3-Exhibit C - Drainage Report - First Submittal.pdf

DRAINAGE REPORT

FIRST SUBMITTAL | OCTOBER 2025

TUCSON

555 E River Rd, Suite 301 Tucson, AZ 85704

PHOENIX

11811 N Tatum Blvd. Suite 3057 Phoenix, AZ 85028

PINAL FLEET SERVICES

FLORENCE, ARIZONA

PREPARED FOR:

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

Employee-owned

PREPARED BY:

CEC Project No. 343-588

TEMPE

1910 W University Drive, Suite 203 Tempe, AZ 85281 AZ

10 28

Drainage Report: Pinal Fleet Services

CEC Project Number: 343-588 i

TABLE OF CONTENTS

I. INTRODUCTION

A. Site Location and Project Description

B. Purpose and Objectives

C. Development Requirements

D. Previous Studies

E. Long-Term Maintenance Responsibility

F. Required Permits

II. HYDROLOGY

A. Offsite

B. Onsite Existing

C. Onsite Proposed

III. HYDRAULICS

IV. EROSION PROTECTION

V. SUMMARY AND CONCLUSIONS

VI. REFERENCES

VII. FIGURES

1 Location Map

2 FEMA Map

3 Existing Site Map

4 Proposed Site Map

VIII. APPENDICES

A. Hydrologic Computations

B. Hydraulic Computations

C. Selections from References

D. Section 404 Information

10 28

Drainage Report: Pinal Fleet Services 1 of 7

I. INTRODUCTION

A. Site Location and Project Description

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, Pinal County Arizona. See

Figure 1.

The project consists of the development of an 11.6 acre fleet services center with a building footprint of approximately 75,000 square feet and associated parking area.

B. Purpose and Objectives

The purpose of this Drainage Report is to provide drainage information and design in support of the proposed development.

C. Development Requirements

Pinal County development requirements include retention of site generated discharges and maximum basin drain times of 36 hours. Since this project is a part of a larger development, the retention requirement will also be sized to accommodate the adjacent Pinal County Facilities Management (Pinal County

FM) to the southeast. Additionally, given the magnitude of volume required to be stored and the circumstances of space and fill volume throughout the site, the project will require a variance on the freeboard reducing the required one foot of freeboard down to 0.5 feet.

D. Previous Studies

No known previous drainage studies were found for this site. The adjacent Pinal

County Fleet Management building does have a drainage report, titled Drainage

Report Pinal County Facilities, dated March 2025. This report establishes the adjacent offsite discharge conveyed from the site onto the Fleet Services site.

E. Long-Term Maintenance Responsibility

The long-term maintenance is the responsibility of the property owner.

Drainage Report: Pinal Fleet Services 2 of 7

F. Required Permits

FEMA Firm Map 04021C0900E indicates that this site is partially located in a

Zone A area, or areas within the 0.2% annual chance floodplain, however a

LOMR was conducted in 2015 which indicates that the site is now in a Shaded

Zone X or regions that have a 1% or less chance of flooding in a given year

(LOMR included in Appendix C). Refer to Figure 2. There are no regulatory discharges (>100 cfs) within this site. A Flood Use Permit is not anticipated.

Should any portion of the site impact Waters of the US, construction will be required to comply with Nation Wide Permit 39. See Appendix D.

II. HYDROLOGY

Discharges were established using Maricopa’s DDMSW software. Drainage areas were delineated based on survey data and USGS topographic maps dated 2023.

Supporting documentation is included as Appendix A.

A. Offsite

Four watersheds were identified: WS-A thru D. A and B are strips of crowned roadway that send runoff west. WS-C is an adjacent parcel that conveys flow west via sheet flow and is to be developed into a management facility with impervious parking lots and structures. WS-D is another parcel located west of the project which was delineated to show that no offsite flow from it is discharged onto the site. No other offsite watersheds are identified. Any flow generated east of the site over the agricultural fields is generally retained within the fields and irrigation facilities and does not impact the site. Refer to Table 1 for a summary of offsite discharges.

Table 1- Offsite Discharge Summary Watershed (WS-

Area (ac) 100-Year

Discharge (cfs)

A 0.31 2.4

B 0.29 2.3

C* 4.72 32.9

D 5.85 46.3

Total 11.17 83.9

*Referenced from Drainage Report Pinal County Facilities (March 2025)

Drainage Report: Pinal Fleet Services 3 of 7

B. Onsite Existing

The existing site divides into three drainage areas, DA-E thru G. The flow pattern is local sheet flow on mild slopes which conveys the flow in an east to west direction. The site is gently sloped and relatively flat, it is approximately 11.63 acres with negligible vegetative cover. Table 2 summarizes the existing on-site drainage areas. See Figure 3 for existing conditions.

Table 2- Onsite Existing Discharge Summary Drainage Area

(DA-__)

Area (ac) 100-Year

Discharge (cfs)

E 6.20 10.00

F 1.57 3.20

G 3.86 6.00

Total 11.63 19.20

C. Onsite Proposed

Under proposed conditions, seven drainage areas were identified, DA-H thru DA-

N. These drainage areas comprise of commercial land with structures and parking lots with small landscaped areas. The development increases the site generated discharge by 62.8 cfs. Refer to Table 3 for a summary of the proposed discharges.

See Figure 4 for the proposed conditions.

Table 3- Onsite Proposed Discharge Summary Drainage Area

(DA-__)

Area (ac) 100-Year

Discharge (cfs)

H 4.86 38.4

I 1.39 11.0

J 0.80 3.3

K 0.36 2.9

L 1.43 11.3

M 1.93 8.1

N 0.88 7.0

Total 11.65 82.0

Drainage Report: Pinal Fleet Services 4 of 7

III. HYDRAULICS

The scheme of flow for the development will be to continue sending stormwater from east to west. This will be accomplished using grading, channels, curb openings, and the use of a storm drain network to convey flow to an onsite basin.

This basin (Basin A) is sized to accommodate flow from the site and the adjacent

Pinal County FM, which will have its temporary basin demolished to make way for the fleet services parking lot. See Appendix B for Hydraulic Calculations.

Water Harvesting Basins

Seven water harvesting basins will be located throughout the site. Their purpose is to reduce the impervious area of the site and store some of the site generated discharge in an effort to contain a portion of the total volume generated by the development. The maximum depth across these basins will be no greater than nine inches. Security fencing will be installed around the property meaning that the majority of the water harvesting basins will be fragmented and overflow into each other. Water Harvesting Basins (WHB-__) 5, 6, and 7 are lined up in sequence, Basin 5 will overflow into 6, and 6 will overflow into 7, and then 7 into

Basin A when their storage capacities are exceeded. Additionally, when WHB-4 overflows, the site grading and the placement of curb openings will enable the excess flow to drain into Basin A. WHB-1 thru 3 will drain into the storm drain network to Basin A.

Storm Drain

A simple storm drain network includes two grate inlets collecting offsite flow from Pinal Facilities Management and some impervious runoff from a portion of the parking lot and rooftop of the Fleet Services site. The purpose of this storm drain network is to assist moving the onsite generated stormwater from the east end of the site into Basin A. It is designed with a diameter of 30” to help convey

37.9 cfs (which is the sum of DA-L, DA-N, and offsite flow). The storm drain was analyzed using StormCAD 2024. The grate inlets will assume the 2’x3’ configuration sized with a factor of safety of 1.5 by assuming 50% clogging.

Retention Basin

Basin A will be positioned in the southwestern corner of the property. This basin is intended to fully retain the entire 100-year 2-hour onsite flow from this project and also the 100-year 2-hour offsite flow generated by the neighboring WS-C

(Pinal County FM). There will be no proposed discharge from this development.

Such a requirement means that Basin A will be sized to store 138,869 cubic feet of water, resulting in a water surface elevation of 1481.50’, leaving six inches of freeboard between the water surface elevation and the top of grade (1482.00’).

See Table 4, next page.

Drainage Report: Pinal Fleet Services 5 of 7

Table 4 - Basin Summary Basin Volume

Required (cu ft)

Water

Surface

Elevation

(ft)

Basin

Capacity (cu ft)

# of

Drywells

Drain Time

(hrs)

A 129,495 1481.50 132,973 2 36.0

Should the basin overflow, the northwest corner will serve as the emergency discharge point. A weir will be present at said point to control the overflow as it leaves the basin. Additionally, a riprap apron will be recommended to be placed along the weir to reduce any erosion in such an event.

Curb Openings

Nineteen curb openings are proposed for the development and were sized with the use of FlowMaster 2024. The purpose of these curb openings is to pass flow along from impervious areas into basins along the site. Openings 1-19 have been sized with a factor of safety of 1.5. Table 5 below provides a summary of project curb openings.

Table 5- Curb Opening Summary Curb Opening

(CO-_)

100-Year

Discharge (cfs)

Minimum

Opening

Length (ft)

1 6.0 8.4

2 0.7 1.1

3 5.4 7.7

4 6.7 9.5

5 2.0 2.9

6 2.1 3.0

7 4.7 6.6

8 4.9 6.9

9 2.2 3.2

10 4.8 6.8

11 4.5 6.3

12 1.5 2.1

13 6.1 8.7

14 17.1 24.0

15 0.8 1.2

16 3.5 5.0

17 12.0 16.8

18 19.0 27.0

19 4.5 6.3

Drainage Report: Pinal Fleet Services 6 of 7

IV. EROSION PROTECTION

The recommended erosion protection includes dumped or hand placed riprap on slopes 3:1 and steeper, with slopes steeper than 2:1 being grouted. Recommended rock median diameter (D50) is 6 inches. Specific areas include the outlet of the curb openings, the three spillways from the parking lot into Basin A, with a minimum extent of protection of 5 feet from the toe of slope. Table 6 provides a typical riprap gradation range for use with this project.

Table 6- Riprap Gradation

%Passing Size 100-90 2.00*D50

85-70 1.50*D50

50-30 1.00*D50

15-5 0.67*D50

5-0 0.33*D50

V. SUMMARY AND CONCLUSIONS

The site is located at the northwest corner of Bowling Rd and Diversion Dam Rd, in Florence, Arizona and consists of the development of a fleet services center to be used by Pinal County. Shallow sheet flow is apparent over the existing site.

Said flow will be managed with grading, a storm drain network, curb openings, and water harvesting basins in conjunction with a newly proposed basin. These changes are intended to store the 100-year 2-hour design storm volume of onsite and offsite impacting discharges. The drainage scheme is prepared in accordance with County Standards intended to minimize adverse impacts to adjacent properties.

Drainage Report: Pinal Fleet Services 7 of 7

VI. REFERENCES

1. Drainage Design Manual for Maricopa County, Arizona. Maricopa County Flood

Control District. August 22, 2018.

2. Drainage Report - Pinal County Facilities for Pinal County, Arizona. Civil &

Environmental Consultants, Inc. March, 2025.

3. Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map;

04021C0900E. Effective Date December 4, 2007.

4. National Resources Conservation Service. Web Soil Survey, National

Cooperative Soil Survey

5. Pinal County Drainage Manual Volume I Design Criteria. Pinal County. August

2004.

6. Pinal County Drainage Manual Volume II Design Methodology and Procedures.

Pinal County. August 2004.

Civil & Environmental Consultants, Inc.

www.cecinc.com

555 E River Road Suite 301

Tucson, AZ 85704

Ph: 520.321.4625

Consultants, Inc.

www.cecinc.com

555 E River Road Suite 301

Tucson, AZ 85704

© 2025 Microsoft Corporation © 2025 Maxar ©CNES (2025) Distribution Airbus DS © 2025 Microsoft Corporation © 2025 Maxar ©CNES (2025) Distribution Airbus DS

Consultants, Inc.

555 E River Road Suite 301 Tucson, AZ 85704 www.cecinc.com

© 2025 Microsoft Corporation © 2025 Maxar ©CNES (2025) Distribution Airbus DS © 2025 Microsoft Corporation © 2025 Maxar ©CNES (2025) Distribution Airbus DS

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V.

E.

V.

E.V.E.V.E.V.E.V.

Civil & Environmental Consultants, Inc.

555 E River Road Suite 301 Tucson, AZ 85704

Appendix A Hydrologic Computations

Drainage Area Summary

Project Name:

Project #:

Onsite Existing

Drainage

Area Area (ac) Tc (min)

Land Use

Code Kb Value

Runoff

Coefficient Q100 (cfs)

100-Yr 2-Hr

Volume (cu.ft.)

E 6.20 9.7 750 0.070 0.25 10.00 13,504

F 1.57 5.0 750 0.077 0.25 3.20 3,419

G 3.86 10.3 750 0.072 0.25 6.00 8,407

Totals 11.63 - - - - 19.20 25,330

Onsite Proposed

Drainage

Area Area (ac) Tc (min)

Land Use

Code Kb Value

Runoff

Coefficient Q100 (cfs)

100-Yr 2-Hr

Volume (cu.ft.)

H 4.95 5.0 2002 0.036 0.95 39.1 40,968

I

1.55 - - - 0.95 12.2 12,828

J 0.79 5.0 2001 0.041 0.50 3.3 3,441

K

0.37 - - - 0.95 2.9 3,062

L

1.38 - - - 0.95 10.9 11,421

M 1.93 5.0 2001 0.038 0.50 8.1 8,407

N

0.68 - - - 0.95 5.4 5,628

Totals 11.65 - - - - 81.9 85,757 Note: Discharges based on discharge to area ratio calculated with DDMSW 'DA-H' (7.90 cfs/ac)

Offsite Existing

Watershed Area (ac) Tc (min) Land Use

Code Kb Value

Runoff

Coefficient Q100 (cfs)

100-Yr 2-Hr

Volume (cu.ft.)

A 0.31 5 2002 0.045 0.95 2.4 2,692

B

0.29 - - - - 2.3 2,526

C

4.72 - - - - 32.9 41,121

D 5.85 12 750 0.066 0.25 46.3 50,965

Totals 11.17 - - - - 83.9 97,304 Note: Discharges based on discharge to area ratio calculated with DDMSW 'WS-A' (7.77 cfs/ac)

Note: Discharge referenced from Pinal Fleet Management Site Drainage Report (2024)

Pinal Fleet

343-588

Sub Areas

Drainage

Area Area (ac) Tc (min)

Land Use

Code Kb Value

Runoff

Coefficient Q100 (cfs)

100-Yr 2-Hr

Volume (cu.ft.)

A.1

0.18 - - - - 1.4 1,568

A.2

0.12 - - - - 0.9 1,045

H.1

0.59 - - - - 4.7 5,140

H.2

0.62 - - - - 4.9 5,401

H.3

0.61 - - - - 4.8 5,314

H.4

0.28 - - - - 2.2 2,439

H.5

1.96 - - - - 15.5 17,076

I.1

0.57 - - - - 4.5 4,966

I.2

0.19 - - - - 1.5 1,655

I.3

0.28 - - - - 2.2 2,439

I.4

0.49 - - - - 3.9 4,269

K.1

0.10 - - - - 0.8 871

K.2

0.27 - - - - 2.1 2,352

L.1

0.63 - - - - 5.0 5,489

L.2

0.09 - - - - 0.7 784

L.3

0.16 - - - - 1.3 1,394

L.4

0.25 - - - - 2.0 2,178

N.1

0.26 - - - - 2.1 2,265

N.2

0.31 - - - - 2.4 2,701 Note: Discharges based on discharge to area ratio calculated with DDMSW 'DA-H' (7.90 cfs/ac)

1Page 9/18/2025

Flood Control District of Maricopa County Drainage Design Management System

SUB BASINS

Project Reference: 343-588

KbSlope (ft/mi)

DSGEUSGELength (ft)

Sub Basin DataArea ID Sub Basin Hydrology Summary

100 Year50 Year25 Year10 Year5 Year2 Year Area

(acres)

Major Basin ID: 01

WS-A 87.000.310 0.001.00 0.043

i (in/hr)

Tc (min)

Volume (ac-ft)

CA (ac)

Q (cfs)

C

1.0 1.3 1.5 1.9 2.1

0.95 0.95 0.95 0.95 0.95

0.29 0.29 0.29 0.29 0.29

3.28 4.43 5.30 6.49 7.39

5 5 5 5 5

0.0235 0.0313 0.0372 0.05160.0453

8.32

0.0580

0.29

0.95

2.460.7

WS-C 545.004.720 0.004.00 0.036

i (in/hr)

Tc (min)

Volume (ac-ft)

CA (ac)

Q (cfs)

C

12.1 17.4 21.5 27.2 31.5

0.95 0.95 0.95 0.95 0.95

4.48 4.48 4.48 4.48 4.48

2.70 3.89 4.80 6.08 7.04

9 7 7 6 6

0.3629 0.4838 0.5753 0.79710.7000

8.05

0.8967

4.48

0.95

36.138.8

WS-D 397.005.850 0.004.00 0.035

i (in/hr)

Tc (min)

Volume (ac-ft)

CA (ac)

Q (cfs)

C

14.4 20.3 24.8 33.4 41.1

0.80 0.80 0.80 0.88 0.95

4.68 4.68 4.68 5.15 5.56

3.07 4.33 5.30 6.49 7.39

6 5 5 5 5

0.3791 0.5054 0.6010 0.98920.8047

8.32

1.1129

5.56

0.95

46.353.2

DA-E 852.006.200 0.009.00 0.069

i (in/hr)

Tc (min)

Volume (ac-ft)

CA (ac)

Q (cfs)

C

2.6 3.8 4.7 6.5 8.4

0.20 0.20 0.20 0.22 0.24

1.24 1.24 1.24 1.36 1.49

2.08 3.03 3.76 4.79 5.61

15 13 12 11 10

0.1004 0.1339 0.1592 0.26510.2125

6.47

0.3103

1.55

0.25

10.055.8

* Non default value or value out of range (SubBasins.rpt - Version: 6.8.0)

2Page 9/18/2025

Drainage Design Management System

SUB BASINS

Project Reference: 343-588

KbSlope (ft/mi)

DSGEUSGELength (ft)

Sub Basin DataArea ID Sub Basin Hydrology Summary

100 Year50 Year25 Year10 Year5 Year2 Year Area

(acres)

Major Basin ID: 01

DA-F 76.001.570 0.001.00 0.077

i (in/hr)

Tc (min)

Volume (ac-ft)

CA (ac)

Q (cfs)

C

1.0 1.4 1.6 2.3 2.8

0.20 0.20 0.20 0.22 0.24

0.31 0.31 0.31 0.35 0.38

3.28 4.43 5.30 6.49 7.39

5 5 5 5 5

0.0251 0.0335 0.0398 0.06760.0547

8.32

0.0781

0.39

0.25

3.269.5

DA-G 855.003.850 0.008.00 0.072

i (in/hr)

Tc (min)

Volume (ac-ft)

CA (ac)

Q (cfs)

C

1.5 2.2 2.8 4.0 5.0

0.20 0.20 0.20 0.22 0.24

0.77 0.77 0.77 0.85 0.92

2.01 2.90 3.64 4.65 5.44

16 14 13 12 11

0.0624 0.0832 0.0989 0.16370.1328

6.26

0.1922

0.96

0.25

6.049.4

DA-H 544.004.950 0.007.00 0.036

i (in/hr)

Tc (min)

Volume (ac-ft)

CA (ac)

Q (cfs)

C

13.9 19.7 24.3 30.3 34.7

0.95 0.95 0.95 0.95 0.95

4.70 4.70 4.70 4.70 4.70

2.95 4.19 5.16 6.45 7.39

7 6 6 5 5

0.3807 0.5076 0.6036 0.83620.7344

8.32

0.9408

4.70

0.95

39.167.9

DA-M 462.001.930 0.006.00 0.038

i (in/hr)

Tc (min)

Volume (ac-ft)

CA (ac)

Q (cfs)

C

2.3 3.3 4.0 5.5 6.9

0.40 0.40 0.40 0.44 0.48

0.77 0.77 0.77 0.85 0.93

3.02 4.26 5.24 6.49 7.39

7 6 5 5 5

0.0624 0.0832 0.0989 0.16550.1328

8.32

0.1942

0.97

0.50

8.168.6

3Page 9/18/2025

Drainage Design Management System

SUB BASINS

Project Reference: 343-588

KbSlope (ft/mi)

DSGEUSGELength (ft)

Sub Basin DataArea ID Sub Basin Hydrology Summary

100 Year50 Year25 Year10 Year5 Year2 Year Area

(acres)

Major Basin ID: 01

DA-J 40.000.790 0.001.00 0.041

i (in/hr)

Tc (min)

Volume (ac-ft)

CA (ac)

Q (cfs)

C

1.0 1.4 1.7 2.3 2.8

0.40 0.40 0.40 0.44 0.48

0.32 0.32 0.32 0.35 0.38

3.28 4.43 5.30 6.49 7.39

5 5 5 5 5

0.0259 0.0346 0.0411 0.06760.0547

8.32

0.0801

0.40

0.50

3.3132.0

9/18/2025Page 1

Drainage Design Management System

LAND USE

Project Reference: 343-588

Land Use Code Area (acres)

Area

2 Year 5 Year 10 Year 25 Year 50 Year 100 Year

Runoff Coefficient CKb Description

Major Basin ID: 01

2001 0.7800 100.0 0.041 0.40 0.40 0.44 0.40 0.48 0.50 Landscaping w/o impervious under treatment

2001 1.9300 100.0 0.038 0.40 0.40 0.44 0.40 0.48 0.50 Landscaping w/o impervious under treatment

2002 4.8300 100.0 0.036 0.95 0.95 0.95 0.95 0.95 0.95 Pavement and Rooftops

2002 0.3100 100.0 0.043 0.95 0.95 0.95 0.95 0.95 0.95 Pavement and Rooftops

2002 4.7200 100.0 0.036 0.95 0.95 0.95 0.95 0.95 0.95 Pavement and Rooftops

300 5.8500 100.0 0.035 0.80 0.80 0.88 0.80 0.95 0.95 General Industrial (Industrial where no detail available)

750 6.2000 100.0 0.069 0.20 0.20 0.22 0.20 0.24 0.25 Agriculture

750 1.5700 100.0 0.077 0.20 0.20 0.22 0.20 0.24 0.25 Agriculture

750 3.8500 100.0 0.072 0.20 0.20 0.22 0.20 0.24 0.25 Agriculture

(LandUseData.rpt - Version: 6.8.0)* Non default value

9/18/2025Page 1

Duration

Flood Control District of Maricopa County Drainage Design Management System

RAINFALL DATA

Project Reference: 343-588

2 Yr 5 Yr 10 Yr 25 Yr 50 Yr 100 Yr

Rain ID: DEFAULT Method: NOAA14

5 MIN 0.273 0.369 0.442 0.541 0.616 0.693

10 MIN 0.415 0.561 0.672 0.823 0.938 1.055

15 MIN 0.515 0.696 0.833 1.020 1.162 1.308

30 MIN 0.693 0.937 1.122 1.374 1.565 1.761

1 HOUR 0.858 1.160 1.389 1.700 1.937 2.180

2 HOUR 0.972 1.296 1.541 1.875 2.135 2.402

3 HOUR 1.038 1.362 1.616 1.973 2.253 2.550

6 HOUR 1.238 1.581 1.854 2.231 2.527 2.834

12 HOUR 1.424 1.799 2.093 2.496 2.806 3.124

24 HOUR 1.646 2.130 2.515 3.050 3.468 3.904

(Rainfall.rpt - Version: 6.8.0)

33.042066, -111.372340: Tile ID 373671

Appendix B Hydraulic Computations

Retention Basin Sizing

Project Name:

Project #:

Calculate Retention Volume Requirement

Pinal County Requirement: 100-Year 2-Hour Retention Volume

Basin # Contributory

Drainage Area

Area (ac) 100-Runoff Coefficient

100-yr 2-hr Precip (in)

Required Volume

(cuft)

Provided Volume

(cuft)

Drain time (2 drywells @ 0.5 cfs)

H 5.05 0.95 41796 J 0.78 0.50 3398 M 1.93 0.50 8407 N 0.51 0.95 4221 O 0.55 0.95 4552 I 1.00 0.95 8276 K 0.46 0.95 3807 L 1.33 0.95 11008

WS-A 0.31 0.95 2566

WS-B 0.29 0.95 2400

WS-C 4.72 0.95 39065

Totals - 16.93 - - 129495 132973 35.97 Precip data from NOAA 14 Atlas

Calculate WHB Contribution

WHB #

Contributory

Drainage Area

Area (ac) Provided Volume

(cuft) 6 & 7 K 0.46 2092 1 & 2 L 1.33 5896

Totals - 1.79 7988 Precip data from NOAA 14 Atlas

A 132973 35.97

Pinal Facilites/FLEET 343-588

2.40

P:\340-000\343-588\-Calculations\Drainage\Hydraulics\343-588 Basin Sizing.xls 9/10/2025

Project: 343-588 Pinal Fleet Basin Description:

Contour Contour Depth IncrementalCumulativeIncrementalCumulative Elevation Area (ft) Volume Volume Volume Volume

(sq. ft) Avg. EndAvg. End Conic Conic

(cu. ft) (cu. ft) (cu. ft) (cu. ft)

1,478.00 29,725.23 N/A N/A 0 N/A 0 1,478.10 29,982.76 0.1 2985 2985 2985 2985 1,478.20 30,259.83 0.1 3012 5998 3012 5998 1,478.30 30,536.37 0.1 3040 9037 3040 9037 1,478.40 30,812.37 0.1 3067 12105 3067 12105 1,478.50 31,087.84 0.1 3095 15200 3095 15200 1,478.60 31,362.77 0.1 3123 18322 3123 18322 1,478.70 31,637.17 0.1 3150 21472 3150 21472 1,478.80 31,911.28 0.1 3177 24650 3177 24650 1,478.90 32,187.18 0.1 3205 27855 3205 27855 1,479.00 32,464.90 0.1 3233 31087 3233 31087 1,479.10 32,742.53 0.1 3260 34348 3260 34348 1,479.20 33,019.87 0.1 3288 37636 3288 37636 1,479.30 33,296.93 0.1 3316 40952 3316 40951 1,479.40 33,573.70 0.1 3344 44295 3344 44295 1,479.50 33,850.18 0.1 3371 47666 3371 47666 1,479.60 34,126.37 0.1 3399 51065 3399 51065 1,479.70 34,402.28 0.1 3426 54492 3426 54491 1,479.80 34,678.41 0.1 3454 57946 3454 57945 1,479.90 34,957.50 0.1 3482 61427 3482 61427 1,480.00 35,452.91 0.1 3521 64948 3520 64948 1,480.10 37,115.93 0.1 3628 68576 3628 68576 1,480.20 38,952.69 0.1 3803 72380 3803 72379 1,480.30 42,150.76 0.1 4055 76435 4054 76433 1,480.40 43,086.16 0.1 4262 80697 4262 80695 1,480.50 43,905.94 0.1 4350 85046 4350 85044 1,480.60 44,769.12 0.1 4434 89480 4434 89478 1,480.70 45,659.03 0.1 4521 94002 4521 93999 1,480.80 46,505.30 0.1 4608 98610 4608 98607 1,480.90 47,269.07 0.1 4689 103299 4689 103296 1,481.00 47,981.50 0.1 4763 108061 4762 108059 1,481.10 48,703.58 0.1 4834 112895 4834 112893 1,481.20 49,438.14 0.1 4907 117802 4907 117800 1,481.30 50,185.17 0.1 4981 122784 4981 122781 1,481.40 50,944.68 0.1 5056 127840 5056 127837 1,481.50 51,716.67 0.1 5133 132973 5133 132970 1,481.60 52,501.12 0.1 5211 138184 5211 138181 1,481.70 53,298.05 0.1 5290 143474 5290 143471 1,481.80 54,107.44 0.1 5370 148844 5370 148841 1,481.90 54,929.32 0.1 5452 154296 5452 154293 1,482.00 53,204.66 0.1 5407 159703 5406 159700 1,482.00 2,589.78 0 0 159703 0 159700

BASIN A STAGE STORAGE TABLE

Generic Weir (343-588.fm8) Flow Area

(ft²) Headwater

Height Above Crest (ft)

Crest Length (ft)

Weir Coefficient (ft^(1/2)/s)

Crest Elevation (ft)

Headwater Elevation

(ft)

Discharge (cfs)

Solve ForLabel

2.80.505.63.000.000.506.00 Headwater Elevation

Curb Opening - 1

0.30.480.73.000.000.480.70 Headwater Elevation

Curb Opening - 2

2.50.505.13.000.000.505.40 Headwater Elevation

Curb Opening - 3

3.20.506.33.000.000.506.70 Headwater Elevation

Curb Opening - 4

0.90.501.93.000.000.502.00 Headwater Elevation

Curb Opening - 5

1.00.502.03.000.000.502.10 Headwater Elevation

Curb Opening - 6

2.20.504.43.000.000.504.70 Headwater Elevation

Curb Opening - 7

2.30.504.63.000.000.504.90 Headwater Elevation

Curb Opening - 8

1.00.502.13.000.000.502.20 Headwater Elevation

Curb Opening - 9

2.30.504.53.000.000.504.80 Headwater Elevation

Curb Opening -

2.10.504.23.000.000.504.50 Headwater Elevation

Curb Opening -

0.40.480.83.000.000.480.80 Headwater Elevation

Curb Opening -

0.70.501.43.000.000.501.50 Headwater Elevation

Curb Opening -

2.90.505.83.000.000.506.10 Headwater Elevation

Curb Opening -

1.60.503.33.000.000.503.50 Headwater Elevation

Curb Opening -

5.60.5011.23.000.000.5012.00 Headwater Elevation

Curb Opening -

9.00.5018.03.000.000.5019.00 Headwater Elevation

Curb Opening -

Page 1 of 327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666

9/18/2025

FlowMaster [10.03.00.03]Bentley Systems, Inc. Haestad Methods Solution Center343-588.fm8

CURB OPENINGS

Flow Area

(ft²) Headwater

Height Above Crest (ft)

Crest Length (ft)

Weir Coefficient (ft^(1/2)/s)

Crest Elevation (ft)

Headwater Elevation

(ft)

Discharge (cfs)

Solve ForLabel

8.00.5016.03.000.000.5017.10 Headwater Elevation

Curb Opening -

2.10.504.23.000.000.504.50 Headwater Elevation

Curb Opening -

MessagesNotesTop Width (ft)

Wetted Perimeter

(ft)

Velocity (ft/s)

DA-L.1

5.606.62.13

DA-L.2

0.701.72.08

DA-N.1 and N.2

5.106.12.12

DA-L.3+N.2+N.1

6.307.32.12

DA-L.4

1.902.92.12

DA-N.12.003.02.11

DA-H.14.405.42.13

DA-H.24.605.62.12

DA-H.42.103.12.11

DA-H.3

4.505.52.13

DA-I.14.205.22.13

DA-K.10.801.82.08

DA-I.2

1.402.42.13

DA-I.3 I.45.806.82.12

DA-K.23.304.32.12

WS-C11.2012.22.13

WS-C18.0019.02.12

Page 2 of 327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666

9/18/2025

FlowMaster

MessagesNotesTop Width

(ft) Wetted

Perimeter (ft)

Velocity (ft/s)

WS-C16.0017.02.13

N.2 + WHB-3

flow

4.205.22.13

Page 3 of 327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666

9/18/2025

FlowMaster

Parking Lot S Section

Project Description

Manning Formula

Friction Method

Normal DepthSolve For

Input Data ft/ft0.005Channel Slope cfs19.00Discharge

Section Definitions

Elevation (ft)

Station (ft)

1,483.520+00

1,483.100+01

1,483.000+05

1,482.900+12

1,483.000+71

1,483.801+53

Roughness Segment Definitions

Roughness CoefficientEnding StationStart Station

0.030(1+53, 1,483.80)(0+00, 1,483.52)

Options

Pavlovskii's Method

Current Roughness Weighted Method

Pavlovskii's Method

Open Channel Weighting Method

Pavlovskii's Method

Closed Channel Weighting Method

Results in3.2Normal Depth

0.030Roughness Coefficient ft1,483.17Elevation

1,482.9 to 1,483.8 ft

Elevation Range ft²16.5Flow Area ft87.6Wetted Perimeter in2.3Hydraulic Radius ft87.61Top Width in3.2Normal Depth in2.2Critical Depth ft/ft0.026Critical Slope ft/s1.15Velocity ft0.02Velocity Head ft0.29Specific Energy

0.468Froude Number

Page 1 of 427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666

9/18/2025

FlowMaster [10.03.00.03]

Bentley Systems, Inc. Haestad Methods Solution Center343-588.fm8

Results

SubcriticalFlow Type

GVF Input Data in0.0Downstream Depth ft0.0Length

0Number Of Steps

GVF Output Data in0.0Upstream Depth

N/AProfile Description ft0.00Profile Headloss ft/s0.00Downstream Velocity ft/s0.00Upstream Velocity in3.2Normal Depth in2.2Critical Depth ft/ft0.005Channel Slope ft/ft0.026Critical Slope

Page 2 of 427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666

9/18/2025

FlowMaster [10.03.00.03]

Parking Lot N Section

Manning Formula

Friction Method

Normal DepthSolve For

Input Data ft/ft0.005Channel Slope cfs15.50Discharge

Section Definitions

Elevation (ft)

Station (ft)

1,483.800+00

1,483.300+30

1,483.110+64

1,483.401+00

1,484.001+40

Roughness Segment Definitions

Roughness CoefficientEnding StationStart Station

0.030(1+40, 1,484.00)(0+00, 1,483.80)

Options

Pavlovskii's Method

Current Roughness Weighted Method

Pavlovskii's Method

Open Channel Weighting Method

Pavlovskii's Method

Closed Channel Weighting Method

Results in3.8Normal Depth

0.030Roughness Coefficient ft1,483.42Elevation

1,483.1 to 1,484.0 ft

Elevation Range ft²14.0Flow Area ft79.1Wetted Perimeter in2.1Hydraulic Radius ft79.05Top Width in3.8Normal Depth in2.7Critical Depth ft/ft0.026Critical Slope ft/s1.11Velocity ft0.02Velocity Head ft0.33Specific Energy

0.463Froude Number

SubcriticalFlow Type

Page 3 of 427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666

9/18/2025

FlowMaster [10.03.00.03]

GVF Input Data in0.0Downstream Depth ft0.0Length

0Number Of Steps

GVF Output Data in0.0Upstream Depth

N/AProfile Description ft0.00Profile Headloss ft/s0.00Downstream Velocity ft/s0.00Upstream Velocity in3.8Normal Depth in2.7Critical Depth ft/ft0.005Channel Slope ft/ft0.026Critical Slope

Page 4 of 427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666

9/18/2025

FlowMaster [10.03.00.03]

Worksheet for Inlet - 1/2

SpreadSolve For

Input Data cfs18.95Discharge

H:V0.010Left Side Slope

H:V0.010Right Side Slope ft3.00Bottom Width ft3.00Grate Width ft2.0Grate Length in0.0Local Depression in0.0Local Depression Width

P-50 mm (P-1 -7/8")

Grate Type

%50.0Clogging

Results ft3.0Spread in20.5Depth ft6.4Wetted Perimeter ft3.03Top Width ft²2.7Open Grate Area ft7.0Active Grate Weir Length

Page 1 of 327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666

9/18/2025

FlowMaster [10.03.00.03]

Worksheet for Basin A N Section

Manning Formula

Friction Method

Normal DepthSolve For

Input Data ft/ft0.005Channel Slope cfs13.61Discharge

Section Definitions

Elevation (ft)

Station (ft)

1,484.000+00

1,483.000+04

1,483.000+08

1,484.000+16

Roughness Segment Definitions

Roughness CoefficientEnding StationStart Station

0.030(0+16, 1,484.00)(0+00, 1,484.00)

Options

Pavlovskii's Method

Current Roughness Weighted Method

Pavlovskii's Method

Open Channel Weighting Method

Pavlovskii's Method

Closed Channel Weighting Method

Results in9.1Normal Depth

0.030Roughness Coefficient ft1,483.76Elevation

1,483.0 to 1,484.0 ft

Elevation Range ft²6.3Flow Area ft13.1Wetted Perimeter in5.8Hydraulic Radius ft13.01Top Width in9.1Normal Depth in6.6Critical Depth ft/ft0.018Critical Slope ft/s2.15Velocity ft0.07Velocity Head ft0.83Specific Energy

0.544Froude Number

SubcriticalFlow Type

Page 1 of 227 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666

9/18/2025

FlowMaster [10.03.00.03]

Worksheet for Basin A N Section in0.0Downstream Depth ft0.0Length

0Number Of Steps

GVF Output Data in0.0Upstream Depth

N/AProfile Description ft0.00Profile Headloss ft/s0.00Downstream Velocity ft/s0.00Upstream Velocity in9.1Normal Depth in6.6Critical Depth ft/ft0.005Channel Slope ft/ft0.018Critical Slope

Page 2 of 227 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666

9/18/2025

FlowMaster [10.03.00.03]

Worksheet for Basin A S Section

Manning Formula

Friction Method

Normal DepthSolve For

Input Data ft/ft0.005Channel Slope cfs39.70Discharge

Section Definitions

Elevation (ft)

Station (ft)

1,482.000+00

1,480.000+06

1,480.000+18

1,482.000+24

Roughness Segment Definitions

Roughness CoefficientEnding StationStart Station

0.030(0+24, 1,482.00)(0+00, 1,482.00)

Options

Pavlovskii's Method

Current Roughness Weighted Method

Pavlovskii's Method

Open Channel Weighting Method

Pavlovskii's Method

Closed Channel Weighting Method

Results in11.0Normal Depth

0.030Roughness Coefficient ft1,480.92Elevation

1,480.0 to 1,482.0 ft

Elevation Range ft²13.6Flow Area ft17.8Wetted Perimeter in9.1Hydraulic Radius ft17.52Top Width in11.0Normal Depth in7.9Critical Depth ft/ft0.016Critical Slope ft/s2.92Velocity ft0.13Velocity Head ft1.05Specific Energy

0.585Froude Number

SubcriticalFlow Type

Page 1 of 227 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666

9/18/2025

FlowMaster [10.03.00.03]

Worksheet for Basin A S Section in0.0Downstream Depth ft0.0Length

0Number Of Steps

GVF Output Data in0.0Upstream Depth

N/AProfile Description ft0.00Profile Headloss ft/s0.00Downstream Velocity ft/s0.00Upstream Velocity in11.0Normal Depth in7.9Critical Depth ft/ft0.005Channel Slope ft/ft0.016Critical Slope

Page 2 of 227 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666

9/18/2025

FlowMaster [10.03.00.03]

Scenario: Base

CO

-2

343-588.stsw Bentley Systems, Inc. Haestad Methods Solution

Center StormCAD

[24.00.00.25] 8/13/2025 76 Watertown Road, Suite 2D Thomaston, CT

06787 USA +1-203-755-1666

Profile Report

Engineering Profile - Profile - 1 (343-588.stsw)

1,475.00

1,480.00

1,485.00

1,490.00

-0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50

Station (ft)

E le v a ti o n ft

MH-5

Rim: 1,484.90 ft Invert: 1,479.15 ft

MH-4

Rim: 1,485.11 ft Invert: 1,479.36 ft

CB-2

Rim: 1,483.30 ft Invert: 1,479.51 ft

CB-1

Rim: 1,483.64 ft Invert: 1,479.86 ft

O-1 Rim: 1,481.50 ft Invert: 1,478.00 ft

CO-4: 173.9 ft @ 0.002 ft/ft Circle - 30.0 in

CO-3: 78.0 ft @ 0.002 ft/ft Circle - 30.0 in

CO-2: 105.9 ft @ 0.002 ft/ft Circle - 30.0 in CO-1: 154.6 ft @ 0.007 ft/ft

Circle - 30.0 in

343-588.stsw Bentley Systems, Inc. Haestad Methods Solution Center

StormCAD [24.00.02.21]

9/18/2025 76 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203- 755-1666

FlexTable: Conduit Table

ID Label Start Node Set Invert to Start?

Invert (Start) (ft)

Stop Node

40 CO-1 MH-5 True 1,479.15 O-1

41 CO-2 MH-4 True 1,479.36 MH-5

42 CO-3 CB-2 True 1,479.51 MH-4

43 CO-4 CB-1 True 1,479.86 CB-2

Set Invert to Stop?

Invert (Stop) (ft)

Has User Defined Length?

Length (User Defined)

(ft)

Length (Scaled) (ft)

Slope (Calculated)

(ft/ft)

True 1,478.00 False 154.6 0.007

True 1,479.15 False 105.9 0.002

True 1,479.36 False 78.0 0.002

True 1,479.51 False 173.9 0.002

Section Type Diameter (in)

Manning's n Flow (cfs)

Velocity (ft/s)

Depth (Out) (ft)

Circle 30.0 0.010 37.90 7.72 3.50

Circle 30.0 0.010 37.90 7.72 3.13

Circle 30.0 0.010 37.90 7.72 3.46

Circle 30.0 0.010 18.95 3.86 3.70

Capacity (Full Flow) (cfs)

Flow / Capacity (Design)

Depth (Normal) / Rise

Notes

45.99 82.4 69.2

23.74 159.7 (N/A)

23.38 162.1 (N/A)

23.92 79.2 67.2

343-588.stsw

Bentley Systems, Inc. Haestad Methods Solution Center

StormCAD [24.00.02.21]

9/18/2025 76 Watertown Road, Suite 2D Thomaston, CT

FlexTable: Catch Basin Table

ID Label Elevation (Ground)

(ft)

Set Rim to Ground

Elevation?

Elevation (Rim) (ft)

Elevation (Invert)

(ft)

46 CB-1 1,483.64 True 1,483.64 1,479.86

47 CB-2 1,483.30 True 1,483.30 1,479.51

Length (ft)

Width (ft)

Inlet Type Flow (Maximum in)

(cfs)

Inflow-Capture Curve

Capture Efficiency

(Calculated)

Full Capture <Collection: 0 items>

100.0

Full Capture <Collection: 0 items>

100.0

Flow (Captured) (cfs)

Hydraulic Grade Line (In)

(ft)

Spread / Top Width (ft)

Notes

0.00 1,483.43 0.0

0.00 1,483.21 0.0

343-588.stsw

Bentley Systems, Inc. Haestad Methods Solution Center

StormCAD [24.00.02.21]

9/18/2025 76 Watertown Road, Suite 2D Thomaston, CT

FlexTable: Manhole Table

(Ground)

(ft)

Set Rim to Ground

Elevation?

Elevation (Rim) (ft)

Bolted Cover?

37 MH-4 1,485.11 True 1,485.11 False

38 MH-5 1,484.90 True 1,484.90 False

Elevation (Invert in 1) (ft)

Flow (Total In) Flow (Total Out) (cfs)

Depth (Out) (ft)

Hydraulic Grade Line (Out)

(ft)

Headloss Method

1,479.36 37.90000152587

37.90 3.46 1,482.82 Absolute

1,479.15 37.90000152587

37.90 3.13 1,482.28 Absolute

Hydraulic Grade Line (In)

(ft)

Notes

1,482.82

1,482.28

343-588.stsw

Bentley Systems, Inc. Haestad Methods Solution Center

StormCAD [24.00.02.21]

9/18/2025 76 Watertown Road, Suite 2D Thomaston, CT

FlexTable: Outfall Table

(Ground) (ft)

Set Rim to Ground

Elevation?

Elevation (Invert)

(ft)

Boundary Condition Type

39 O-1 1,481.50 True 1,478.00 Free Outfall

Boundary Element

Elevation (User Defined

Tailwater) (ft)

Hydraulic Grade (ft)

Flow (Total Out) (cfs)

Notes

<None> 1,479.83 39.90

343-588.stsw Bentley Systems, Inc. Haestad Methods Solution

Center StormCAD

[24.00.00.25] 8/14/2025 76 Watertown Road, Suite 2D Thomaston, CT

Worksheet for WHB5 - WHB6 Weir

Crest LengthSolve For

Input Data cfs4.39Discharge ft0.50Headwater Elevation ft0.00Crest Elevation ft0.00Tailwater Elevation ft^(1/2)/s3.00Weir Coefficient

0Number Of Contractions

Results ft4.1Crest Length ft0.50 Headwater Height Above Crest ft0.00Tailwater Height Above Crest ft²2.1Flow Area ft/s2.12Velocity ft5.1Wetted Perimeter ft4.14Top Width

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

9/18/2025

FlowMaster [10.03.00.03]

Worksheet for WHB6 - WHB7 Weir

Crest LengthSolve For

Input Data cfs5.61Discharge ft0.50Headwater Elevation ft0.00Crest Elevation ft0.00Tailwater Elevation ft^(1/2)/s3.00Weir Coefficient

0Number Of Contractions

Results ft5.3Crest Length ft0.50 Headwater Height Above Crest ft0.00Tailwater Height Above Crest ft²2.6Flow Area ft/s2.12Velocity ft6.3Wetted Perimeter ft5.29Top Width

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

9/18/2025

FlowMaster [10.03.00.03]

Worksheet for WHB7 - Basin A Channel

Manning Formula

Friction Method

Bottom WidthSolve For

Input Data

0.020Roughness Coefficient ft/ft0.050Channel Slope in6.0Normal Depth cfs12.11Discharge

Results ft2.83Bottom Width ft²1.4Flow Area ft3.8Wetted Perimeter in4.4Hydraulic Radius ft2.83Top Width in9.9Critical Depth ft/ft0.011Critical Slope ft/s8.55Velocity ft1.14Velocity Head ft1.64Specific Energy

2.133Froude Number

SupercriticalFlow Type

GVF Input Data in0.0Downstream Depth ft0.0Length

0Number Of Steps

GVF Output Data in0.0Upstream Depth

N/AProfile Description ft0.00Profile Headloss ft/sInfinityDownstream Velocity ft/sInfinityUpstream Velocity in6.0Normal Depth in9.9Critical Depth ft/ft0.050Channel Slope ft/ft0.011Critical Slope

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

9/18/2025

FlowMaster [10.03.00.03]

Worksheet for Stormdrain 'Channel'

Manning Formula

Friction Method

Normal DepthSolve For

Input Data

0.030Roughness Coefficient ft/ft0.001Channel Slope

H:V3.000Left Side Slope

H:V3.000Right Side Slope ft5.00Bottom Width cfs14.30Discharge

Results in14.5Normal Depth ft²10.4Flow Area ft12.6Wetted Perimeter in9.9Hydraulic Radius ft12.24Top Width in6.7Critical Depth ft/ft0.018Critical Slope ft/s1.38Velocity ft0.03Velocity Head ft1.24Specific Energy

0.263Froude Number

SubcriticalFlow Type

GVF Input Data in0.0Downstream Depth ft0.0Length

0Number Of Steps

GVF Output Data in0.0Upstream Depth

N/AProfile Description ft0.00Profile Headloss ft/s0.00Downstream Velocity ft/s0.00Upstream Velocity in14.5Normal Depth in6.7Critical Depth ft/ft0.001Channel Slope ft/ft0.018Critical Slope

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

9/18/2025

FlowMaster [10.03.00.03]

Appendix C Selections from References

N

E.

V.

E.

V.

E.V.E.V.E.V.E.V.

BASIS OF ELEVATION

BASIS OF BEARING

ESTIMATED EARTHWORK

PINAL COUNTY FLEET SERVICES

GRADING AND DRAINAGE IMPROVEMENT PLANS

C0.00 COVER

C1.00 NOTES

C2.00 SITE PLAN

C3.00-C3.02 GRADING

C4.00 DRAINAGE PLAN

C4.01 DRAINAGE PROFILE

C5.00-C5.01 UTILITY PLAN

C6.00-C6.01 DETAILS

C7.00 SWPPP

C8.00-C8.01 RESULTS OF SURVEY

NORTH

COVER

LEGEND

C0.00

GRADE CERTIFICATION:

AS-BUILT CERTIFICATION:

DRAINAGE PLAN APPROVED:

APPROVED:

TOWN OF FLORENCE BENCHMARK

JOB NO:

DATE:

REVISIONS

DRAWN BY:

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

555 E River Road

Ph: 520.321.4625

Suite 301 Tucson, AZ 85704

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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

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Ro ad

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10/30/2025 343-588

AJ

CONSTRUCTION DOCUMENTS

LOCATION MAP

1 6

36 31

35 36

2 1

NORTH

E. RANCHVIEW RD.

E. BUTTE AVE.

N . B

O W

LI

N

G R

D

N . M

A

IN

S T.

SITE

N . P

IN

A

L P

A R

K W

A Y

A V

E

E. DIVERSION DAM RD.

10/28/2025

GENERAL CONSTRUCTION NOTES _ WATER MAIN CONSTRUCTION NOTES _

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.

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,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

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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

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H/

PL

UM

B/

FI

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Zo na

T ec hn ic al E ng in ee rin g

E

S pe ed wa y Bl vd

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(5

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TR

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

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(5

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S.

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10/30/2025 343-588

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CONSTRUCTION DOCUMENTS

C1.00

NOTES

E.

V.

E.

V.

E.V.E.V.E.V.E.V.

A C6.01

A C6.01

B C

6.

B C

6.

C C

6.

C C

6.

D C6.01

D C6.01

N B

O W

LI

N

G R

O A

D

SITE PLAN

NORTH

C2.00

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.

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,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

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Z

Ph on e:

(5

) 2

-2

EL

EC

TR

IC

AL

M

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

, A Z

Ph on e:

(5

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S.

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FL

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T

SE

RV

IC

ES

No rth

B ow lin g

Ro ad

Fl or en ce

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10/30/2025 343-588

AJ

CONSTRUCTION DOCUMENTS

LEGEND

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

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Z

Ph on e:

(5

) 2

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EL

EC

TR

IC

AL

M

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

, A Z

Ph on e:

(5

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-1

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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

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-3

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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

GRADING PLAN

NORTH

C3.00

M A

TC

H

LI

N

E S

H E

E T

C 3.

MATCHLINE SHEET C3.01

GRADING & DRAINAGE KEYNOTES:

GRADING & DRAINAGE CONSTRUCTION

NOTES

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

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Z

Ph on e:

(5

) 2

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EL

EC

TR

IC

AL

M

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

, A Z

Ph on e:

(5

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-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

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-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

GRADING PLAN

NORTH

C3.01

MATCHLINE SHEET C3.00

GRADING & DRAINAGE KEYNOTES:

GRADING & DRAINAGE CONSTRUCTION

NOTES

B

O W

LI

N

G R

O A

D

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

GRADING & DRAINAGE CONSTRUCTION

NOTES

GRADING PLAN

C3.02

M A

TC

H

LI

N

E S

H E

E T

C 3.

NORTH

GRADING & DRAINAGE KEYNOTES:

M A

TC

H

LI

N

E S

H E

E T

C 3.

E.

V.

E.

V.

E.V.E.V.E.V.E.V.

C4.00

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

DRAINAGE PLAN

NORTH

FUTURE FACILITY MAINTENANCE

OFFICE AND WAREHOUSE

STORM DRAIN NOTES:

3O" STORM DRAIN PROFILE

3O" STORM DRAIN PROFILE

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

C4.01

DRAINAGE PROFILE

C5.00

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:

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

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

DETAIL A

PAVEMENT SECTION

DETAIL B

ACCESSIBLE PARKING DETAIL

DETAIL D

DOUBLE TRASH ENCLOSURE

DETAIL E

WHEEL STOP DETAIL

DETAIL C

ACCESSIBLE PARKING SIGN

C6.00

DETAILS

DETAIL F

SANITARY SEWER DOUBLE CLEANOUT

DETAIL G

SANITARY SEWER CLEANOUT

DETAIL H

CURB OPENING DETAIL

DETAIL I

ADA RAMP DETAIL

DETAIL J

ADA RAMP DETAIL

DETAIL L

ADA RAMP DETAIL

DETAIL K

ADA RAMP DETAIL

DETAIL M

ADA RAMP DETAIL

SECTION A-A SECTION

SECTION B-B SECTION

SECTION C-C SECTION

SECTION D-D SECTION

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

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, A riz on a

10/30/2025 343-588

AJ

CONSTRUCTION DOCUMENTS

C6.01

DETAILS

DETAIL N

FUEL STATION BOLLARD DETAIL

DETAIL O

ADA RAMP DETAIL

DETAIL P

RIPRAP SLOPE PROTECTION DETAIL

E.

V.

E.

V.

E.V.E.V.E.V.E.V.

GENERAL SWPPP NOTES

STABILIZED CONSTRUCTION ENTRANCE

LEGENDKEY NOTES

JOB NO:

DATE:

REVISIONS

DRAWN BY:

CO

NS

UL

TA

NT

S

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