2-Exhibit D-Water Design Report - First Submittal.pdf

PINAL COUNTY FLEET SERVICES

FLORENCE, ARIZONA

PREPARED FOR:

Robin Shambach BWS Architects 261 N. Court Avenue Tucson, AZ 85701

PREPARED BY:

CEC Project No. 343-588

TUCSON

555 E River Rd, Suite 301 Tucson, AZ 85704

PHOENIX

11811 N Tatum Blvd. Suite 3057 Phoenix, AZ 85028 www.cecinc.com

Employee-owned

TEMPE

1910 West University Drive, Suite 203 Tempe, AZ 85281

WATER DESIGN REPORT

FIRST SUBMITTAL | OCTOBER 2025

10 28

Water Design Report: Pinal County Fleet Services

CEC Project Number: 343-588 i

TABLE OF CONTENTS

I. INTRODUCTION

II. WATER DESIGN CRITERIA

III. DEMANDS

IV. PROPOSED WATER FACILITIES

V. WATER MODEL

VI. CONCLUSION AND RECOMMENDATION

VII. ESTIMATED CONSTRUCTION COSTS

VIII. REFERENCES

FIGURES

1 Location Map

2 Site Map

APPENDICES

A. Water Model

B. Selections from References

10 28

Water Design Report: Pinal County Fleet Services 1 of 4

I. INTRODUCTION

The Pinal County Fleet Services Project is a vehicle maintenance facility located at the northwest corner of Bowling Rd. and Hayden Rd., in Florence, Arizona. It can be further described as a portion of Section 36 of Township 4 South, Range 9 East of the

Gila and Salt River Base and Meridian. A Location Map is included as Figure 1.

The site has an elevation range of approximately 7 feet, from an elevation of 1491 feet at the northeast corner of the property to 1484 feet at the northwest corner of the site.

There are two proposed connections, one to the 10” mainline that runs along Bowling

Rd. and another that connects to the 8” main that supplies flow to the Pinal County

Facilities site. The 8” connection will serve the building demand including sprinkler demand. The 10" connection will serve the two proposed fire hydrants. The system that supplies the Pinal County Facilities site is part of the Justice Complex system and is separate from the municipal system in Bowling Road. Refer to Figure 2 for a Site

Map.

II. WATER DESIGN CRITERIA

Water Design Criteria is adopted from The International Plumbing Code and The

International Fire Code, 2015 edition. This water system plan will analyze max daily demand (MDD) and peak hour demand (PHD) with the fire flow and sprinkler demand assessed during MDD for the proposed development. Piping is modeled as PVC and ductile iron with Hazen-Williams Coefficients of 150 and 130 respectively.

III. DEMANDS

The calculations for average day demand, max daily demand, and peak hour demand were estimated based on three different standards: City of Tucson Standards, City of

Phoenix Standards, and data from the Water Treatment Plant Final Design Report for the adjacent Pinal County Justice Complex. These estimates pertain to the proposed type of development. The scenarios modeled included Maximum Day Demand (MDD) and Peak Hour Demand which are based on the Average Day Demand (ADD). For calculation purposes a day is taken as 24 hours. The peaking factors for max day demand was taken as 1.8 and 3.0 for the peak hour demand. Minimum modeled Fire

Flow of 1,500 gpm was used for the proposed hydrants, which accounts for a 75% reduction associated with sprinklered buildings. The established sprinkler demand for the site is 150 gpm. Estimated demands are listed on the following page.

Water Design Report: Pinal County Fleet Services 2 of 4

Estimated Demands

Based on:

-75,000 square foot commercial/office space

-11.63 acre site

City of Tucson Standards

ADD=1.39 gpm/ac

ADD=11.63 ac x 1.39 gpm/ac

=16.2 gpm

Phoenix Standards

Average Daily Use =115 gal/day/1000 sq.ft.

Average Daily Use=75,000 sq.ft./1000 sq.ft. x 115 gal/day

ADD=5.99 gpm

Pinal County Justice Complex Data

Average Monthly Use=1.3 gal x sq.ft.

Average Monthly Use=75,000 sq.ft. x 1.3 gal

ADD=2.26 gpm

Sprinkler demand is 150 gpm.

Results

ADD=16.2 gpm

MDD=29.2 gpm

PHD=48.5 gpm

Sprinkler=150 gpm

MDD+FF+Sprinkler=1,679.1 gpm

Water Design Report: Pinal County Fleet Services 3 of 4

IV. PROPOSED WATER FACILITIES

The proposed water system is intended to provide potable water and fire suppression water to this project. This will be accomplished using two lines. The first of which is an 8” main running from the adjacent Facilities Management complex to the site, and will supply building demands and sprinkler demand. The second line will connect to a

10” line running underneath Bowling Rd, and will supply hydrant flow to the site.

Flow tests of adjacent fire hydrants indicate that it can supply a flow up to 2,669 gpm at 20 psi. Refer to Appendix B for further details on the proposed water connection and system.

V. WATER MODEL

The water model was set up in WaterCAD to simulate the proposed waterline connections. The proposed model includes three main scenarios, a static model for calibrating the whole system, Peak Hour Demand (PHD), and Maximum Day Demand plus Fire Flow (MDD+FF). A synthetic pump curve for the Justice Complex System was generated based on the reported booster design capacity. The synthetic pump curve for the municipal system in Bowling Road was calibrated to hydrant flow tests.

The peak hour demand was supplied to the facility in the PHD scenario while the

MDD+FF scenario had two variations, each one for supplying fire flow to a different fire hydrant. As this system includes the proposed Fleet Management Site, the associated demands are also included in this model. The results of the model indicate that the proposed system would be able to supply both the domestic peak hour demands and the maximum day demand plus fire flow regardless of which fire hydrant is used. These water models are provided digitally as Appendix A.

VI. CONCLUSION AND RECOMMENDATION

The hydraulic modeling for this project included the analysis of the anticipated demand, supply, and mainline configuration proposed for this development. The modeling demonstrates that the proposed system would be able to supply the domestic peak hour demands, the maximum daily demands, and the fire demand (1,500 gpm @ min 20 psi) accounting for sprinklered buildings.

VII. ESTIMATED CONSTRUCTION COSTS

Estimated construction costs will be provided following review and concurrence of required infrastructure for each phase of construction. During final design of the water system, an updated opinion of probable construction cost will be prepared.

Water Design Report: Pinal County Fleet Services 4 of 4

VIII. REFERENCES

1. Design Standards Manual Tucson Water Department, October 2025

2. Design Standards Manual for Water and Wastewater Systems – City of Phoenix

Water Services Department, 2021

3. Subdivision & Infrastructure Design Manual, Pinal County, 2024

4. The International Plumbing Code (IPC) 2015. International Code Council, 2015

5. The International Fire Code (IFC) 2015. International Code Council, 2015

6. WTP - Final Design Report 052610 DWSA, April 2010

Civil & Environmental Consultants, Inc. - CAD Disclaimer

You (“Recipient”) have requested that the drawings prepared for this project by Civil & Environmental Consultants, Inc. and/or its subsidiaries and affiliates (“CEC”) be furnished to you in electronic format. CEC agrees to provide the requested drawings conditioned upon youracceptance of the following terms and conditions. It is understood and agreed that the drawings prepared by CEC, whether in hard copy or electronic form, are instruments of professional service prepared for its client solely for use on this project. CEC will retain the original record copy of the drawings which shall govern in the event of any inconsistency between the electronic or machinereadable drawings and the record copy.

Recipient and any other parties receiving these drawings agree and acknowledge that: 1) the automated conversion of information and data from a system to an alternate system or formatcannot be accomplished without introduction of inexactitudes, anomalies, and errors; and 2) any changes or modifications to CEC’s instruments of professional services introduced by anyone other than CEC may result in adverse consequences which CEC can neither predict nor control. In consideration of CEC providing the drawings in electronic and/or machine readable form, theRecipient agrees to assume all risks associated therewith, the drawings are provided “as is where is” and, to the fullest extent permitted by the law, to hold harmless, defend and indemnify CEC from and against all claims, liabilities, losses, damages, and costs, including but not limited to attorney’s fees, arising therefrom or in connection therewith.

Civil & Environmental Consultants, Inc. - CAD Disclaimer

You (“Recipient”) have requested that the drawings prepared for this project by Civil & Environmental Consultants, Inc. and/or its subsidiaries and affiliates (“CEC”) be furnished to you in electronic format. CEC agrees to provide the requested drawings conditioned upon youracceptance of the following terms and conditions. It is understood and agreed that the drawings prepared by CEC, whether in hard copy or electronic form, are instruments of professional service prepared for its client solely for use on this project. CEC will retain the original record copy of the drawings which shall govern in the event of any inconsistency between the electronic or machinereadable drawings and the record copy.

Recipient and any other parties receiving these drawings agree and acknowledge that: 1) the automated conversion of information and data from a system to an alternate system or formatcannot be accomplished without introduction of inexactitudes, anomalies, and errors; and 2) any changes or modifications to CEC’s instruments of professional services introduced by anyone other than CEC may result in adverse consequences which CEC can neither predict nor control. In consideration of CEC providing the drawings in electronic and/or machine readable form, theRecipient agrees to assume all risks associated therewith, the drawings are provided “as is where is” and, to the fullest extent permitted by the law, to hold harmless, defend and indemnify CEC from and against all claims, liabilities, losses, damages, and costs, including but not limited to attorney’s fees, arising therefrom or in connection therewith.

Civil & Environmental Consultants, Inc.

www.cecinc.com

555 E River Road

Suite 301

Tucson, AZ 85704 Ph: 520.321.4625

Civil & Environmental Consultants, Inc.

www.cecinc.com

555 E River Road Suite 301

Tucson, AZ 85704 Ph: 520.321.4625

Appendix A Water Model

Scenario: MDD+FF Hydrant 1

P-9

P-8

P-7P-6

P-

P-4P-3

P-23

P-22

P-32

P-26 P-25 P-24

P-48

P-54

P-56

P-57

P-61

P-62

P-63

P-64

P-66

J-31

J-33

J-29

J-14J-11

J-10J-9

J-8J-7J-6

J-5J-4J-3

J-2

J-1

J-22

J-20

J-19 J-18

J-38

J-39 J-40

J-47

J-48J-49

J-50

J-51

J-52

J-53J-54J-55

J-56J-57

J-58

PMP-3

PMP-4

R-3

R-4

343-588 Water Model.wtg Bentley Systems, Inc. Haestad Methods Solution Center WaterCAD

[24.00.00.26] 9/16/2025 76 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203-

755-1666

FlexTable: Junction Table ID Label Elevation

(ft) Zone Demand

Collection Demand (gpm)

Hydraulic Grade (ft)

Pressure (psi)

31 J-1 1,481.00 <None> <Collection: 0 items> 0 1,635.22 67

32 J-2 1,481.00 <None> <Collection: 1 items> 149 1,635.08 67

33 J-3 1,481.00 <None> <Collection: 0 items> 0 1,635.11 67

34 J-4 1,484.00 <None> <Collection: 0 items> 0 1,632.92 64

35 J-5 1,489.00 <None> <Collection: 0 items> 0 1,630.20 61

36 J-6 1,488.40 <None> <Collection: 0 items> 0 1,630.12 61

37 J-7 1,489.00 <None> <Collection: 0 items> 0 1,629.86 61

38 J-8 1,489.00 <None> <Collection: 0 items>

0 1,629.86 61

39 J-9 1,489.20 <None> <Collection: 0 items> 0 1,629.86 61

40 J-10 1,488.60 <None> <Collection: 0 items>

0 1,629.86 61

41 J-11 1,487.50 <None> <Collection: 2 items> 168 1,629.52 61

44 J-14 1,488.20 <None> <Collection: 0 items>

0 1,629.47 61

83 J-18 1,494.00 <None> <Collection: 0 items> 0 1,606.33 49

84 J-19 1,493.00 <None> <Collection: 0 items>

0 1,600.56 47

85 J-20 1,495.00 <None> <Collection: 0 items> 0 1,595.71 44

87 J-22 1,489.00 <None> <Collection: 0 items> 0 1,590.38 44

94 J-29 1,482.20 <None> <Collection: 2 items> 179 1,628.99 64

96 J-31 1,483.20 <None> <Collection: 0 items> 0 1,629.07 63

98 J-33 1,485.00 <None> <Collection: 0 items> 0 1,629.19 62

126 J-38 1,492.75 <None> <Collection: 0 items> 0 1,590.38 42

131 J-39 1,486.99 <None> <Collection: 0 items> 0 1,629.28 62

134 J-40 1,491.09 <None> <Collection: 0 items> 0 1,590.38 43

155 J-47 1,486.70 <None> <Collection: 0 items>

0 1,587.23 43

156 J-48 1,486.70 <None> <Collection: 0 items> 0 1,587.02 43

157 J-49 1,487.00 <None> <Collection: 0 items>

0 1,587.02 43

158 J-50 1,483.00 <None> <Collection: 0 items> 0 1,577.23 41

159 J-51 1,482.50 <None> <Collection: 0 items>

0 1,576.58 41

160 J-52 1,483.00 <None> <Collection: 0 items> 0 1,577.23 41

161 J-53 1,482.70 <None> <Collection: 0 items>

0 1,572.82 39

162 J-54 1,482.70 <None> <Collection: 0 items> 0 1,572.49 39

163 J-55 1,485.20 <None> <Collection: 0 items> 0 1,572.49 38

164 J-56 1,484.30 <None> <Collection: 0 items> 0 1,566.38 36

165 J-57 1,484.30 <None> <Collection: 1 items> 1,500 1,564.97 35

181 J-58 1,485.20 <None> <Collection: 0 items> 0 1,572.49 38

343-588 Water Model.wtg Bentley Systems, Inc. Haestad Methods Solution Center WaterCAD

[24.00.00.26] 9/17/2025 76 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203-

FlexTable: Pipe Table ID Label Length (Scaled)

(ft) Start Node Stop Node Diameter

(in) Material Hazen-Williams

C Has Check

Valve?

Minor Loss Coefficient

(Local)

Flow (gpm)

Velocity (ft/s)

Headloss Gradient

(ft/ft)

Has User Defined Length?

Length (User Defined)

(ft)

46 P-1 65 J-1 J-3 10.0 Ductile Iron 130.0 False 0.000 497 2.03 0.002 False 0 47 P-2 144 J-3 J-2 10.0 Ductile Iron 130.0 False 0.000 149 0.61 0.000 False 0 48 P-3 852 J-3 J-4 8.0 Ductile Iron 130.0 False 0.000 347 2.22 0.003 False 0 49 P-4 260 J-4 J-5 6.0 Ductile Iron 130.0 False 0.000 347 3.94 0.010 False 0 50 P-5 29 J-5 J-6 8.0 Ductile Iron 130.0 False 0.000 347 2.22 0.003 False 0 51 P-6 104 J-6 J-7 8.0 Ductile Iron 130.0 False 0.000 347 2.22 0.003 False 0 52 P-7 7 J-7 J-8 8.0 Ductile Iron 130.0 False 0.000 0 0.00 0.000 False 0 53 P-8 28 J-8 J-9 8.0 Ductile Iron 130.0 False 0.000 0 0.00 0.000 False 0 54 P-9 71 J-9 J-10 6.0 Ductile Iron 130.0 False 0.000 0 0.00 0.000 False 0 55 P-10 42 J-7 J-11 6.0 PVC 150.0 False 0.000 347 3.94 0.008 False 0 77 P-22 17 R-3 PMP-3 6.0 PVC 150.0 False 0.000 497 5.63 0.016 False 0 78 P-23 28 PMP-3 J-1 6.0 PVC 150.0 False 0.000 497 5.63 0.020 False 0

105 P-24 30 R-4 PMP-4 10.0 PVC 150.0 False 0.000 1,500 6.13 0.013 False 0 106 P-25 35 PMP-4 J-18 10.0 PVC 150.0 False 0.000 1,500 6.13 0.013 False 0 107 P-26 442 J-18 J-19 10.0 PVC 150.0 False 0.000 1,500 6.13 0.013 False 0 108 P-27 371 J-19 J-20 10.0 PVC 150.0 False 0.000 1,500 6.13 0.013 False 0 113 P-32 104 J-31 J-29 8.0 PVC 150.0 False 0.000 179 1.14 0.001 False 0 127 P-28(1) 408 J-20 J-38 10.0 PVC 150.0 False 0.000 1,500 6.13 0.013 False 0 135 P-28(2)(1) 349 J-38 J-40 10.0 PVC 150.0 False 0.000 0 0.00 0.000 False 0 136 P-28(2)(2) 317 J-40 J-22 10.0 PVC 150.0 False 0.000 0 0.00 0.000 False 0 144 P-48 79 J-14 J-11 8.0 PVC 150.0 False 0.000 -179 1.14 0.001 False 0 166 P-54 12 J-57 J-56 6.0 PVC 150.0 False 0.000 -1,500 17.02 0.121 False 0 167 P-55 206 J-56 J-54 8.0 PVC 150.0 False 0.000 -1,500 9.57 0.030 False 0 168 P-56 11 J-54 J-53 8.0 PVC 150.0 False 0.000 -1,500 9.57 0.030 False 0 169 P-57 126 J-53 J-51 8.0 PVC 150.0 False 0.000 -1,500 9.57 0.030 False 0 170 P-58 22 J-51 J-50 8.0 PVC 150.0 False 0.000 -1,500 9.57 0.030 False 0 171 P-59 330 J-50 J-48 8.0 PVC 150.0 False 0.000 -1,500 9.57 0.030 False 0 172 P-60 7 J-48 J-47 8.0 PVC 150.0 False 0.000 -1,500 9.57 0.030 False 0 173 P-61 106 J-47 J-38 8.0 PVC 150.0 False 0.000 -1,500 9.57 0.030 False 0 174 P-62 16 J-48 J-49 8.0 PVC 150.0 False 0.000 0 0.00 0.000 False 0 175 P-63 26 J-50 J-52 8.0 PVC 150.0 False 0.000 0 0.00 0.000 False 0 176 P-64 338 J-54 J-55 8.0 PVC 150.0 False 0.000 0 0.00 0.000 False 0 177 P-65 213 J-31 J-33 8.0 PVC 150.0 False 0.000 -179 1.14 0.001 False 0 178 P-66 146 J-33 J-39 8.0 PVC 150.0 False 0.000 -179 1.14 0.001 False 0 180 P-68 339 J-39 J-14 8.0 PVC 150.0 False 0.000 -179 1.14 0.001 False 0 182 P-69 14 J-55 J-58 8.0 PVC 150.0 False 0.000 0 0.00 0.000 False 0

343-588 Water Model.wtg Bentley Systems, Inc. Haestad Methods Solution Center WaterCAD

[24.00.00.26] 9/17/2025 76 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203-755-1666 Page 1 of 1

Scenario: MDD+FF Hydrant 2

P-8

P-7P-6

P-

P-4P-3

P-23

P-22

P-32

P-26 P-25 P-24

P-48

P-54

P-56

P-57

P-61

P-62

P-63

P-64

P-66

J-31

J-33

J-29

J-14J-11

J-10J-9

J-8J-7J-6

J-5J-4J-3

J-2

J-1

J-22

J-20

J-19 J-18

J-38

J-39 J-40

J-47

J-48J-49

J-50

J-51

J-52

J-53J-54J-55

J-56J-57

J-58

PMP-3

PMP-4

R-3

R-4

343-588 Water Model.wtg Bentley Systems, Inc. Haestad Methods Solution Center WaterCAD

[24.00.00.26] 9/16/2025 76 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203-

(ft) Zone Demand

Collection Demand (gpm)

Hydraulic Grade (ft)

Pressure (psi)

31 J-1 1,481.00 <None> <Collection: 0 items> 0 1,639.91 69

32 J-2 1,481.00 <None> <Collection: 0 items> 0 1,639.86 69

33 J-3 1,481.00 <None> <Collection: 0 items> 0 1,639.86 69

34 J-4 1,484.00 <None> <Collection: 0 items> 0 1,637.66 66

35 J-5 1,489.00 <None> <Collection: 0 items> 0 1,634.95 63

36 J-6 1,488.40 <None> <Collection: 0 items> 0 1,634.87 63

37 J-7 1,489.00 <None> <Collection: 0 items> 0 1,634.60 63

38 J-8 1,489.00 <None> <Collection: 0 items>

0 1,634.60 63

39 J-9 1,489.20 <None> <Collection: 0 items> 0 1,634.60 63

40 J-10 1,488.60 <None> <Collection: 0 items>

0 1,634.60 63

41 J-11 1,487.50 <None> <Collection: 2 items> 168 1,634.27 63

44 J-14 1,488.20 <None> <Collection: 0 items>

0 1,634.22 63

83 J-18 1,494.00 <None> <Collection: 0 items> 0 1,606.33 49

84 J-19 1,493.00 <None> <Collection: 0 items>

0 1,600.56 47

85 J-20 1,495.00 <None> <Collection: 0 items> 0 1,595.71 44

87 J-22 1,489.00 <None> <Collection: 0 items> 0 1,590.38 44

94 J-29 1,482.20 <None> <Collection: 2 items> 179 1,633.74 66

96 J-31 1,483.20 <None> <Collection: 0 items> 0 1,633.82 65

98 J-33 1,485.00 <None> <Collection: 0 items> 0 1,633.94 64

126 J-38 1,492.75 <None> <Collection: 0 items> 0 1,590.38 42

131 J-39 1,486.99 <None> <Collection: 0 items> 0 1,634.03 64

134 J-40 1,491.09 <None> <Collection: 0 items> 0 1,590.38 43

155 J-47 1,486.70 <None> <Collection: 0 items>

0 1,587.23 43

156 J-48 1,486.70 <None> <Collection: 0 items> 0 1,587.02 43

157 J-49 1,487.00 <None> <Collection: 0 items>

0 1,587.02 43

158 J-50 1,483.00 <None> <Collection: 0 items> 0 1,577.23 41

159 J-51 1,482.50 <None> <Collection: 0 items>

0 1,576.58 41

160 J-52 1,483.00 <None> <Collection: 0 items> 0 1,577.23 41

161 J-53 1,482.70 <None> <Collection: 0 items>

0 1,572.82 39

162 J-54 1,482.70 <None> <Collection: 0 items> 0 1,572.49 39

163 J-55 1,485.20 <None> <Collection: 0 items> 0 1,559.41 32

164 J-56 1,484.30 <None> <Collection: 0 items> 0 1,572.49 38

165 J-57 1,484.30 <None> <Collection: 0 items> 0 1,572.49 38

181 J-58 1,485.20 <None> <Collection: 1 items> 1,500 1,558.99 32

343-588 Water Model.wtg Bentley Systems, Inc. Haestad Methods Solution Center WaterCAD

[24.00.00.26] 9/17/2025 76 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203-

(ft) Start Node Stop Node Diameter

(in) Material Hazen-Williams

C Has Check

Valve?

Minor Loss Coefficient

(Local)

Flow (gpm)

Velocity (ft/s)

Headloss Gradient

(ft/ft)

Has User Defined Length?

Length (User Defined)

(ft)

46 P-1 65 J-1 J-3 10.0 Ductile Iron 130.0 False 0.000 347 1.42 0.001 False 0 47 P-2 144 J-3 J-2 10.0 Ductile Iron 130.0 False 0.000 0 0.00 0.000 False 0 48 P-3 852 J-3 J-4 8.0 Ductile Iron 130.0 False 0.000 347 2.22 0.003 False 0 49 P-4 260 J-4 J-5 6.0 Ductile Iron 130.0 False 0.000 347 3.94 0.010 False 0 50 P-5 29 J-5 J-6 8.0 Ductile Iron 130.0 False 0.000 347 2.22 0.003 False 0 51 P-6 104 J-6 J-7 8.0 Ductile Iron 130.0 False 0.000 347 2.22 0.003 False 0 52 P-7 7 J-7 J-8 8.0 Ductile Iron 130.0 False 0.000 0 0.00 0.000 False 0 53 P-8 28 J-8 J-9 8.0 Ductile Iron 130.0 False 0.000 0 0.00 0.000 False 0 54 P-9 71 J-9 J-10 6.0 Ductile Iron 130.0 False 0.000 0 0.00 0.000 False 0 55 P-10 42 J-7 J-11 6.0 PVC 150.0 False 0.000 347 3.94 0.008 False 0 77 P-22 17 R-3 PMP-3 6.0 PVC 150.0 False 0.000 347 3.94 0.008 False 0 78 P-23 28 PMP-3 J-1 6.0 PVC 150.0 False 0.000 347 3.94 0.010 False 0

105 P-24 30 R-4 PMP-4 10.0 PVC 150.0 False 0.000 1,500 6.13 0.013 False 0 106 P-25 35 PMP-4 J-18 10.0 PVC 150.0 False 0.000 1,500 6.13 0.013 False 0 107 P-26 442 J-18 J-19 10.0 PVC 150.0 False 0.000 1,500 6.13 0.013 False 0 108 P-27 371 J-19 J-20 10.0 PVC 150.0 False 0.000 1,500 6.13 0.013 False 0 113 P-32 104 J-31 J-29 8.0 PVC 150.0 False 0.000 179 1.14 0.001 False 0 127 P-28(1) 408 J-20 J-38 10.0 PVC 150.0 False 0.000 1,500 6.13 0.013 False 0 135 P-28(2)(1) 349 J-38 J-40 10.0 PVC 150.0 False 0.000 0 0.00 0.000 False 0 136 P-28(2)(2) 317 J-40 J-22 10.0 PVC 150.0 False 0.000 0 0.00 0.000 False 0 144 P-48 79 J-14 J-11 8.0 PVC 150.0 False 0.000 -179 1.14 0.001 False 0 166 P-54 12 J-57 J-56 6.0 PVC 150.0 False 0.000 0 0.00 0.000 False 0 167 P-55 206 J-56 J-54 8.0 PVC 150.0 False 0.000 0 0.00 0.000 False 0 168 P-56 11 J-54 J-53 8.0 PVC 150.0 False 0.000 -1,500 9.57 0.030 False 0 169 P-57 126 J-53 J-51 8.0 PVC 150.0 False 0.000 -1,500 9.57 0.030 False 0 170 P-58 22 J-51 J-50 8.0 PVC 150.0 False 0.000 -1,500 9.57 0.030 False 0 171 P-59 330 J-50 J-48 8.0 PVC 150.0 False 0.000 -1,500 9.57 0.030 False 0 172 P-60 7 J-48 J-47 8.0 PVC 150.0 False 0.000 -1,500 9.57 0.030 False 0 173 P-61 106 J-47 J-38 8.0 PVC 150.0 False 0.000 -1,500 9.57 0.030 False 0 174 P-62 16 J-48 J-49 8.0 PVC 150.0 False 0.000 0 0.00 0.000 False 0 175 P-63 26 J-50 J-52 8.0 PVC 150.0 False 0.000 0 0.00 0.000 False 0 176 P-64 338 J-54 J-55 8.0 PVC 150.0 False 0.000 1,500 9.57 0.039 False 0 177 P-65 213 J-31 J-33 8.0 PVC 150.0 False 0.000 -179 1.14 0.001 False 0 178 P-66 146 J-33 J-39 8.0 PVC 150.0 False 0.000 -179 1.14 0.001 False 0 180 P-68 339 J-39 J-14 8.0 PVC 150.0 False 0.000 -179 1.14 0.001 False 0 182 P-69 14 J-55 J-58 8.0 PVC 150.0 False 0.000 1,500 9.57 0.030 False 0

343-588 Water Model.wtg Bentley Systems, Inc. Haestad Methods Solution Center WaterCAD

Scenario: PHD

P-8

P-7P-6

P-

P-4P-3

P-23

P-22

P-32

P-26 P-25 P-24

P-48

P-54

P-56

P-57

P-61

P-62

P-63

P-64

P-66

J-31

J-33

J-29

J-14J-11

J-10J-9

J-8J-7J-6

J-5J-4J-3

J-2

J-1

J-22

J-20

J-19 J-18

J-38

J-39 J-40

J-47

J-48J-49

J-50

J-51

J-52

J-53J-54J-55

J-56J-57

J-58

PMP-3

PMP-4

R-3

R-4

343-588 Water Model.wtg Bentley Systems, Inc. Haestad Methods Solution Center WaterCAD

[24.00.00.26] 9/16/2025 76 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203-

(ft) Zone Demand

Collection Demand (gpm)

Hydraulic Grade (ft)

Pressure (psi)

31 J-1 1,481.00 <None> <Collection: 0 items> 0 1,640.43 69

32 J-2 1,481.00 <None> <Collection: 1 items> 249 1,640.31 69

33 J-3 1,481.00 <None> <Collection: 0 items> 0 1,640.38 69

34 J-4 1,484.00 <None> <Collection: 0 items> 0 1,640.24 68

35 J-5 1,489.00 <None> <Collection: 0 items> 0 1,640.07 65

36 J-6 1,488.40 <None> <Collection: 0 items> 0 1,640.06 66

37 J-7 1,489.00 <None> <Collection: 0 items> 0 1,640.04 65

38 J-8 1,489.00 <None> <Collection: 0 items>

0 1,640.04 65

39 J-9 1,489.20 <None> <Collection: 0 items> 0 1,640.04 65

40 J-10 1,488.60 <None> <Collection: 0 items>

0 1,640.04 66

41 J-11 1,487.50 <None> <Collection: 1 items> 30 1,640.02 66

44 J-14 1,488.20 <None> <Collection: 0 items>

0 1,640.02 66

83 J-18 1,494.00 <None> <Collection: 0 items> 0 1,641.53 64

84 J-19 1,493.00 <None> <Collection: 0 items>

0 1,641.53 64

85 J-20 1,495.00 <None> <Collection: 0 items> 0 1,641.53 63

87 J-22 1,489.00 <None> <Collection: 0 items> 0 1,641.53 66

94 J-29 1,482.20 <None> <Collection: 1 items> 49 1,639.98 68

96 J-31 1,483.20 <None> <Collection: 0 items> 0 1,639.98 68

98 J-33 1,485.00 <None> <Collection: 0 items> 0 1,639.99 67

126 J-38 1,492.75 <None> <Collection: 0 items> 0 1,641.53 64

131 J-39 1,486.99 <None> <Collection: 0 items> 0 1,640.00 66

134 J-40 1,491.09 <None> <Collection: 0 items> 0 1,641.53 65

155 J-47 1,486.70 <None> <Collection: 0 items>

0 1,641.53 67

156 J-48 1,486.70 <None> <Collection: 0 items> 0 1,641.53 67

157 J-49 1,487.00 <None> <Collection: 0 items>

0 1,641.53 67

158 J-50 1,483.00 <None> <Collection: 0 items> 0 1,641.53 69

159 J-51 1,482.50 <None> <Collection: 0 items>

0 1,641.53 69

160 J-52 1,483.00 <None> <Collection: 0 items> 0 1,641.53 69

161 J-53 1,482.70 <None> <Collection: 0 items>

0 1,641.53 69

162 J-54 1,482.70 <None> <Collection: 0 items> 0 1,641.53 69

163 J-55 1,485.20 <None> <Collection: 0 items> 0 1,641.53 68

164 J-56 1,484.30 <None> <Collection: 0 items> 0 1,641.53 68

165 J-57 1,484.30 <None> <Collection: 0 items> 0 1,641.53 68

181 J-58 1,485.20 <None> <Collection: 0 items> 0 1,641.53 68

343-588 Water Model.wtg Bentley Systems, Inc. Haestad Methods Solution Center WaterCAD

[24.00.00.26] 9/17/2025 76 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203-

(ft) Start Node Stop Node Diameter

(in) Material Hazen-Williams

C Has Check

Valve?

Minor Loss Coefficient

(Local)

Flow (gpm)

Velocity (ft/s)

Headloss Gradient

(ft/ft)

Has User Defined Length?

Length (User Defined)

(ft)

46 P-1 65 J-1 J-3 10.0 Ductile Iron 130.0 False 0.000 328 1.34 0.001 False 0 47 P-2 144 J-3 J-2 10.0 Ductile Iron 130.0 False 0.000 249 1.02 0.000 False 0 48 P-3 852 J-3 J-4 8.0 Ductile Iron 130.0 False 0.000 79 0.50 0.000 False 0 49 P-4 260 J-4 J-5 6.0 Ductile Iron 130.0 False 0.000 79 0.89 0.001 False 0 50 P-5 29 J-5 J-6 8.0 Ductile Iron 130.0 False 0.000 79 0.50 0.000 False 0 51 P-6 104 J-6 J-7 8.0 Ductile Iron 130.0 False 0.000 79 0.50 0.000 False 0 52 P-7 7 J-7 J-8 8.0 Ductile Iron 130.0 False 0.000 0 0.00 0.000 False 0 53 P-8 28 J-8 J-9 8.0 Ductile Iron 130.0 False 0.000 0 0.00 0.000 False 0 54 P-9 71 J-9 J-10 6.0 Ductile Iron 130.0 False 0.000 0 0.00 0.000 False 0 55 P-10 42 J-7 J-11 6.0 PVC 150.0 False 0.000 79 0.89 0.001 False 0 77 P-22 17 R-3 PMP-3 6.0 PVC 150.0 False 0.000 328 3.72 0.007 False 0 78 P-23 28 PMP-3 J-1 6.0 PVC 150.0 False 0.000 328 3.72 0.007 False 0

105 P-24 30 R-4 PMP-4 10.0 PVC 150.0 False 0.000 0 0.00 0.000 False 0 106 P-25 35 PMP-4 J-18 10.0 PVC 150.0 False 0.000 0 0.00 0.000 False 0 107 P-26 442 J-18 J-19 10.0 PVC 150.0 False 0.000 0 0.00 0.000 False 0 108 P-27 371 J-19 J-20 10.0 PVC 150.0 False 0.000 0 0.00 0.000 False 0 113 P-32 104 J-31 J-29 8.0 PVC 150.0 False 0.000 49 0.31 0.000 False 0 127 P-28(1) 408 J-20 J-38 10.0 PVC 150.0 False 0.000 0 0.00 0.000 False 0 135 P-28(2)(1) 349 J-38 J-40 10.0 PVC 150.0 False 0.000 0 0.00 0.000 False 0 136 P-28(2)(2) 317 J-40 J-22 10.0 PVC 150.0 False 0.000 0 0.00 0.000 False 0 144 P-48 79 J-14 J-11 8.0 PVC 150.0 False 0.000 -49 0.31 0.000 False 0 166 P-54 12 J-57 J-56 6.0 PVC 150.0 False 0.000 0 0.00 0.000 False 0 167 P-55 206 J-56 J-54 8.0 PVC 150.0 False 0.000 0 0.00 0.000 False 0 168 P-56 11 J-54 J-53 8.0 PVC 150.0 False 0.000 0 0.00 0.000 False 0 169 P-57 126 J-53 J-51 8.0 PVC 150.0 False 0.000 0 0.00 0.000 False 0 170 P-58 22 J-51 J-50 8.0 PVC 150.0 False 0.000 0 0.00 0.000 False 0 171 P-59 330 J-50 J-48 8.0 PVC 150.0 False 0.000 0 0.00 0.000 False 0 172 P-60 7 J-48 J-47 8.0 PVC 150.0 False 0.000 0 0.00 0.000 False 0 173 P-61 106 J-47 J-38 8.0 PVC 150.0 False 0.000 0 0.00 0.000 False 0 174 P-62 16 J-48 J-49 8.0 PVC 150.0 False 0.000 0 0.00 0.000 False 0 175 P-63 26 J-50 J-52 8.0 PVC 150.0 False 0.000 0 0.00 0.000 False 0 176 P-64 338 J-54 J-55 8.0 PVC 150.0 False 0.000 0 0.00 0.000 False 0 177 P-65 213 J-31 J-33 8.0 PVC 150.0 False 0.000 -49 0.31 0.000 False 0 178 P-66 146 J-33 J-39 8.0 PVC 150.0 False 0.000 -49 0.31 0.000 False 0 180 P-68 339 J-39 J-14 8.0 PVC 150.0 False 0.000 -49 0.31 0.000 False 0 182 P-69 14 J-55 J-58 8.0 PVC 150.0 False 0.000 0 0.00 0.000 False 0

343-588 Water Model.wtg Bentley Systems, Inc. Haestad Methods Solution Center WaterCAD

Appendix B Selections from References

C5.00

JOB NO:

DATE:

REVISIONS

DRAWN BY:

CO

NS

UL

TA

NT

S

No rth

C ou rt Av en ue

Tu cs on , A riz on a

0.

5.

ww w.

bw sa rc hs

.c om bw s

,7

Civil & Environmental Consultants, Inc. www.cecinc.com

555 E River Road

Ph: 520.321.4625

Suite 301 Tucson, AZ 85704

CI

VI

L Ci vi l &

E nv iro nm en ta l Co ns ul ta nt s

E.

R iv er R oa d, Tu cs on

, A Z

Ph on e:

(5

) 3

-4

ST

RU

CT

UR

AL

Tu rn er

S tru ct ur al E ng in ee rin g

N

. A lv er no n W ay

Tu cs on , A

Z

Ph on e:

(5

) 3

-3

LA

ND

SC

AP

E M cG an n

A ss oc ia te s

N O ra cl e Ro ad

Tu cs on , A

Z

Ph on e:

(5

) 2

-9

M

EC

H/

PL

UM

B/

FI

RE

Zo na

T ec hn ic al E ng in ee rin g

E

S pe ed wa y Bl vd

Tu cs on , A

Z

Ph on e:

(5

) 2

-2

EL

EC

TR

IC

AL

M

En gi ne er in g an d Te ch no lo gy

W . S un se t R d, Tu cs on

, A Z

Ph on e:

(5

) 2

-1

FL

EE

T W hi tm an , R eq ua rd t &

As so ci at es

S.

C ar ol in e St

Ba lti m or e, M ar yl an d

Ph on e:

(4

) 2

-3

Pi na l C ou nt y

FL

EE

T

SE

RV

IC

ES

No rth

B ow lin g

Ro ad

Fl or en ce

, A riz on a

10/30/2025 343-588

AJ

CONSTRUCTION DOCUMENTS

UTILITY PLAN

NORTH

PRIVATE WATER LINE CONSTRUCTION NOTES: PRIVATE ONSITE SEWER CONSTRUCTION NOTES:PUBLIC WATER LINE CONSTRUCTION NOTES:

10/28/2025

343588-P-SAN-MH2-MH5 PROFILE

C5.01

JOB NO:

DATE:

REVISIONS

DRAWN BY:

CO

NS

UL

TA

NT

S

No rth

C ou rt Av en ue

Tu cs on , A riz on a

0.

5.

ww w.

bw sa rc hs

.c om bw s

,7

Civil & Environmental Consultants, Inc. www.cecinc.com

555 E River Road

Ph: 520.321.4625

Suite 301 Tucson, AZ 85704

CI

VI

L Ci vi l &

E nv iro nm en ta l Co ns ul ta nt s

E.

R iv er R oa d, Tu cs on

, A Z

Ph on e:

(5

) 3

-4

ST

RU

CT

UR

AL

Tu rn er

S tru ct ur al E ng in ee rin g

N

. A lv er no n W ay

Tu cs on , A

Z

Ph on e:

(5

) 3

-3

LA

ND

SC

AP

E M cG an n

A ss oc ia te s

N O ra cl e Ro ad

Tu cs on , A

Z

Ph on e:

(5

) 2

-9

M

EC

H/

PL

UM

B/

FI

RE

Zo na

T ec hn ic al E ng in ee rin g

E

S pe ed wa y Bl vd

Tu cs on , A

Z

Ph on e:

(5

) 2

-2

EL

EC

TR

IC

AL

M

En gi ne er in g an d Te ch no lo gy

W . S un se t R d, Tu cs on

, A Z

Ph on e:

(5

) 2

-1

FL

EE

T W hi tm an , R eq ua rd t &

As so ci at es

S.

C ar ol in e St

Ba lti m or e, M ar yl an d

Ph on e:

(4

) 2

-3

Pi na l C ou nt y

FL

EE

T

SE

RV

IC

ES

No rth

B ow lin g

Ro ad

Fl or en ce

, A riz on a

10/30/2025 343-588

AJ

CONSTRUCTION DOCUMENTS

UTILITY PLAN

NORTH

PRIVATE ONSITE SEWER CONSTRUCTION NOTES:

10+00 11+00 12+00 13+00

1490 1490

MANHOLE 2 AND MANHOLE 5

DETAIL A

SEWER/WATER CROSSING DETAIL

DETAIL B

SEWER/WATER CROSSING DETAIL

DETAIL C

CHANNEL/PRIVATE WATER CROSSING DETAIL

DETAIL D

CHANNEL/PUBLIC WATER CROSSING DETAIL

10/28/2025

Arizona Flow Testing LLC

Arizona Flow Testing LLC 480-250-8154 www.azflowtest.com floyd@azflowtest.com

HYDRANT FLOW TEST REPORT

Project Name: Not Provided Project Address: Diversion Dam Road and Bowling Road, Florence, Arizona 85132 Client Project No: Not Provided Permit Number: FIRE-25-0013 Arizona Flow Testing Project No.: 25225 Date and Time flow test conducted: April 4, 2025 at 8:56 AM Data is current and reliable until: October 4, 2025 Conducted by: Floyd Vaughan – Arizona Flow Testing, LLC (480-250-8154) Witnessed by: Jennifer Peel-Davis – Florence Fire Dept. (520-496-7609)

Raw Test Data Data with 10 % Safety Factor

Static Pressure: 63.0 PSI Static Pressure: 56.7 PSI (Measured in pounds per square inch) (Measured in pounds per square inch)

Residual Pressure: 49.0 PSI Residual Pressure: 42.7 PSI (Measured in pounds per square inch) (Measured in pounds per square inch)

Pitot Pressure: 15.0 PSI (Measured in pounds per square inch) Approx. distance between hydrants: 1,420 Feet Diffuser Orifice Diameter: One 4-inch Hose Monster (Measured in inches) Main size: Not Provided

Coefficient of Diffusers: 0.7875

Flowing GPM: 1,456 GPM Flowing GPM: 1,456 GPM (Measured in gallons per minute)

GPM @ 20 PSI: 2,669 GPM GPM @ 20 PSI: 2,450 GPM

Flow Test Location North

Bowling Road Project Site

Diversion Dam Road and Bowling Road

Flow Fire Hydrant

Pressure Fire Hydrant

East Diversion Dam Road

Pinal County Youth Justice Center http://www.azflowtest.com/

U:\090160 - Pinal County Water System Upgrades\10Reports\10.03 Final Design Report\Design Report DS eDits 052610.doc

Design Report Page 1 March 2010

And Associated Firms

Pinal County Justice Complex Water System Infrastructure Upgrades Project No. EPS08009-69-A-1

Final Design Report

Table of Contents

Page

1.0 Introduction

2.0 Basis of Design

2.1 Domestic Flows

2.2 Future Domestic Flow Projections

2.3 Fire Flows

2.4 Water Quality

3.0 Detail Design

3.1 Justice Complex Water Supply

3.2 Treatment

3.2.1 Nanofiltration

3.2.2 NF Process

3.2.3 Equipment

3.3 Pretreatment System

3.3.1 Cartridge Filter

3.3.2 GAC Dechlorination

3.3.3 Anti-Scalant

3.4 Post treatment System

3.5 Blending System

3.6 Corrosion Inhibition

3.6.1 Equipment

3.6.2 Operation

3.7 Disinfection

3.8 Water Storage Tank

3.9 Booster Pump System

3.10 Hydropneumatic Tank

3.11 System Operation

3.11.1 Nanofiltration

3.11.2 Booster Pump System

3.11.3 Hydropneumatic Tank

3.12 Provisions for Build-out

4.0 Site Planning

4.1 Introduction

4.2 General Site Description

4.2.1 Water Treatment Facility Site Description

4.3 Site Design Constraints

4.3.1 Site Perimeter Wall

4.3.2 Site Features

4.3.3 Aesthetics

U:\090160 - Pinal County Water System Upgrades\10Reports\10.03 Final Design Report\Design Report DS eDits 052610.doc

Design Report Page 2 April 2010

And Associated Firms

Pinal County Justice Complex Water System Infrastructure Upgrades Project No. EPS08009-69-A-1

4.3.4 Site Access

4.4 Site Topography

4.5 Geotechnical Considerations

4.5.1 On-Site Soils

4.5.2 Geotechnical Recommendations

4.5.3 Drainage

4.5.4 Groundwater

4.6 Structural Design Criteria

4.6.1 Applicable Codes

4.6.2 General Service Loads

4.6.3 Soils and Foundations

4.6.4 Material Specifications and Design

5.0 Architectural Concepts

5.1 Introduction

5.2 Design References and Codes

5.3 Architectural Design Concepts

5.4 Building Material Concept

6.0 HVAC and Plumbing

6.1 General

6.2 System Design

6.3 Equipment Sizing

6.4 Plumbing Systems

7.0 Electrical System Planning

7.1 Introduction

7.2 Service Entrance Section

7.3 New APS Service

7.4 Standby Power

7.5 Equipment Configuration

8.0 Instrumentation and Control Systems Planning

8.1 System Architecture

8.2 Instruments

8.2.1 Process Flows

8.2.2 Tank Levels

8.2.3 Pressure

8.2.4 Analytical Instruments

9.0 Engineers Opinion of Probable Construction Cost

9.1.1 General

9.1.2 Civil and Site Work

9.1.3 Architectural

9.1.4 Electrical, Instrumentation & Controls

9.1.5 Adjustment Factors

10.0 Permitting

11.0 Summary

LIST OF TABLES

U:\090160 - Pinal County Water System Upgrades\10Reports\10.03 Final Design Report\Design Report DS eDits 052610.doc

Design Report Page 3

And Associated Firms

Pinal County Justice Complex Water System Infrastructure Upgrades Project No. EPS08009-69-A-1

Table 2-1 Peak Instantaneous Demands for Existing Facilities Table 2-2 Average Monthly Water Usage by Facility Table 2-3 Future Domestic Water Flows Table 2-4 Fire Flow Requirements Table 2-5 Fire Flow Test Results Table 2-6 Water Quality Data Table 2-7 Damaged Plumbing Fixture Analysis - Failure Mechanism Table 3-1 Nanofiltration Design Criteria Table 3-3 GAC Dechlorination Vessel Design Criteria Table 3-4 GAC Design Criteria Table 3-5 Anti-Scalant Design Criteria Table 3-6 Calcite Vessel Design Criteria Table 3-7 Calcite Media Design Criteria Table 3-8 Corrosion Inhibitor Dosing Design Criteria Table 3-9 Disinfection System Design Criteria Table 3-10 Water Treatment Facility – Summary of Storage Volume and Booster Pump Capacity

Requirements Table 3-11 Storage Tank Design Criteria Table 3-12 Booster System Table 3-13 Hydropneumatic Tank Table 4-1 Area Summary Table 7-1 Water Treatment Facility Load Calculations Table 9-1 Cost Estimate Table 9-2 Cost Estimate

LIST OF FIGURES

Figure 3-1 Fire Flow Schematic Figure 3-2 Nanofiltration System Schematic Figure 3-3 Blending System Schematic

LIST OF APPENDICES

Appendix A Water Quality and Material Testing

Appendix B Calculations

Appendix C Cost Estimates

Appendix D Equipment Cutsheets and Quotes

Appendix E Material Safety Data Sheets (MSDS)

Appendix F Meeting Notes

U:\090160 - Pinal County Water System Upgrades\10Reports\10.03 Final Design Report\Design Report DS eDits 052610.doc

Design Report Page 4

And Associated Firms

Pinal County Justice Complex Water System Infrastructure Upgrades

Appendix G Town of Florence Review Comments and Responses

1.0 Introduction

The Pinal County (County) Justice System Complex (Complex) is a group of County Facilities which includes the Superior Courthouse, Long Term Care Administrative Facility, Sheriff’s Office, Sheriff’s

Training Facility, Adult Detention Facility, Adult Detention Facility Expansion and Juvenile Detention

Facility. The future planned facilities within the Complex include the Pinal County Development

Services Building, the School Superintendent Administration Building, the Adult Detention Facility

Expansion and the Juvenile Detention Facility Expansion. The County Justice Complex is located in the

Town of Florence, within Pinal County, on approximately 100 acres, encompassed by AZ Route 79 on the west, East Diversion Dam Road on the south, North Bowling Road on the east and the north alignment of Jason Lopez Road on the north. Domestic (potable) and fire water for the Complex is supplied by the Town of Florence through a common supply line.

The Complex is experiencing two main problems with the water supply. First, the water supply pressure decreases significantly during periods of high water usage, and periods of zero pressure at top floors of certain buildings within the Complex have been observed. The County recognizes that during low pressure events, there will not be adequate pressure to the fire suppression/sprinkler system in the upper stories of the buildings during a fire event. This issue may pose a high liability for the County in case of a fire.

The second difficulty has been with numerous water leaks and water fixture failures attributed to the water hardness and pitting of copper piping and fixtures. The Adult Detention Facility has a remote water management system with hundreds of specialty valves that have been failing, requiring frequent and costly repairs.

The County intends to implement systems that will improve water supply pressure, address water hardness and reduce copper corrosion in order to minimize the County’s exposure to liability and provide increased service life of its assets. Damon S. Williams Associates, L.L.C. (DSWA) was

U:\090160 - Pinal County Water System Upgrades\10Reports\10.03 Final Design Report\Design Report DS eDits 052610.doc

Design Report Page 5

And Associated Firms

Pinal County Justice Complex Water System Infrastructure Upgrades Project No. EPS08009-69-A-1 contracted by the County to investigate these issues, and determine what steps the County may take to improve both the water quality and the water supply and pressure at the Justice Complex. This design report presents the details of the project alternative chosen during the conceptual design stage.

Alternative evaluations are fully described in the Conceptual Design Report (CDR) issued by DSWA in

August 2009. The alternative chosen by the County was based on the findings in the CDR, input from the Town of Florence, as well as additional design information that became available as the project has progressed.

2.0 Basis of Design

This section summarizes results of the research and investigation efforts that were necessary to establish a basis of design for the project. Subsequent sections describe process and equipment design developed to address both water supply and water quality issues for the Complex. The Basis of Design has been updated from the conceptual design, most notably in the peak flow rates.

2.1 Domestic Flows

The first project objective is to ensure an uninterrupted water supply at the design flow rate and design pressure. An initial step is to establish peak demands/pressures for the Complex. The peak instantaneous demand and associated pressure requirements were obtained from the Complex as-built drawings. Flows are based on the total fixture unit method as required by the International Plumbing

Code Section 604. Since the supply will be centralized, the demand is calculated for all the buildings collectively. That is, instead of adding the peak demand from each building, the sum of the fixture units for all buildings was used to calculate the combined peak demand for these facilities. All the pressures shown are at the main water supply lines for each facility, upstream of the existing meters and backflow preventers. The calculated demands and pressures are detailed in Table 2-1.

U:\090160 - Pinal County Water System Upgrades\10Reports\10.03 Final Design Report\Design Report DS eDits 052610.doc

Design Report Page 6

And Associated Firms

Pinal County Justice Complex Water System Infrastructure Upgrades

Table 2-1 Peak Instantaneous Demands for Existing Facilities

Facility Size/ floors

Fixture Units

Allotted Domestic

Water demand

Minimum Pressure Required

(sf) (gpm) (psig) Superior Courthouse 144,572

4 1,180 113 70

Sherriff's Office 38,044 2 359 34 70

Adult Detention Facility 121,200 4 1,750* 195 70

Adult Detention Expansion

177,022 6 3,650* 323 72

Training Facility 15,826 1 145 14 70

Juvenile Detention Facility

61,500 2 800 77 70

Long Term Care Administration Facility

26,000 1 96 9 60

Total 7,980 765** 72

* As-Built drawings indicated building demand in gpm, not fixture unit count. Fixture unit count shown is back calculated using IPC Table E103.

** Table E103 only goes up to 5,000 fixture units, to calculate gpm for 7,980 fixture units, the data was extrapolated from the last two data points on E103.

Average water consumption for the Complex is significantly smaller than the instantaneous peak demand. Water consumption data from water bills were used to determine the average daily water use.

The County provided data from year 2002 to December 2009. The average consumption for years 2008 and 2009 was used, since the data indicate a trend of increasing demand and not all the facilities were operating prior to 2008. Average monthly water usage for each facility is summarized in the Table 2-2.

U:\090160 - Pinal County Water System Upgrades\10Reports\10.03 Final Design Report\Design Report DS eDits 052610.doc

Design Report Page 7

And Associated Firms

Pinal County Justice Complex Water System Infrastructure Upgrades

Table 2-2 Average Monthly Water Usage by Facility

Sherriff’s Office

Superior Courthouse

Juvenile Detention Facility

Long Term Care

Administration Facility

Adult Detention Facility

Adult Detention Expansion

Irrigation Total (non

Irrigation)

(gal) (gal) (gal) (gal) (gal) (gal) (gal) (gal) Avg 10,480 92,560 88,751 7,352 1,270,792 1,539,694 143,852 3,009,630 Max 16,750 187,600 125,155 12,580 1,534,000 1,791,000 264,616 3,667,085

The total average monthly water consumption, excluding irrigation, is approximately 3 million gallons.

The peak monthly water consumption was slightly higher, at 3.7 million gallons. Average daily consumption for the peak month is estimated at 1/30 of this, or 120,000 gallons. This is the Complex water consumption rate used to determine the storage tank capacity described in subsequent sections of this report. The water usage for all the detention facilities accounts for 97% of the total non-irrigation demand. Since these facilities are near their inmate capacities, the total water use is not expected to increase greatly until additional detention facilities are constructed. Irrigation water is currently supplied through separate meters, and will not be supplied by the new County water supply system. The irrigation system does not experience problems with either the Town supply pressure or hardness.

2.2 Future Domestic Flow Projections

Several additional buildings are planned for the Complex. The anticipated water usage for detention facilities is projected to approximate the usage of similar existing buildings. The Development Services

Building and the School Superintendent Building demands are calculated based on the same demand per square foot that is currently used at the Superior Courthouse. These demands are summarized in Table

2-3.

U:\090160 - Pinal County Water System Upgrades\10Reports\10.03 Final Design Report\Design Report DS eDits 052610.doc

Design Report Page 8

And Associated Firms

Pinal County Justice Complex Water System Infrastructure Upgrades Project No. EPS08009-69-A-1

Table 2-3 Future Domestic Water Flows

Future Facilities Proposed Size

Proposed Height

Instantaneous PW demand

Projected Max Month Water Consumption

Data Source /

(sf) (floors) (gpm) (Gal) Calculation Adult Detention Expansion 120,000 6 200 1,500,000 Match Existing

Juvenile Detention Expansion 61,500 2 80 125,000 Match Existing

Development Services Building 120,000 4 95 156,000 Match Existing

School Superintendent Building 60,000 4 50 78,000 Match Existing

Total Future Facility Flows 425 1,859,000

Total including Existing Facilities 1,190 5,500,000

The current instantaneous demand for the Complex is established at 765 gpm at 72 psig in accordance with Table 2-1. The future instantaneous demand is anticipated at 1,190 gpm at 72 psig.

The instantaneous water supply requirement as calculated above is in compliance with the County building code – 2006 International Building Code. This requirement was compared with standard booster station design capacities for municipalities. When water supply demands for a region that includes many buildings are calculated, the total peak water demand is not calculated as the sum of the

Code derived demands of the individual buildings. Instead, it is calculated using the average demand

(historical or projected), and multiplying it by a peaking factor. The historical demand for the Justice

Complex is 120,000 gallons per day, or 83 gpm. If a peaking factor of 4.0 is used (The City of Phoenix for example uses 3.4) the peak demand would be 333 gpm. This is much lower than 765 gpm as determined by Code. The value determined for the design peak demand and thus the firm capacity of the Booster pump system is 800 gpm. This includes 650 gpm as the available peak domestic water demand, and 150 gpm for fire risers. The 650 gpm represents a peaking factor of 7.8 at current consumption rates, and 4.9 for projected consumption rates, both exceed standard design values, and provide the County with additional flow capacity to meet unforeseen peak flow requirements.

U:\090160 - Pinal County Water System Upgrades\10Reports\10.03 Final Design Report\Design Report DS eDits 052610.doc

Design Report Page 9

And Associated Firms

Pinal County Justice Complex Water System Infrastructure Upgrades Project No. EPS08009-69-A-1

2.3 Fire Flows

Fire flow requirements represent the largest instantaneous demand at the County Complex. These requirements are calculated based on applicable codes, however the requirements differ between the

Town’s code and the County’s adopted code, International Building Code (IBC) 2006. For the purpose of this report it was decided that when discrepancies existed, to follow the more stringent of the two.

For a hydrant flow, the Town’s requirements are followed, and for a fire riser flow to fire sprinklers, IBC 2006 requirements are followed. These requirements are summarized in Table 2-4.

Table 2-4 Fire Flow Requirements Town Requirement IBC Hydrant Flow / Pressure (gpm / psig) 2,500 / 20 1,500 / 20 Fire Riser Flow / Pressure (gpm / psig) 150 / 7 (Per IBC) 150 / 7 Duration (hours) 2 4 Total Fire Flow (gpm) 2,650 1,650 Total Fire Water Volume (gallons) 318,000 198,000

In order to assist the Town in assessing its existing capacity to supply the required flows and pressures and per the County request, DSWA provided flow and pressure requirements for the Complex. To determine this accurately, a hydraulic model of the Complex was developed, using the modeling software EPANET. A total flow of 3,300 gpm, which is sum of the peak domestic flow (800 gpm, which includes 150 gpm fire riser flow) and the hydrant flow (2,500 gpm) was modeled. The modeling results indicated that a pressure of approximately 84 psig would be required in the water main at the intersection of Diversion Dam Road and Highway 79. Further modeling was undertaken to predict the residual pressure at the Complex buildings when 5,000 gpm was supplied through a simplified model of the Town water supply piping. This is the sum of the peak domestic demand of the County, its neighbors to the north and south*, and 2,500 gpm hydrant demand. With the current piping, and with 72 psig at the Town booster pump station, the residual pressure at the Complex buildings was approximately 13 psig. These results suggest that infrastructure improvements are required by the Town before the design fire and instantaneous peak flows can be simultaneously supplied to the Complex.

*The peak demand of the neighboring facilities is estimated from their average water consumption. The Town indicated that the private jail to the north of the Complex currently uses approximately 9 million gallons per month, or 3 times the Complex consumption, and the private jail to the south of the Complex uses approximately 3 million

U:\090160 - Pinal County Water System Upgrades\10Reports\10.03 Final Design Report\Design Report DS eDits 052610.doc

Design Report Page 10

And Associated Firms

Pinal County Justice Complex Water System Infrastructure Upgrades Project No. EPS08009-69-A-1 gallons per month, equaling the Complex consumption. Thus if 500 gpm is the peak demand for the County complex, 500 gpm is the demand of the jail to the south, and 500 x 3, or 1,500 gpm is the demand of the jail to the north, resulting in a total of 2,500 gpm domestic peak demand, added to 2,500 gpm hydrant demand for a 5,000gpm total.

Field fire flow testing was performed by the Town of Florence Fire Department to determine the Town supply capacity at midday, when demand is normally high. The Town Fire Department was on site

March 05, 2009 between 11:00 and 11:40 am. Hydrant 1 is located directly west of the Long Term Care

Administration Facility, and was used to measure static and residual pressures. Hydrant 2 is located north of the Superior Courthouse along Jason Lopez Circle, and Hydrant 3 is located directly north east of the Sheriff’s Office. Table 2-5 presents the fire flow test results. The official test results were provided by the Town of Florence.

Table 2-5 Fire Flow Test Results

Static Pressure (psig)

Residual Pressure (psig) Flow(gpm)

Test Scenario Hydrant 1 Hydrant 1 Hydrant 1 Hydrant 2 Hydrant 3 1 73 51 0 920 0 2 73 34 0 712 712

The first scenario was to determine the maximum flow through a single fire hydrant (920 gpm). The second test scenario was used to determine the maximum flow through two hydrants simultaneously

(712 + 712 or 1,424 gpm). These fire flow test results represent the Town’s normal fire flow capacity during peak usage hours. As shown, the total fire capacity of 1,424 gpm is less than the 2,500 gpm specified by the Town Fire Department.