed to be replaced with a 12-inch line and connected to an existing 10-inch

line in Camino de la Reina. These mains are within the 390 Zone and receive water from

the Alvarado 1st Pipeline, a 30-inch transmission main that runs south of the project. The

pad elevations on-site result in static pressures that are between 154 and 157 psi. These

static pressures exceed the City of San Diego's current criteria of 120 psi, but the site is

currently being served with similar static pressures.

To supply water to the new residential buildings, two connections are proposed to the

existing public system with back.flow preventers to supply the onsite private fire protection

system. Separate domestic service connections, with meters and back.flow preventers, will

be made to serve the residential parcels. The preliminary sizing of private domestic lines

has been provided in this report, but will need to be confirmed by the Building Department

once the product types and water fixture unit counts have been determined.

Water System Analysis and Results

Results of the computer hydraulic analysis are provided in Appendix A and Exhibit A

provides the corresponding node and pipe diagram. The system was modeled under

average day demand, peak hour demand, and maximum day demand plus fire flow

scenarios considered.

The results of the analysis indicate that the project can be served through the existing

16-inch line in Fashion Valley Road and replacement of an existing 8-inch line with a new

12-inch line in Hotel Circle South/Camino De La Reina. With the inclusion of the existing

private fire system, this analysis verifies that the site will have adequate fire flow for all

scenarios considered.



Conclusions and Recommendations

The following conclusions and recommendations are summarized based on the water

system analysis prepared for the Town and Country project.

1. The Town and Country project will be supplied from the 390 Zone system.

2. Static pressures will be higher than those deemed acceptable by the City of San

Diego Water Department Capital Improvements Program Guidelines and

Standards, however pressures will not exceed those already existing at the project

site.

3. Figure 3 provides the recommended water system layout for the project.

4. All new onsite water mains will be private and can be constructed of minimum PVC

Class 165 (DR 25) per A WW A C900 standards.

5. All building services will receive service pressures in excess of 80 psi and should

have individual pressure regulators to meet Uniform Plumbing Code criteria.

6. The sizing of private domestic lines and water meters to serve the residential parcels

will be determined by the Building Department based on the Water Meter Data

Card information provided for each building service.

7. If any water lines to be constructed by this development are metallic, a California

Licensed Corrosion Engineer will be required to perform a soil corrosivity study and

to design a Corrosion Control System.

Dexter Wilson Engineering, Inc.

Stephen M. Nielsen, P .E.

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-- PROPOSED DOMESTIC METER & BACKFLOW PREVENTER

LEGEND

-------- PROJECT BOUNDARY

EXISTING PUBLIC WATER LINE

EXISTING PRIVATE WATER LINE

EXISTING FIRE HYDRANT

PROPOSED PUBLIC WATER LINE

PROPOSED PRIVATE WATER LINE

PROPOSED FIRE HYDRANT

FIGURE 3 INTERSTATE 8

PROPOSED FIRE SYSTEM BACKFLOW PREVENTER

PROPOSED

WATER SYSTEM DEXTER WILSON ENGINEERING, INC.

CONSUL TING ENGINEERS

(760) 438-4422 TOWN AND COUNTRY

APPENDIX A

COMPUTER MODELING OUTPUT

The following conditions were modeled:

1. Average Day Demand

2. Peak Hour Demand

3. Maximum Day Demand plus 4,000 gpm Fire Flow Split at Nodes 24 and 52

Project: Town and Country Water System Analysis

Date: 01/28/16

Job Number: 556-010

Scenario: Average Day Demand

Node No. Node El. HGLZone

Ft. Ft.

4 30 380

8 25.5 379.99

12 32 379.99

14 32 379.99

16 30 379.99

18 32 379.94

20 31.S 379.86

24 33.5 379.85

28 35 379.99

36 31 379.97

40 24.5 379.96

44 28.5 379.95

46 28.S 379.99

48 35 379.99

52 28 379.99

56 35 379.99

Static P Model Run Delta P

psi P, Psi From Static

151.65 151.67 -0.02

153.60 153.61 -0.01

150.78 150.79 -0.01

150.78 150.79 -0.01

151.65 151.66 -0.01

150.78 150.77 0.01

151.00 150.96 0.04

150.13 150.09 0.04

149.48 149.49 -0.01

151.21 151.22 -0.01

154.03 154.03 0.00

152.30 152.29 0.01

152.30 152.31 -0.01

149.48 149.49 -0.01

152.51 152.53 -0.02

149.48 149.49 -0.01


Date: 01/28/16

Job Number: 556-010

Scenario: Peak Hour Demand

Node No. Node El. HGLZone

Ft. Ft.

4 30 380

8 25.5 379.8

12 32 379.74

14 32 379.74

16 30 379.71

18 32 378.57

20 31.5 376.97

24 33.5 376.77

28 35 379.74

36 31 379.43

40 24.5 379.21

44 28.5 378.92

46 28.5 379.74

48 35 379.74

52 28 379.74

56 35 379.74

Static P Model Run Delta P

psi P, Psi From Static

151.65 151.66 -0.01

153.60 153.53 0.07

150.78 150.69 0.09

150.78 150.69 0.09

151.65 151.54 0.11

150.78 150.18 0.60

151.00 149.7 1.30

150.13 148.75 1.38

149.48 149.39 0.09

151.21 150.99 0.22

154.03 153.71 0.32

152.30 151.85 0.45

152.30 152.2 0.10

149.48 149.39 0.09

152.51 152.42 0.09

149.48 149.39 0.09


Date: 01/28/16

Job Number: 556-010

Scenario: Maximum Day Demand 2000gpm Fire Flow (4000 gpm total) at Nodes 24 and 52

Node No. Node El. HGLZone Static P Model Run

Ft. Ft. psi P, Psi

4 30 379.95 151.65 151.64

8 25.5 377.37 153.60 152.47

12 32 375.93 150.78 149.04

14 32 344.59 150.78 135.46

16 30 375.12 151.65 149.55

18 32 339.75 150.78 133.36

20 31.5 260.66 151.00 99.3

24 33.5 227.74 150.13 84.17

28 35 335.97 149.48 130.42

36 31 376.02 151.21 149.51

40 24.5 374.5 154.03 151.66

44 28.5 372.92 152.30 149.25

46 28.5 340.49 152.30 135.2

48 35 331.23 149.48 128.37

52 28 299.49 152.51 117.65

56 35 299.49 149.48 114.61

Delta P

From Static

0.01

1.13

1.74

15.32

2.10

17.42

51.70

65.96

19.06

1.70

2.37

3.05

17.10

21.11

34.86

34.87


Date: 01/28/16

Job Number: 556-010

Scenario: Average Day Demand

Pipe No. Pipe Size

(Inches)

101 30

105 16

109 16

113 16

115 8

117 8

121 8

125 8

133 8

137 8

141 12

143 8

145 8

149 8

153 8

157 12

159 8

161 8

Model Run Model Run

Flow(gpm) Velocity (fps)

225.1 0.1

194.39 0.31

105.57 0.17

75.57 0.12

75.57 0.48

50.38 0.32

25.19 0.16

0 0

30.71 0.2

30.71 0.2

119.53 0.34

0 0

0 0

0 0

0 0

88.82 0.25

0 0

0 0


Date: 01/28/16

Job Number: 556-010

Scenario: Peak Hour Demand

Pipe No. Pipe Size

(inches)

101 30

105 16

109 16

113 16

115 8

117 8

121 8

125 8

133 8

137 8

141 12

143 8

145 8

149 8

153 8

157 12

159 8

161 8

Model Run Model Run

Flow(gpm) Velocity (fps)

1148.01 0.52

991.4 1.58

538.41 0.86

385.41 0.61

385.41 2.46

256.94 1.64

128.47 0.82

0 0

156.61 1

156.61 1

609.6 1.73

0 0

0 0

0 0

0 0

452.99 1.28

0 0

0 0


Date:01/28/16

Job Number: 556-010

Scenario: Maximum Day Demand 2000 gpm Fire Flow (4000 gpm total) at Nodes 24 and 52

Pipe No. Pipe Size Model Run Model Run

(inches) Flow(gpm) Velocity (fps)

101 30 4472.71 2.03

105 16 4026.17 6.42

109 16 2962.24 4.73

113 16 2158.7 3.44

115 8 2158.7 13.78

117 8 2105.8 13.44

121 8 2052.9 13.1

125 8 -740.54 -4.73

133 8 446.54 2.85

137 8 446.54 2.85

141 12 1510.48 4.28

143 8 1259.46 8.04

145 8 1259.46 8.04

149 8 2000 12.76

153 8 0 0

157 12 1063.93 3.02

159 8 740.54 4.73

161 8 740.54 4.73

Town and Country Redevelopment Project Public Water System Analysis

FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG

A SUMMARY OF THE ORIGINAL DATA FOLLOWS

PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS

(FEET) (INCHES)

101 0 4 100.0 30.0 120. 0

105 4 8 270.0 16.0 120. 0

109 8 12 265. 0 16.0 120.0

113 12 16 270.0 16.0 120.0

115 16 18 10.0 8.0 120.0

THERE IS A CHECK VALVE IN LINE NUMBER115

117 18 20 940.0 8.0 120.0

121 20 24 410.0 8.0 120.0

125 48 28 390.0 8.0 120.0

133 4 36 825.0 8.0 120.0

137 36 40 320.0 8.0 120.0

141 40 44 250.D 12.0 120.0

143 44 46 10.0 8.0 120.0

THERE IS A CHECK VALVE IN LINE NUMBER143

145 46 48 285.D 8.0 120.0

149 48 52 415.0 8.0 120.0

153 52 56 275.0 8.0 120.0

157 8 40 870.0 12.0 120.0

159 12 14 10.0 8.0 120.0

161 14 28 710.0 8.0 120.0

JUNCTION NUMBER DEMAND ELEVATION CONNECTING

4 .00 30.00 101 105

8 .00 25.50 105 109

12 30.00 32.00 109 113

14 .00 32.00 159 161

16 .00 30.00 113 115

18 25.19 32.00 115 117

20 25.19 31.50 117 121

24 25.19 33.50 121

28 .00 35.00 125 161

36 .00 31.00 133 137

40 .00 24.50 137 141

44 119. 53 28.50 141 143

46 .00 28.50 143 145

48 .00 35.00 125 145

52 .00 28.00 149 153

56 .00 35.00 153

Job No. 556-010 File Name: 556010Bl

January 28, 2016

MINOR LOSS K FIXED GRADE

.00 380.00

.00

.00

.00

11. 70

.00

.00

.00

.00

.00

.DO

32.00

.DO

.00

.00

.OD

90.00

.00

PIPES

133

157

159

157

149

OUTPUT SELECTION: ALL RESULTS ARE OUTPUT EACH PERIOD

THIS SYSTEM HAS 18 PIPES WITH 16 JUNCTIONS , 2 LOOPS AND 1 FGNS

Page 1 of 5



January 28, 2016

THE RESULTS ARE OBTAINED AFTER 5 TRIALS WITH AN ACCURACY .00068

TOWN AND COUNTRY WATER ANALYSIS - AVERAGE DAY DEMAND

PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY

101 0 4 225.10 .00 .00 .00 .10

105 4 8 194.39 .01 .00 .00 .31

109 8 12 105.57 .00 .00 .00 .17

113 12 16 75.57 .00 .00 .00 .12

115 16 18 75.57 .00 .00 .04 .48

117 18 20 50.38 .08 .00 .00 .32

121 20 24 25.19 .01 .00 .00 .16

125 48 28 .00 .00 .00 .00 .00

133 4 36 30. 71 .03 .00 .00 .20

137 36 40 30. 71 .01 .00 .00 .20

141 40 44 119. 53 .01 .00 .00 .34

THE CHECK VALVE IN LINE NUMBER 143 IS CLOSED

145 46 48 .00 .00 .00 .00 .00

149 48 52 .00 .00 .00 .00 .00

153 52 56 .00 .00 .00 .00 .00

157 8 40 88.82 .03 .00 .00 .25

159 12 14 .00 .00 .00 .00 .00

161 14 28 .00 .00 .00 .00 .00

JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE

4 .00 380.00 30.00 151. 67

8 .00 379.99 25.50 153.61

12 30.00 379.99 32.00 150.79

14 .00 379.99 32.00 150.79

16 .00 379.99 30.00 151. 66

18 25.19 379.94 32.00 150.77

20 25.19 379.86 31.50 150.96

24 25.19 379.85 33.50 150.09

28 .00 379.99 35.00 149.49

36 .00 379.97 31. 00 151. 22

40 .00 379. 96 24.50 154.03

44 119.53 379.95 28.50 152.29

46 .00 379.99 28.50 152.31

48 .00 379.99 35.00 149.49

52 .00 379.99 28.00 152.53

56 .00 379.99 35.00 149.49

THE NET SYSTEM DEMAND 225.10

SUMMARY OF INFLOWS ( +) AND OUTFLOWS(-) FROM FIXED GRADE NODES

PIPE NUMBER FLOWRATE

101 225.10

THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES

Page 2 of 5

225.10

HL/1000 .00

.03

.01

.01

.18

.08

.02

.00

.03

.03

.06

.00

.00

.00

.03

.00

.00


Job No. 556-010

File Name: 556010Bl

January 28, 2016

THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES .00

A SUMMARY OF CONDITIONS SPECIFIED FOR THE NEXT SIMULATION FOLLOWS

THE DEMANDS ARE CHANGED FROM ORIGINAL VALUES BY A FACTOR 5.10

THE RESULTS ARE OBTAINED AFTER 2 TRIALS WITH AN ACCURACY

PEAK HOUR DEMAND

.00000

PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY

101 0 4 1148.01 .00 .00 .00 .52

105 4 8 991. 40 .19 .00 .00 1.58

109 8 12 538.41 .06 .00 .00 .86

113 12 16 385.41 .03 .00 .00 . 61

115 16 18 385.41 .04 .00 1.10 2.46

117 18 20 256.94 1. 61 .00 .00 1. 64

121 20 24 128.47 .19 .00 .00 .82 125 48 28 .00 .00 .00 .00 .00

133 4 36 156.61 .56 .00 .00 1.00 137 36 40 156.61 .22 .00 .00 1. 00

141 40 44 609.60 .29 .00 .00 1. 73

THE CHECK VALVE IN LINE NUMBER 143 IS CLOSED

145 46 48 .00 .00 .00 .00 .00

149 48 52 .00 .00 .00 .00 .00

153 52 56 .00 .00 .00 .00 .00

157 8 40 452.99 .59 .00 .00 1.28

159 12 14 .00 .00 .00 .00 .00

161 14 28 .00 .00 .00 .00 .00


4 .00 380.00 30.00 151. 668 .00 379.80 25.50 153.53

12 153.00 379.74 32.00 150.69

14 .00 379.74 32.00 150.69

16 .00 379. 71 30.00 151'.54

18 128.47 378.57 32.00 150.18

20 128.47 376.97 31. 50 149.70

24 128.47 376.77 33.50 148.75

28 .00 379.74 35.00 149.39

36 .00 379.43 31. 00 150.99

40 .00 379.21 24.50 153.71

44 609.60 378.92 28.50 ,151.85

46 .00 379.74 28.50 152.20

48 .00 379.74 35.00 149.39

52 .00 379.74 28.00 152.42

56 .00 379.74 35.00 149.39

Page 3 of 5

HL/1000

.04 .71 .23

.12

3.62 1. 71

.47

.00

. 68

. 68

1.18

.00

.00 .00 . 68

.00

.00



January 28, 2016

THE NET SYSTEM DEMAND 1148. 01

SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES

PIPE NUMBER

101

FLOWRATE

1148. 01

THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES =

THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES

1148. 01

.00

A SUMMARY OF CONDITIONS SPECIFIED FOR THE NEXT SIMULATION FOLLOWS

THE DEMANDS ARE CHANGED FROM ORIGINAL VALUES BY A FACTOR 2.10

THE FOLLOWING SPECIFIC DEMAND CHANGES ARE MADE :

JUNCTION NUMBER

24

52

DEMAND

2052.90

2000.00

THE RESULTS ARE OBTAINED AFTER 6 TRIALS WITH AN ACCURACY = .00065

MAXIMUM DAY DEMAND PLUS 4,000 GPM FIRE FLOW SPKIT BETWEEN NODES 24 AND 52

PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/1000

101 0 4 4472.71 .05 .00 .00 2.03 .54

105 4 8 4026.17 2.58 .00 .00 6.42 9.56 109 8 12 2962.24 1. 43 .00 .00 4.73 5.41

113 12 16 2158.70 .81 .00 .00 3.44 3.01 115 16 18 2158.70 .88 .00 34.48 13. 78 88.10

117 18 20 2105.80 79.10 .00 .00 13.44 84.15

121 20 24 2052.90 32.91 .00 .00 13.10 80.27

125 48 28 -740.54 -4.74 .00 .00 -4.73 -12.15

133 4 36 446.54 3.93 .00 .00 2.85 4.76

137 36 40 446.54 1. 52 .00 .00 2.85 4.76

141 40 44 1510.48 1. 58 .00 .00 4.28 6.31

143 44 46 1259.46 .32 .00 32.10 8.04 32.48

145 46 48 1259.46 9.26 .00 .00 8.04 32.48

149 48 52 2000.00 31. 74 .00 .00 12.76 76.49

153 52 56 .00 .00 .00 .00 .00 .00

157 8 40 1063.93 2.87 .00 .00 3.02 3.30

159 12 14 740.54 .12 .00 31.22 4.73 12.15

161 14 28 740.54 8.62 .00 .00 4.73 12.15


4 .00 379.95 30.00 151. 64

8 .00 377.37 25.50 152.47

12 63.00 375.93 32.00 149.04

14 .00 344.59 32.00 135.46

Page 4 of 5

Town and Country Redevelopment Project Job No. 556-010

Public Water System Analysis File Name: 556010Bl

January 28, 2016

16 .00 375.12 30.00 149.55 18 52.90 339.75 32.00 133. 3620 52.90 260.66 31. 50 99.3024 2052.90 227.74 33.50 84.1728 .00 335.97 35.00 130.4236 .00 376.02 31. 00 149.5140 .00 374.50 24.50 151. 6644 251. 01 372. 92 28.50 149.2546 .00 340.49 28.50 135.2048 .00 331.23 35.00 128.3752 2000.00 299.49 28.00 117. 6556 .00 299.49 35.00 114. 61

THE NET SYSTEM DEMAND = 4472.71

SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES

PIPE NUMBER 101

FLOWRATE 4472. 71

THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES = THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES

Page 5 of 5

4472.71 .00

I:,

<( ...J

m 0

(0 -I

co N I

0

0

0 (0 I{) I{)

(.) F 0:: <(

.-

PROPOSED FIRE SYSTEM

BACKFLOW PREVENlER

--, ----/

--------

/ �@JI I x� 1

,---------

___ J. ----

/ © Lu REPLACE EXISTING s•

/ . _ l EX 30• _L,© WAlER LINE WllH 12• LINE

-Jt--- ---:::=====- J 101 I�= 4--- EX

� � ��-----�30" �---� ��--

--- ---- ,/' I

- --

I

I

/

I

I

I

)

- ---

PROPOSED DOMESTIC

SYSlEM BACKFLOW

PREVENlER

PROPOSED FIRE BACKFLOW PREVENlER

INTERSTATE 8

--.....::

'-:: '-::

� ------

L---

IXXI

----1

LEGEND

250

PROJECT BOUNDARY

EXISTING PUBLIC WATER UN �---·

EXISTING PRIVATE WATER LINE

EXISTING FIRE HYDRANT

PROPOSED PUBLIC WATER LINE

PROPOSED PRIVATE WATER LINE

PROPOSED FIRE HYDRANT

COMPUTER MODEL NODE

EXHIBIT A

PROPOSED WATER

NODE AND PIPE DIAGRAM DEXTER WILSON ENGINEERING, INC.

CONSUL TING ENGINEERS (760) 438-4422 TOWN AND COUNTRY