conceptual sewer report - reno, nevada

CONCEPTUAL SEWER REPORT

JN: 9000.100 Page i July, 2017

TABLE OF CONTENTS I. INTRODUCTION ....................................................................................................... 1

II. SEWER FLOWS ....................................................................................................... 1

A. Sewer Generation Factors ......................................................................................... 1

B. Projected Sewer Flows .............................................................................................. 3

III. DESIGN CRITERIA ................................................................................................ 4

A. Gravity Sewer System ............................................................................................... 4

B. Lift Station ............................................................................................................... 4

C. Sewer Force Main ..................................................................................................... 5

IV. EVALUATION OF SEWER FACILITIES..................................................................... 5

A. Gravity Sewer System ............................................................................................... 5

B. Wet Well Location and Sizing ..................................................................................... 6

C. Sewer Force Main Alignment...................................................................................... 6

D. Pump and Force Main Sizing ...................................................................................... 7

V. CONCEPTUAL SEWER SYSTEM RECOMMENDATIONS .............................................. 8

A. System Description ................................................................................................... 8

B. Opinion of Probable Costs ......................................................................................... 9

C. Permitting Requirements ..........................................................................................10

D. Construction Considerations .....................................................................................10

VI. CONCLUSIONS .....................................................................................................10

VII. REFERENCES ......................................................................................................11

APPENDICES

Appendix A Sewer Generation Calculations

Appendix B Sewer Model Output

Appendix C Preliminary Wet Well Sizing Calculations

Appendix D Preliminary Pump and Force Main Sizing Calculations


JN: 9000.100 Page ii July, 2017

LIST OF TABLES Table 1: Projected Sewer Flows ........................................................................................... 3

Table 2: Preliminary Pipeline Lengths for Backbone Gravity Sewer Network ............................ 6

Table 3: Preliminary Pump and Force Main Sizing Summary ................................................... 7

Table 4: Preliminary Opinion of Probable Project Costs .......................................................... 9

LIST OF FIGURES Figure 1: StoneGate Phasing Map .......................................................................................13

Figure 2: Preliminary Sanitary Sewer Layout ........................................................................14

Figure 3: Preliminary Force Main Alignment .........................................................................15

[File Doc: L:\LAProj\9000.100 - Heinz Ranch Entitlements\Civil\Sewer\0-Reports\Handbook\final_20170720\9000.100 Sewer Report.docx] July 20, 2017


JN: 9000.100 Page 1 July, 2017

I. INTRODUCTION

The StoneGate Planned Unit Development (PUD) is located 12 miles north of the US395-580/I-80 interchange in the Cold Springs area of Reno, Nevada. The Master Developer, Heinz Ranch Land Company, LLC, holds property on the north and south side of US395. Property on the north side of the freeway will be developed into the StoneGate Town Center (TC) and consists of 359 acres encroaching on the following parcels: 087-010-43 and 087-010-46. Property on the south side of the freeway will be developed into the StoneGate Master Planned Community (MPC) and is comprised of 1,378 acres encroaching on the following parcels: 081-010-18, 081-010-13, 081-110-32, and 081-110-33. The StoneGate properties reside within Section 32, T21N, R18E, Section 33, T21N, R18E and Section 5, T20N, R18E, in the City of Reno, Nevada. The proposed StoneGate MPC will consist of 3,935 single-family and 200 multi-family residential units, a 12-acre neighborhood center with retail-commercial space, two elementary schools, and associated open space and parks. The proposed StoneGate TC will consist of approximately 865 multi-family residential units, a high school, and commercial/industrial space. Wastewater generated from StoneGate will be collected through a network of gravity sewer pipelines to an on-site lift station and ultimately conveyed to the Cold Springs Water Reclamation Facility (CSWRF) on Mud Springs Drive, approximately 3.7 miles north of StoneGate. The purpose of this report is to provide preliminary design recommendations for the conceptual on-site and off-site sewer system. Projected sewer flows and design recommendations presented in this report are at the conceptual level based on preliminary development areas, lot counts, and lot sizes. Sewer flows and infrastructure design will be updated as necessary during the final planning stages of each development area. The final sewer flows and design of all infrastructure will ultimately be reviewed by and coordinated with Washoe County prior to the issuance of any will-serves or approvals associated with sewer service for the project.

II. SEWER FLOWS

Preliminary flow projections to be used in designing the on-site and off-site sewer system are described below. A. Sewer Generation Factors

StoneGate is in the City of Reno, but wastewater generated from the project will be collected by a gravity system to an on-site lift station and ultimately conveyed to the CSWRF, operated by the Washoe County Department of Water Resources (WCDWR). City of Reno and Washoe County are planning to enter into an agreement whereby the StoneGate on-site gravity sewer system will be owned and maintained by the WCDWR. For this reason, recommended design criteria for sewer generation and peaking factors are based upon the 2016 WCDWR Gravity Sewer Collection Design Standards (WCDWR Standards) [1] as follows:


JN: 9000.100 Page 2 July, 2017

� Single Family Residential Average Daily Flow (ADF): 270 gallons per day per dwelling unit (gpd/DU)

� Multi-Family Residential ADF: 180 gallons per day per dwelling unit (gpd/DU)* � Neighborhood Commercial ADF: 2,536 gpd/acre (use for StoneGate MPC neighborhood

center and portions of StoneGate TC commercial) � General Commercial ADF: 780 gpd/acre � Industrial ADF: 457 gpd/acre � Gravity System Peaking factor: 3.0 (applied to ADF to establish peak flows for gravity

sewer) � Pressure System Peaking Factor: 2.0 (applied to ADF to establish peak flows for lift station

and force main, as determined during meeting with Washoe County and Farr West on December 7, 2016).

* Multi-family residential flows are 2/3 of single family residential based on occupancy

rates in the City of Reno Public Works Design Manual [2]. In addition, sewer generation for the elementary and high schools were determined based on “Wastewater Engineering: Treatment and Resource Recovery” by Metcalf and Eddy [3] as follows:

� Elementary School ADF: 15 gpd/student (schools with cafeteria only) � High School ADF: 20 gpd/student (schools with cafeteria, gym, and showers)


JN: 9000.100 Page 3 July, 2017

B. Projected Sewer Flows

Projected sewer flows by phase are summarized in Table 1. Detailed sewer generation calculations are provided in Appendix A. The total peak flow is estimated at 4.20 million gallons per day (mgd) for the gravity system using a peaking factor of 3.0. The total peak flow for the pressure system is 2.85 mgd using a peaking factor of 2.0. Pressure system peak flows are less than gravity system peak flows because of the flow attenuation that occurs in the collection system with varying discharge times to the lift station.

Table 1: Projected Sewer Flows

Area/Phase DU

Count Area (ac) Student

ADF (gpd)

Gravity System

Peak Flow (gpd)

Pressure System

Peak Flow (gpd)

StoneGate MPC

1 - Residential 880 237,600 712,800 475,200

1 - Elementary School 750 11,250 33,750 22,500

2 - Residential 1,110 299,700 899,100 599,400

3 - Residential 690 186,300 558,900 372,600

3 - Neighborhood Center 11.5 29,164 87,492 58,328

4 - Residential 600 162,000 486,000 324,000

5 - Residential 855 212,850 638,550 425,700

5 - Elementary School 750 11,250 33,750 22,500

Subtotal 4,135 11.5 1,500 1,150,114 3,450,342 2,300,228

StoneGate TC

Commercial/Industrial 65 45,835 137,505 100,8371

High School 2,500 50,000 150,000 110,0001

Residential 865 155,700 467,100 342,5401

Subtotal 865 65 2,500 251,535 754,605 553,3771

Total 5,000 76.5 4,000 1,401,649 4,204,947 2,853,605 1 Includes 10% adder for design of lift station and force main(s) to account for the conceptual nature of the

land use areas estimated for the StoneGate TC.


JN: 9000.100 Page 4 July, 2017

III. DESIGN CRITERIA

A. Gravity Sewer System

As mentioned previously, City of Reno and Washoe County are planning to enter into an agreement whereby the StoneGate on-site gravity sewer system will be owned and maintained by the WCDWR. For this reason, design criteria for the on-site gravity system are based upon the WCDWR Standards [1] as summarized below with any adjustments to the WCDWR Standards shown in italics. In addition to the WCDWR Standards, recommendations in the Ten State Standards will also be considered (e.g. minimum pipeline slopes) [4]. Gravity Pipelines

� Pipe sizing: peak flows for gravity system � Minimum pipeline diameter: 8-inch � Minimum depth of cover for sewer mains: 48-inches � Minimum velocity: 2.5 feet per second (fps) when flowing half full � Maximum velocity: 10 fps � Manning’s roughness coefficient “n”: 0.012 � Pipe material: SDR 35 PVC pipe � Maximum depth of flow (depth/diameter: d/D): 0.8 � Curved sewer design not allowed

Manholes

� Placed at all intersections, angle points, and grade changes � Maximum spacing of 400 feet (ft) on straight line runs � Type and size:

o 48-inch diameter Type 1-A for sewer pipes less than 18-inch diameter at depths less than 18 ft

o 60-inch diameter Type V-A for sewer pipes between 18 to 27-inch diameter at depths greater than 18 ft

o 60-inch diameter Type IV-A for sewer pipes 30-inch diameter and greater � Invert elevation (IE):

o Exit IE should be 0.1 ft below entrance IE(s) for same diameter pipe sizes o Crown elevations should match for pipes of different diameter intersecting at a manhole

B. Lift Station

Recommended design criteria for the on-site lift station based on industry standards are provided below:

� Lift station sizing: peak flows for pressure system � Minimum number of pumps: 2 (1 duty + 1 standby), each designed to pump 100% of peak

flow � Pump type: submersible � Minimum cycle time between pump starts: 6-10 minutes � Filling time of wet well: maximum of 30 minutes per 10 State Standards [4]


JN: 9000.100 Page 5 July, 2017

� Wet well cross-section: to be determined

C. Sewer Force Main

Recommended design criteria for the off-site sewer force main based on industry standards are provided below:

� Force main sizing: peak flow for pressure system � Minimum depth of cover: 48-inches � Velocity: 2-6 fps � Pipe material: PVC, HDPE, or ductile iron � Hazen-Williams roughness coefficient, “C”: 130-140 depending on material � Assumed discharge elevation at CSWRF: 5,085.8 ft (ground elevation at existing manhole

upstream of CSWRF)

IV. EVALUATION OF SEWER FACILITIES

A. Gravity Sewer System

The backbone gravity sewer network was designed given preliminary road alignments and finish grades within the StoneGate community. To size the gravity sewer pipelines, the conceptual network was modeled using Bentley SewerCAD software. Input to the sewer model included physical data (pipe lengths, alignments, and grade elevations) and sanitary loads (peak flows) for each sewer contribution area. The model generated minimum required pipeline sizes and slopes using the design criteria outlined in Section III.A (roughness coefficients, maximum depth of flow, minimum velocities, and minimum depths of cover). The preliminary, on-site, gravity sewer network is presented in Figure 2 with corresponding tables of pipeline velocities, slopes, and depths of flow. In addition, sewer model output is provided in Appendix B. The gravity sewer system will be phased to match the growth of the development.


JN: 9000.100 Page 6 July, 2017

Total preliminary pipeline lengths for the backbone gravity sewer network are summarized in Table 2. Additional collection mains are part of the project, however, with the flexible nature of each village in the StoneGate MPC and the development in the StoneGate TC, these quantities are difficult to determine and are not included in the pipe lengths shown in Table 2.

Table 2: Preliminary Pipeline Lengths for Backbone Gravity Sewer Network

Pipe Size Pipe Length1

(LF)

8-inch 29,880

10-inch 1,830

12-inch 2,200

15-inch 2,325

21-inch 3,315

Total 39,550

1 Preliminary quantities for backbone collection system only.

B. Wet Well Location and Sizing

The preliminary location for the on-site lift station is within the StoneGate TC boundary as shown on Figures 2 and 3. Because the proposed lift station may be located near or within the 100-year flood zone, the top of the structure and electrical components will be built above the 100-year flood elevation to mitigate flooding hazards as required by Nevada Division of Environmental Protection (NDEP). The lift station will be sized to handle buildout flows from the StoneGate MPC and TC. Sizing of the lift station wet well is a factor of the minimum cycle time between pump starts, reserve volume, minimum pump submergence, pump spacing requirements, and the IEs of incoming gravity sewer pipelines. Using a 10 ft square (or similar sized rectangular) wet well with 6-8 minutes between pump starts (7-10 starts per hour), a reserve volume of 0.5-1.0 ft, and a minimum pump submergence of 3.0 ft, the total wet well depth required would be approximately 21 ft, but could range from 20-25 ft. Wet well dimensions need to be confirmed during design and coordinated with the pump manufacturer (e.g. minimum spacing requirements between pumps could result in larger wet well). Preliminary wet well sizing calculations are included in Appendix C. Ultimate sizing for emergency conditions or backup power/pumping will be coordinated with Washoe County prior to final design. C. Sewer Force Main Alignment

Wastewater collected at the on-site lift station will be pumped to the CSWRF via force main for a distance of approximately 3.7 miles. The preliminary force main alignment is presented in Figure 3 and described below:


JN: 9000.100 Page 7 July, 2017

� Preliminary Alignment: Force main travels along the east side of White Lake through the

following parcels: APN 087-010-43 (owned by Heinz Ranch Land Company), 087-010-41, 087-382-01, and 087-032-02. Force main then travels north along right-of-way for Village Pkwy. and within an existing utility/access easement in Mud Springs Dr. for a total distance of approximately 19,400 LF.

The preliminary force main alignment is the shortest length around White Lake, minimizes encroachment on public right-of-way with use of the StoneGate TC property north of US395, and crosses only one other private property owner. D. Pump and Force Main Sizing

Preliminary pump and force main sizing calculations were performed using total pressure system peak flows anticipated for the development with a 10% adder to the StoneGate TC flows to account for the conceptual nature of the estimated land use areas. Assumptions used for sizing of the pumps and force mains include a total buildout flow of 2.85 mgd or 1,990 gallons per minute (gpm), an estimated wet well depth of 21 ft, and a force main length of 19,400 LF. System curves were generated for various combinations of force main diameters and compared with pump curves. Based on the analysis, a total of (3) 10-inch force mains are initially proposed with 3-4 submersible pumps (2-3 duty pumps + 1 standby). The advantage of multiple force mains and duty pumps is to provide operational flexibility in handling a range of sewer flows as each phase is developed. A preliminary pump and force main sizing summary is presented in Table 3. Detailed calculations and preliminary system/pump curves are included in Appendix D. Further variations of the lift station pump arrangement may also be evaluated during the final design to ensure the most efficient and economical pump arrangement.

Table 3: Preliminary Pump and Force Main Sizing Summary

No. Force Mains & Diameter

(inch)

Peak Flow

(gpm) Velocity

(fps)

Friction Loss (ft)

TDH1

(ft) No. Pumps

Required Motor

Size (hp)

(3) 10” 1,990 2.7 49 113 2-3 duty + 1 standby

50-100 each

1 TDH = Total Dynamic Head.

Because the StoneGate community will be developed in phases, initial sewer flows will be significantly lower than total flows projected at full build out. To avoid oversized pumps/wet well and high operating costs for initial sewer flows, a smaller initial pumping system and/or an interim lift station is being considered. An upstream manhole could be used as an interim lift station in conjunction with smaller pump(s), or the lift station wet well could be partitioned to optimize time between pump starts. Additional smaller diameter force mains (e.g. 4 to 6-inch diameter) may be included to handle the low flows associated with the initial phases of development.


JN: 9000.100 Page 8 July, 2017

V. CONCEPTUAL SEWER SYSTEM RECOMMENDATIONS

A. System Description

The on-site backbone sewer system will consist of approximately 7.5 miles of gravity sewer pipeline ranging from 8-inch to 21-inch diameter. Buildout peak flows for the gravity system are estimated at 4.20 mgd. Wastewater will be conveyed to a single on-site lift station designed for a total pressure system peak flow of 2.85 mgd. Preliminary options for the lift station include a square or rectangular wet well with a total depth of 20-25 ft. Final wet well dimensions and shape will be determined during design. A triplex pump system (2 duty + 1 standby) or 4-pump system (3 duty + 1 standby) is currently being proposed, with preliminary motor sizes ranging from 50 to 100 horsepower (hp) each. There is potential that StoneGate MPC Phase 1 could be served by a separate gravity main under US395 independent of the gravity system severing Phases 2-5. For Phase 1, total peak flows are estimated at 0.75 mgd. These flows could be conveyed by a smaller diameter gravity pipeline that is jack and bored under US395 to the lift station (or to an upstream manhole used as an interim lift station). A larger diameter gravity main would be required to convey flows from Phases 2-5 under US395 and could be planned and timed in conjunction with other major infrastructure crossing the highway. The initial gravity sewer main for Phase 1 would be located approximately 1/3 mile east of the proposed highway crossing shown in Figure 2. Upon construction of sewer infrastructure for Phases 2-5, the initial gravity main could continue to operate independently or flows could be redirected through Phase 2 gravity pipelines to the main highway crossing location. The final sewer system layout and crossings under US395 will be coordinated with Washoe County and other permitting agencies prior to final design. The preliminary off-site sewer system includes (3) 10-inch force mains approximately 19,400 LF in length each. Additional smaller diameter force mains may be included to handle low flows associated with the initial phases of development. The preliminary force main alignment travels from the proposed lift station located within the StoneGate TC, along the east side of White Lake through private property, then north to the CSWRF within right-of-way for Village Pkwy.


JN: 9000.100 Page 9 July, 2017

B. Opinion of Probable Costs

A preliminary opinion of probable project costs for the preliminary on-site and off-site sewer facilities is presented in Table 4.

Table 4: Preliminary Opinion of Probable Project Costs

Item Description Unit Quantity Unit Cost Total Cost

On-Site Sewer 1 Mobilization and Demobilization LS 1 $ 120,000 $ 120,000

2 8-inch Gravity Pipeline1 LF 29,880 $ 40 $ 1,195,200

3 10-inch Gravity Pipeline1 LF 1,830 $ 45 $ 82,350




7 Manholes EA 111 $ 3,500 $ 388,500

8 On-Site Lift Station LS 1 $ 1,300,000 $ 1,300,000

9 Submersible Pumps, Electrical, and Controls

LS 1 $ 450,000 $ 450,000

Subtotal $ 4,017,600

Off-Site Sewer 10 Mobilization and Demobilization LS 1 $ 150,000 $ 150,000

11 Force Main2 LF 19,400 $ 130 $ 2,522,000

12 Connection at CSWRF LS 1 $ 40,000 $ 40,000

13 Air/Vacuum Valves EA 7 $ 20,000 $ 140,000

Subtotal $ 2,852,000

Subtotal On-Site and Off-Site Sewer $ 6,869,600

Contingency (15%) $ 1,030,400

Total Construction Costs $ 7,900,000

Permitting and Environmental $ 30,000

Engineering, Survey, Testing, Inspection, and Other (12%) $ 950,000

Total Project Costs $ 8,880,000 1 Quantities are for backbone collection system only. Includes fittings, excavation, backfill, restoration to

finish grade, connection to structures.

2 Includes restrained joints, fittings, excavation, backfill, restoration to finish grade/pavement replacement, traffic control.


JN: 9000.100 Page 10 July, 2017

C. Permitting Requirements

Permits and approvals that may be required for construction of the on-site and off-site sewer system will include, but not be limited to, the following:

� Washoe County Encroachment Permit � Nevada Department of Transportation (NDOT) Right-of-Way Occupancy Permit � Approvals from Washoe County and City of Reno � NDEP or Washoe County Health

D. Construction Considerations

Considerations for design and construction of the on-site and off-site sewer system are summarized below:

� Phasing: Sewer infrastructure will be phased to match the growth of the development, with the lift station and off-site infrastructure planned for construction with the initial phase. An interim lift station (e.g., an upstream manhole) maybe be used to handle initial flows from StoneGate MPC Phase 1 and the high school.

� Easements: Utility easements will need to be obtained for any portions of the force main alignment through private property.

� Utility conflicts: A thorough investigation of existing utilities along the force main alignment will need to be conducted during design including review of record drawings, coordination with utility companies, and potentially potholing.

� Connection at CSWRF: Available capacity and discharge location at the CSWRF will need to be coordinated with Washoe County.

� Traffic control: Traffic control measures will need to be developed and implemented in accordance with the requirements of Washoe County, NDOT, and the Manual on Uniform Traffic Control Devices.

� NDOT: Construction requirements and right-of-way occupancy permit terms will need to be incorporated into the design and considered for the project schedule.

VI. CONCLUSIONS

Wastewater generated from Phases 1 through 5 of the StoneGate MPC and from the StoneGate TC will be collected by a gravity sewer network and conveyed to a single on-site lift station, located within the StoneGate TC. From the on-site lift station, wastewater will be conveyed to CSWRF, approximately 3.7 miles north of StoneGate, via (3) 10-inch force mains routed along the east side of White Lake. Sewer infrastructure will be phased to match the growth of the development, with the lift station (or interim lift station) and off-site infrastructure planned for construction with initial phases. The final layout and sizing of sewer infrastructure will be determined during final design.


JN: 9000.100 Page 11 July, 2017

VII. REFERENCES

[1] Washoe County Community Services Department, Gravity Sewer Collection Design Standards, March 2016. <https://www.washoecounty.us/csd/engineering_capitalprojects/files-engineering-capital-projects/development_review_forms/CSD%202017%20Sewer%20Design%20Standards.pdf>

[2] City of Reno, Public Works Design Manual, January 2009.

<http://www.reno.gov/home/showdocument?id=58638>

[3] Metcalf & Eddy, Wastewater Engineering: Treatment and Resource Recovery, 2014. [4] Great Lakes-Upper Mississippi River Board of State and Provincial Public Health and

Environmental Managers, Recommended Standards for Wastewater Facilities (10 State Standards), Health Research, Inc., 2014.

FIGURES

Image courtesy of USGS Image courtesy of the Nevada State Mapping Advisory Committee Earthstar Geographics SIO © 2016 Microsoft Corporation



SF - 880 DUES - 750 ST

SF - 690 DUNC - 12 AC

SF - 600 DU

SF - 855 DUES - 750 ST

Town CenterHS - 2,500 ST

C/I - 65 ACMF- 865 DU

SF - 1110 DUSF - 1110 DU

Town CenterHS - 2,500 ST

C/I - 65 ACMF- 865 DU

SF - 600 DU

SF - 690 DUNC - 12 AC

SF - 880 DUES - 750 ST

SF - 855 DUES - 750 ST

ABBREVIATIONSC/I COMMERCIAL/INDUSTRIALES ELEMENTARY SCHOOLHS HIGH SCHOOLMF MULIT-FAMILY RESIDENTIALMPC MASTER PLANNED COMMUNITYNC NEIGHBORHOOD COMMERCIALSF SINGLE FAMILY RESIDENTIAL

AC ACRESDU DWELLING UNITSST STUDENTS

MPCPhase 1

MPCPhase 2

MPCPhase 3

MPCPhase 4

MPCPhase 5

MPCPhase 1

MPCPhase 2

MPCPhase 3

MPCPhase 4

MPCPhase 5

Job No:

FIGURE

Scale:

Date:HEINZ RANCH LAND COMPANY, LLC

STONEGATE MASTER PLANNED COMMUNITYSTONEGATE PHASING MAP 9000.100

1

NTS

JULY 2017

9222 PROTOTYPE DRIVERENO, NEVADA 89521

PH. (775) 827-6111 FAX (775) 827-6122 RENO NEVADAWASHOE

AutoCAD SHX Text

NORTH

APPENDICES

Appendix A

Sewer Generation Calculations

SEWER GENERATION CALCULATIONS

AVG. DAILY FLOW

RATE UNITS

GRAVITY SYSTEM

PEAKING FACTOR

PRESSURE SYSTEM

PEAKING FACTOR ***

270 GAL/DU/DAY

180 GAL/DU/DAY

780 GAL/AC/DAY

2,536 GAL/AC/DAY

664 GAL/AC/DAY

457 GAL/AC/DAY

15 GAL/STUDENT/DAY

20 GAL/STUDENT/DAY

SEWER AREA ID

PERCENTAGE OF DU

CONTRIBUTING TO

SEWER AREA # OF DU

CONTRIBUTING # OF

DU TO SEWER AREA OCCUPANCY TYPE AREA/ STUDENTS

AVG. DAILY

FLOW

GRAVITY

SYSTEM PEAK

FLOW

PRESSURE

SYSTEM PEAK

FLOW

[%] [QUANTITY] [QUANTITY][AC]/

[# STUDENTS][MGD] [MGD] [MGD]

STONEGATE MASTERPLANNED COMMUNITY (SG MPC)PHASE 1

1A 100 120 120 SF 0.032 0.097 0.065

1B 100 120 120 SF 0.032 0.097 0.065

1C 100 200 200 SF 0.054 0.162 0.108

1D 100 125 125 SF 0.034 0.101 0.068

1E 100 47 47 SF 0.013 0.038 0.025

1F 100 150 150 SF 0.041 0.122 0.081

1G - - - Elem School 750 0.011 0.034 0.023

1H 100 80 80 SF 0.022 0.065 0.043

1I 100 38 38 SF 0.010 0.031 0.021

PHASE 1 TOTAL 880 0.249 0.747 0.498

PHASE 2

2A 100 140 140 SF 0.038 0.113 0.076

2B 100 220 220 SF 0.059 0.178 0.119

2C 100 70 70 SF 0.019 0.057 0.038

2D 100 80 80 SF 0.022 0.065 0.043

2E 100 55 55 SF 0.015 0.045 0.030

2F 100 110 110 SF 0.030 0.089 0.059

2G 100 105 105 SF 0.028 0.085 0.057

2H 100 105 105 SF 0.028 0.085 0.057

2I 100 45 45 SF 0.012 0.036 0.024

2K 100 65 65 SF 0.018 0.053 0.035

2L 100 70 70 SF 0.019 0.057 0.038

2M 100 45 45 SF 0.012 0.036 0.024

PHASE 2 TOTAL 1110 0.300 0.899 0.599

PHASE 3

3A 100 120 120 SF 0.032 0.097 0.065

3B 100 95 95 SF 0.026 0.077 0.051

3C 100 110 110 SF 0.030 0.089 0.059

3D - - - NC 11.5 0.029 0.087 0.058

3E 100 75 75 SF 0.020 0.061 0.041

3F 100 255 255 SF 0.069 0.207 0.138

3G 100 35 35 SF 0.009 0.028 0.019

PHASE 3 TOTAL 690 0.215 0.646 0.431

PHASE 4

4A 100 220 220 SF 0.059 0.178 0.119

4D 100 105 105 SF 0.028 0.085 0.057

4E 100 10 10 SF 0.003 0.008 0.005

4G 100 15 15 SF 0.004 0.012 0.008

4H 100 70 70 SF 0.019 0.057 0.038

4I 100 160 160 SF 0.043 0.130 0.086

4J 100 20 20 SF 0.005 0.016 0.011

PHASE 4 TOTAL 600 0.162 0.486 0.324

2PARKS AND OPEN SPACE*

HIGH SCHOOL**

ELEMENTARY SCHOOL**

INDUSTRIAL*

3

PROPERTY TYPERESIDENTIAL (SINGLE FAMILY)*

RESIDENTIAL (MULTI-FAMILY)

GENERAL COMMERCIAL*

NEIGHBORHOOD COMMERCIAL*

L:\LAProj\9000.100 - Heinz Ranch Entitlements\Civil\SEWER\Stone Gate Preliminary Sewer Generation.xlsx

SEWER GENERATION CALCULATIONS

SEWER AREA ID

PERCENTAGE OF DU

CONTRIBUTING TO

SEWER AREA # OF DU

CONTRIBUTING # OF

DU TO SEWER AREA OCCUPANCY TYPE AREA/ STUDENTS

AVG. DAILY

FLOW

GRAVITY

SYSTEM PEAK

FLOW

PRESSURE

SYSTEM PEAK

FLOW

[%] [QUANTITY] [QUANTITY][AC]/

[# STUDENTS][MGD] [MGD] [MGD]

PHASE 5

100 200 200 SF 0.054 0.162 0.108

100 200 200 MF 0.036 0.108 0.072

5B 100 61 61 SF 0.016 0.049 0.033

5C 100 120 120 SF 0.032 0.097 0.065

5D 100 114 114 SF 0.031 0.092 0.062

5E - - - Elem School 750 0.011 0.034 0.023

5F 100 160 160 SF 0.043 0.130 0.086

PHASE 5 TOTAL 855 0.224 0.672 0.448

STONEGATE TOWN CENTER (SG TC)Industrial - - - Industrial 35 0.016 0.048 0.032

Mini Storage† - - - GC 1 0.001 0.002 0.002

Office - - - GC 10 0.008 0.023 0.016

Retail - - - GC 10 0.008 0.023 0.016

Restaurant - - - NC 1 0.003 0.008 0.005

Super Market - - - NC 4 0.010 0.030 0.020

Residential 100 865 865 MF 0.156 0.467 0.311

School - - - High School 2500 0.050 0.150 0.100

Fire Station† - - - GC 1 0.001 0.002 0.002

SG TC TOTAL 865 0.252 0.755 0.503

PROJECT TOTALS # OF DU ACREAGE STUDENTS

AVG. DAILY

FLOW

GRAVITY

SYSTEM PEAK

FLOW

PRESSURE

SYSTEM PEAK

FLOW

SF 3935 1.062 3.187 2.125

MF 1065 0.192 0.575 0.383

NON RESIDENTIAL 73.5 4000 0.147 0.442 0.295

GRAND TOTAL 5000 74 4000 1.402 4.205 2.803

AVG. = AVERAGE

DU = DWELLING UNITS

AC = ACRES

GAL = GALLONS

MGD = MILLION GALLONS PER DAY

MF = MULTI-FAMILY

SF = SINGLE FAMILY

ELEM = ELEMENTARY

*

**

***

†

5A

THE WASHOE COUNTY GRAVITY SEWER COLLECTION DESIGN STANDARDS ARE REFERENCED FOR THE RESIDENTIAL, GENERAL COMMERCIAL, NEIGHBORHOOD

COMMERCIAL, PARKS/OPEN SPACE, AND INDUSTRIAL PROPERTY TYPES' AVERAGE DAILY FLOW SEWER GENERATION VALUES.

IT IS ASSUMED THAT A MAXIMUM OF 1 ACRE OF THE MINI STORAGE AND FIRE STATION WILL HAVE SEWER CONTRIBUTION, IN THE FORM OF OFFICES OR LIVABLE

SPACE.

WASTEWATER ENGINEERING: TREATMENT AND RESOURCE RECOVERY, BY METCALF & EDDY IS REFERENCED FOR THE ELEMENTARY SCHOOL AND HIGH SCHOOL

PROPERTY TYPE'S AVERAGE DAILY FLOW SEWER GENERATION VALUE. (HOWEVER, A MEMO FROM ODYSSEY DATED 12/20/16 CALLS FOR 2,700 GALS/DAY FOR 745

ELEMENTARY STUDENTS, OR APPROX. 3.6 GAL/STUDENT/DAY)

PEAKING FACTOR OF 2 FOR LIFT STATION & FORCE MAINS WAS DETERMINED BY WASHOE COUNTY & FARR WEST IN MEETING, DATED 12-7-16.

L:\LAProj\9000.100 - Heinz Ranch Entitlements\Civil\SEWER\Stone Gate Preliminary Sewer Generation.xlsx

Appendix B

Sewer Model Output

APPENDIX B-2

STONEGATE MASTER PLANNED COMMUNITY

SEWERCAD OUTPUT: WET WELL IN STONEGATE TOWN CENTER

GRAVITY SEWER PIPELINES - MAX d/D of 80%

Label

Start

Node

Invert

(Start) (ft)

Stop

Node

Invert

(Stop) (ft)

Length

(Scaled) (ft) Material

Manning's

n Size

Slope

(Calculated)

(ft/ft)

Flow

(gal/day)

Velocity

(ft/s)

Capacity

(Full Flow)

(gal/day)

Depth

(Normal)

(ft)

d/D: Depth

(Normal) /

Rise (%)

Depth of

Cover

(Start) (ft)

Depth of

Cover

(Stop) (ft)

Elevation

Ground

(Start) (ft)

Elevation

Ground

(Stop) (ft)

Headloss

(ft)

0-WW 0 5,029.39 WW 5,028.59 400 PVC 0.012 21 inch 0.0020 4,204,947 3.58 4,961,392 1.24 70.7 9.5 9.8 5040.64 5040.1 1.10

1-0 1 5,033.62 0 5,029.40 2,113 PVC 0.012 21 inch 0.0020 3,450,342 3.45 4,958,295 1.07 61.4 9.0 9.5 5044.40 5040.6 4.07

2-35 2 5,044.07 35 5,043.42 218 PVC 0.012 12 inch 0.0030 1,147,500 3.02 1,366,270 0.70 70.2 4.5 5.1 5049.55 5049.6 0.75

3-2 3 5,045.39 2 5,044.17 400 PVC 0.012 10 inch 0.0031 495,720 2.50 848,378 0.46 54.9 4.0 4.5 5050.23 5049.6 1.08

4-3 4 5,047.21 3 5,045.49 400 PVC 0.012 8 inch 0.0043 495,720 2.78 554,258 0.49 73.8 4.1 4.1 5051.98 5050.2 1.79

5-4 5 5,051.40 4 5,047.31 400 PVC 0.012 8 inch 0.0102 333,720 3.56 855,009 0.29 43.4 4.1 4.0 5056.16 5052.0 4.03

6-5 6 5,059.35 5 5,051.50 400 PVC 0.012 8 inch 0.0196 333,720 4.51 1,185,541 0.24 36.3 4.1 4.0 5064.12 5056.2 7.95

7-6 7 5,064.15 6 5,059.45 241 PVC 0.012 8 inch 0.0196 333,720 4.50 1,183,180 0.24 36.4 4.1 4.0 5068.92 5064.1 4.80

8-7 8 5,073.32 7 5,064.25 400 PVC 0.012 8 inch 0.0227 236,520 4.31 1,273,662 0.19 29.2 4.1 4.0 5078.09 5068.9 9.15

9-8 9 5,080.92 8 5,073.42 240 PVC 0.012 8 inch 0.0313 135,270 4.12 1,495,854 0.14 20.3 4.1 4.0 5085.68 5078.1 7.57

10-9 10 5,091.60 9 5,081.02 400 PVC 0.012 8 inch 0.0265 135,270 3.88 1,376,499 0.14 21.2 4.1 4.0 5096.37 5085.7 10.66

11-10 11 5,107.90 10 5,091.70 400 PVC 0.012 8 inch 0.0405 135,270 4.52 1,702,337 0.13 19.0 4.1 4.0 5112.67 5096.4 16.28

12-11 12 5,117.48 11 5,108.00 188 PVC 0.012 8 inch 0.0504 97,200 4.42 1,898,952 0.10 15.4 4.0 4.0 5122.15 5112.7 9.56

13-2 13 5,049.47 2 5,044.17 400 PVC 0.012 10 inch 0.0133 651,780 4.63 1,766,579 0.35 42.0 4.1 4.5 5054.41 5049.6 5.15

14-13 14 5,055.93 13 5,049.57 400 PVC 0.012 10 inch 0.0159 651,780 4.94 1,933,264 0.33 40.0 12.9 4.0 5069.65 5054.4 6.47

15-14 15 5,056.72 14 5,056.03 231 PVC 0.012 10 inch 0.0030 651,780 2.63 840,208 0.55 66.2 4.0 12.8 5061.55 5069.7 0.80

16-15 16 5,060.66 15 5,056.82 231 PVC 0.012 8 inch 0.0166 618,030 4.99 1,090,950 0.36 53.9 4.9 4.1 5066.20 5061.6 3.95

17-16 17 5,062.38 16 5,060.76 400 PVC 0.012 8 inch 0.0040 326,430 2.50 538,312 0.37 56.2 4.1 4.8 5067.15 5066.2 1.63

18-17 18 5,069.50 17 5,062.48 400 PVC 0.012 8 inch 0.0175 326,430 4.31 1,120,278 0.25 36.9 4.1 4.0 5074.26 5067.2 7.10

19-18 19 5,074.67 18 5,069.60 279 PVC 0.012 8 inch 0.0182 326,430 4.37 1,140,586 0.24 36.6 4.1 4.0 5079.43 5074.3 5.16

20-19 20 5,077.49 19 5,074.77 116 PVC 0.012 8 inch 0.0235 196,830 4.15 1,296,691 0.18 26.3 4.1 4.0 5082.26 5079.4 2.81

21-20 21 5,088.43 20 5,077.59 400 PVC 0.012 8 inch 0.0271 196,830 4.36 1,392,007 0.17 25.4 4.1 4.0 5093.20 5082.3 10.92

22-21 22 5,102.49 21 5,088.53 340 PVC 0.012 8 inch 0.0411 196,830 5.05 1,714,180 0.15 22.9 4.1 4.0 5107.25 5093.2 14.06

23-22 23 5,108.14 22 5,102.59 127 PVC 0.012 8 inch 0.0438 152,280 4.80 1,771,371 0.13 19.8 4.1 4.0 5112.90 5107.3 5.64

24-23 24 5,121.54 23 5,108.24 333 PVC 0.012 8 inch 0.0399 121,500 4.35 1,689,973 0.12 18.2 4.0 4.0 5126.20 5112.9 13.38

25-16 25 5,067.45 16 5,060.76 238 PVC 0.012 8 inch 0.0281 291,600 4.94 1,417,286 0.21 30.8 4.1 4.8 5072.22 5066.2 6.64

26-25 26 5,070.94 25 5,067.55 400 PVC 0.012 8 inch 0.0085 234,900 3.02 778,525 0.25 37.7 4.1 4.0 5075.71 5072.2 3.42

27-26 27 5,077.41 26 5,071.04 400 PVC 0.012 8 inch 0.0159 234,900 3.79 1,067,358 0.21 31.9 15.6 4.0 5093.70 5075.7 6.43

28-27 28 5,079.52 27 5,077.51 400 PVC 0.012 8 inch 0.0050 234,900 2.50 600,369 0.29 43.4 6.0 15.5 5086.15 5093.7 2.02

29-28 29 5,082.06 28 5,079.62 400 PVC 0.012 8 inch 0.0061 182,250 2.50 661,054 0.24 35.9 4.1 5.9 5086.83 5086.2 2.45

30-29 30 5,084.77 29 5,082.16 200 PVC 0.012 8 inch 0.0131 182,250 3.29 966,564 0.20 29.4 4.1 4.0 5089.54 5086.8 2.66

31-30 31 5,090.03 30 5,084.87 200 PVC 0.012 8 inch 0.0258 125,550 3.76 1,358,679 0.14 20.5 4.1 4.0 5094.80 5089.5 5.22

32-31 32 5,105.11 31 5,090.13 250 PVC 0.012 8 inch 0.0599 125,550 5.07 2,071,368 0.11 16.7 4.1 4.0 5109.88 5094.8 15.08

33-32 33 5,112.25 32 5,105.21 300 PVC 0.012 8 inch 0.0235 125,550 3.64 1,296,072 0.14 21.0 4.1 4.0 5117.02 5109.9 7.10

34-33 34 5,127.44 33 5,112.35 300 PVC 0.012 8 inch 0.0503 89,100 4.30 1,897,219 0.10 14.8 4.0 4.0 5132.11 5117.0 15.16

35-36 35 5,043.32 36 5,042.12 400 PVC 0.012 12 inch 0.0030 1,147,500 3.02 1,366,270 0.70 70.2 5.3 6.5 5049.57 5049.6 1.30

36-37 36 5,042.02 37 5,040.82 400 PVC 0.012 12 inch 0.0030 1,147,500 3.02 1,366,270 0.70 70.2 6.6 7.8 5049.61 5049.7 1.33

37-38 37 5,040.72 38 5,039.52 400 PVC 0.012 15 inch 0.0030 1,260,900 3.14 2,477,213 0.63 50.5 7.7 8.9 5049.65 5049.7 1.28

38-39 38 5,039.42 39 5,035.82 400 PVC 0.012 15 inch 0.0090 1,260,900 4.70 4,287,941 0.46 37.1 9.0 12.6 5049.67 5049.7 3.58

39-1 39 5,035.32 1 5,033.72 800 PVC 0.012 21 inch 0.0020 3,450,342 3.45 4,961,264 1.07 61.4 12.6 8.9 5049.65 5044.4 1.70

40-39 40 5,037.80 39 5,036.40 400 PVC 0.012 8 inch 0.0035 440,100 2.50 500,372 0.49 72.8 7.4 12.6 5045.84 5049.7 1.50

7/19/2017

1 of 2

L:\LAProj\9000.100 - Heinz Ranch Entitlements\Civil\Sewer\SewerCAD\output\9000.100-SewerCAD output 2017-0717.xlsx

APPENDIX B-2



GRAVITY SEWER PIPELINES - MAX d/D of 80%

Label

Start

Node

Invert

(Start) (ft)

Stop

Node

Invert

(Stop) (ft)

Length

(Scaled) (ft) Material

Manning's

n Size

Slope

(Calculated)

(ft/ft)

Flow

(gal/day)

Velocity

(ft/s)

Capacity

(Full Flow)

(gal/day)

Depth

(Normal)

(ft)

d/D: Depth

(Normal) /

Rise (%)

Depth of

Cover

(Start) (ft)

Depth of

Cover

(Stop) (ft)

Elevation

Ground

(Start) (ft)

Elevation

Ground

(Stop) (ft)

Headloss

(ft)

41-40 41 5,039.44 40 5,037.90 400 PVC 0.012 8 inch 0.0039 355,050 2.50 525,285 0.40 60.2 6.0 7.3 5046.10 5045.8 1.56

42-41 42 5,040.70 41 5,039.54 300 PVC 0.012 8 inch 0.0039 355,050 2.50 525,285 0.40 60.2 4.4 5.9 5045.75 5046.1 1.21

43-42 43 5,042.17 42 5,040.80 300 PVC 0.012 8 inch 0.0046 270,000 2.50 572,051 0.32 48.3 4.1 4.3 5046.94 5045.8 1.39

44-43 44 5,046.64 43 5,042.27 400 PVC 0.012 8 inch 0.0109 270,000 3.44 884,145 0.25 37.9 4.1 4.0 5051.40 5046.9 4.42

45-44 45 5,056.77 44 5,046.74 400 PVC 0.012 8 inch 0.0251 270,000 4.65 1,339,788 0.20 30.5 4.0 4.0 5061.43 5051.4 10.13

46-39 46 5,047.03 39 5,044.00 400 PVC 0.012 15 inch 0.0076 1,749,342 4.82 3,938,496 0.58 46.7 4.1 4.4 5052.38 5049.7 3.11

47-46 47 5,056.20 46 5,047.13 400 PVC 0.012 15 inch 0.0227 1,749,342 7.19 6,810,787 0.43 34.6 5.9 4.0 5063.37 5052.4 9.30

48-47 48 5,057.28 47 5,056.30 324 PVC 0.012 15 inch 0.0030 1,571,142 3.31 2,477,213 0.72 57.8 5.6 5.8 5064.11 5063.4 1.07

49-48 49 5,058.58 48 5,057.38 400 PVC 0.012 15 inch 0.0030 1,534,692 3.29 2,477,213 0.71 57.0 4.0 5.5 5063.83 5064.1 1.29

51-50 50 5,065.93 51 5,064.78 382 PVC 0.012 12 inch 0.0030 1,261,992 3.06 1,369,615 0.76 75.7 4.2 4.5 5071.13 5070.3 1.31

52-49 52 5,062.80 49 5,058.68 400 PVC 0.01 12 inch 0.0103 1,534,692 6.01 3,041,020 0.50 50.3 4.1 4.1 5067.90 5063.8 4.29

52-51 51 5,064.68 52 5,062.90 400 PVC 0.012 12 inch 0.0044 1,311,402 3.63 1,662,269 0.67 67.0 4.6 4.0 5070.32 5067.9 1.84

53-52 53 5,065.13 52 5,063.20 214 PVC 0.012 8 inch 0.0090 223,290 3.04 803,035 0.24 36.1 4.1 4.0 5069.89 5067.9 1.96

54-53 54 5,073.69 53 5,065.23 214 PVC 0.012 8 inch 0.0395 223,290 5.18 1,682,523 0.16 24.6 4.1 4.0 5078.46 5069.9 8.57

55-54 55 5,097.93 54 5,073.79 344 PVC 0.012 8 inch 0.0701 223,290 6.35 2,240,429 0.14 21.3 4.1 4.0 5102.70 5078.5 24.27

56-55 56 5,107.94 55 5,098.03 287 PVC 0.012 8 inch 0.0345 223,290 4.93 1,571,286 0.17 25.5 4.1 4.0 5112.71 5102.7 10.01

57-56 57 5,118.68 56 5,108.04 242 PVC 0.012 8 inch 0.0440 130,950 4.59 1,775,164 0.12 18.4 4.1 4.0 5123.45 5112.7 10.72

58-57 58 5,136.99 57 5,118.78 349 PVC 0.012 8 inch 0.0522 33,750 3.25 1,933,262 0.06 9.2 4.1 4.0 5141.76 5123.5 18.21

59-58 59 5,149.98 58 5,137.09 260 PVC 0.012 8 inch 0.0496 33,750 3.21 1,883,364 0.06 9.3 4.0 4.0 5154.65 5141.8 12.93

60-50 60 5,078.51 50 5,066.03 400 PVC 0.012 10 inch 0.0312 1,261,992 7.55 2,709,588 0.40 48.0 4.0 4.3 5083.35 5071.1 12.45

61-60 61 5,087.04 60 5,078.68 500 PVC 0.012 8 inch 0.0167 498,150 4.74 1,094,021 0.32 47.3 4.1 4.0 5091.80 5083.4 8.32

62-61 62 5,091.24 61 5,087.14 400 PVC 0.012 8 inch 0.0103 400,950 3.74 856,995 0.32 48.1 4.1 4.0 5096.01 5091.8 4.15

63-62 63 5,100.45 62 5,091.34 250 PVC 0.012 8 inch 0.0365 400,950 5.93 1,615,359 0.23 34.0 4.1 4.0 5105.22 5096.0 9.26

64-63 64 5,116.68 63 5,100.55 350 PVC 0.012 8 inch 0.0461 324,000 6.09 1,816,085 0.19 28.6 4.1 4.0 5121.45 5105.2 16.27

65-64 65 5,124.26 64 5,116.78 400 PVC 0.012 8 inch 0.0187 324,000 4.39 1,157,122 0.24 36.2 4.1 4.0 5129.03 5121.5 7.57

66-65 66 5,140.54 65 5,124.36 300 PVC 0.012 8 inch 0.0539 234,900 5.87 1,964,415 0.16 23.3 4.1 4.0 5145.30 5129.0 16.30

67-66 67 5,153.29 66 5,140.64 200 PVC 0.012 8 inch 0.0633 234,900 6.21 2,128,360 0.15 22.4 4.0 4.0 5157.96 5145.3 12.79

68-60 68 5,092.00 60 5,078.68 400 PVC 0.012 8 inch 0.0333 763,842 6.83 1,544,159 0.33 49.7 4.1 4.0 5096.77 5083.4 13.51

69-68 69 5,111.79 68 5,092.10 400 PVC 0.012 8 inch 0.0492 763,842 7.90 1,876,820 0.30 44.4 4.1 4.0 5116.55 5096.8 19.90

70-69 70 5,135.95 69 5,111.89 400 PVC 0.012 8 inch 0.0601 763,842 8.50 2,074,981 0.28 42.0 4.1 4.0 5140.71 5116.6 24.29

71-70 71 5,142.96 70 5,136.05 150 PVC 0.012 8 inch 0.0461 763,842 7.71 1,816,385 0.30 45.2 4.1 4.0 5147.73 5140.7 7.13

72-71 72 5,154.86 71 5,143.06 300 PVC 0.012 8 inch 0.0393 763,842 7.26 1,678,084 0.32 47.3 4.1 4.0 5159.63 5147.7 12.00

73-72 73 5,172.04 72 5,154.96 400 PVC 0.012 8 inch 0.0427 763,842 7.49 1,748,148 0.31 46.2 4.1 4.0 5176.81 5159.6 17.28

74-73 74 5,176.75 73 5,172.14 300 PVC 0.012 8 inch 0.0154 546,750 4.70 1,048,231 0.34 51.3 4.1 4.0 5181.51 5176.8 4.70

75-74 75 5,184.89 74 5,176.85 400 PVC 0.012 8 inch 0.0201 546,750 5.20 1,200,194 0.32 47.4 4.1 4.0 5189.66 5181.5 8.17

76-75 76 5,202.19 75 5,184.99 400 PVC 0.012 8 inch 0.0430 546,750 6.87 1,754,081 0.26 38.3 4.0 4.0 5206.85 5189.7 17.37

77-76* 77 - 76 - 1,863 PVC 0.012 8 inch - 480,600 - - - - - - - - -

78-77* 78 - 77 - 950 PVC 0.012 8 inch - 87,750 - - - - - - - - -

79-78* 79 - 78 - 2,063 PVC 0.012 8 inch - 2,700 - - - - - - - - -

80-77* 80 - 77 - 1,950 PVC 0.012 8 inch - 214,650 - - - - - - - - -

81-80* 81 - 80 - 1,591 PVC 0.012 8 inch - 198,450 - - - - - - - - -

82-81* 82 - 81 - 800 PVC 0.012 8 inch - 68,850 - - - - - - - - -

83-82* 83 - 82 - 2,219 PVC 0.012 8 inch - 4,050 - - - - - - - - -

*Phase 4 pipes were not included in the model, therefore design information is not available. Phase 4 flows were introduced to the system at manhole 76.

7/19/2017

2 of 2


APPENDIX B-3



MANHOLES/WET WELL - MAX d/D of 80%

Label

Elevation

(Ground) (ft)

Elevation

(Rim) (ft)

Elevation

(Invert) (ft)

Depth

(Structure) (ft)

Diameter

(in)

Peak Load

Applied at

Junction (gpd)

Total Peak

Flow (gpd)

WETWELL 5,040.13 5,040.13 5,028.59 11.54 - 0 4,204,947

0 5,040.64 5,040.64 5,029.39 11.25 48 754,605 4,204,947

1 5,044.40 5,044.40 5,033.62 10.78 48 0 3,450,342

2 5,049.55 5,049.55 5,044.07 5.48 48 0 1,147,500

3 5,050.23 5,050.23 5,045.39 4.83 48 0 495,720

4 5,051.98 5,051.98 5,047.21 4.77 48 162,000 495,720

5 5,056.16 5,056.16 5,051.40 4.77 48 0 333,720

6 5,064.12 5,064.12 5,059.35 4.77 48 0 333,720

7 5,068.92 5,068.92 5,064.15 4.77 48 97,200 333,720

8 5,078.09 5,078.09 5,073.32 4.77 48 101,250 236,520

9 5,085.68 5,085.68 5,080.92 4.77 48 0 135,270

10 5,096.37 5,096.37 5,091.60 4.77 48 0 135,270

11 5,112.67 5,112.67 5,107.90 4.77 48 38,070 135,270

12 5,122.15 5,122.15 5,117.48 4.67 48 97,200 97,200

13 5,054.41 5,054.41 5,049.47 4.93 48 0 651,780

14 5,069.65 5,069.65 5,055.93 13.72 48 0 651,780

15 5,061.55 5,061.55 5,056.72 4.83 48 33,750 651,780

16 5,066.20 5,066.20 5,060.66 5.54 48 0 618,030

17 5,067.15 5,067.15 5,062.38 4.77 48 0 326,430

18 5,074.26 5,074.26 5,069.50 4.77 48 0 326,430

19 5,079.43 5,079.43 5,074.67 4.77 48 129,600 326,430

20 5,082.26 5,082.26 5,077.49 4.77 48 0 196,830

21 5,093.20 5,093.20 5,088.43 4.77 48 0 196,830

22 5,107.25 5,107.25 5,102.49 4.77 48 44,550 196,830

23 5,112.90 5,112.90 5,108.14 4.77 48 30,780 152,280

24 5,126.20 5,126.20 5,121.54 4.67 48 121,500 121,500

25 5,072.22 5,072.22 5,067.45 4.77 48 56,700 291,600

26 5,075.71 5,075.71 5,070.94 4.77 48 0 234,900

27 5,093.70 5,093.70 5,077.41 16.30 48 0 234,900

28 5,086.15 5,086.15 5,079.52 6.63 36 52,650 234,900

29 5,086.83 5,086.83 5,082.06 4.77 36 0 182,250

30 5,089.54 5,089.54 5,084.77 4.77 36 56,700 182,250

31 5,094.80 5,094.80 5,090.03 4.77 36 0 125,550

32 5,109.88 5,109.88 5,105.11 4.77 36 0 125,550

33 5,117.02 5,117.02 5,112.25 4.77 36 36,450 125,550

34 5,132.11 5,132.11 5,127.44 4.67 36 89,100 89,100

35 5,049.57 5,049.57 5,043.32 6.26 48 0 1,147,500

36 5,049.61 5,049.61 5,042.02 7.60 48 0 1,147,500

37 5,049.65 5,049.65 5,040.72 8.94 48 113,400 1,260,900

38 5,049.67 5,049.67 5,039.42 10.25 48 0 1,260,900

39 5,049.65 5,049.65 5,035.32 14.33 48 0 3,450,342

40 5,045.84 5,045.84 5,037.80 8.04 48 85,050 440,100

41 5,046.10 5,046.10 5,039.44 6.66 48 0 355,050

42 5,045.75 5,045.75 5,040.70 5.05 48 85,050 355,050

43 5,046.94 5,046.94 5,042.17 4.77 48 0 270,000

44 5,051.40 5,051.40 5,046.64 4.77 48 0 270,000

45 5,061.43 5,061.43 5,056.77 4.67 48 270,000 270,000

7/19/2017

1 of 2


APPENDIX B-3



MANHOLES/WET WELL - MAX d/D of 80%

Label

Elevation

(Ground) (ft)

Elevation

(Rim) (ft)

Elevation

(Invert) (ft)

Depth

(Structure) (ft)

Diameter

(in)

Peak Load

Applied at

Junction (gpd)

Total Peak

Flow (gpd)

46 5,052.38 5,052.38 5,047.03 5.35 48 0 1,749,342

47 5,063.37 5,063.37 5,056.20 7.16 48 178,200 1,749,342

48 5,064.11 5,064.11 5,057.28 6.83 48 36,450 1,571,142

49 5,063.83 5,063.83 5,058.58 5.25 48 0 1,534,692

50 5,071.13 5,071.13 5,065.93 5.20 48 0 1,261,992

51 5,070.32 5,070.32 5,064.68 5.64 48 49,410 1,311,402

52 5,067.90 5,067.90 5,062.80 5.10 48 0 1,534,692

53 5,069.89 5,069.89 5,065.13 4.77 36 0 223,290

54 5,078.46 5,078.46 5,073.69 4.77 48 0 223,290

55 5,102.70 5,102.70 5,097.93 4.77 48 0 223,290

56 5,112.71 5,112.71 5,107.94 4.77 48 92,340 223,290

57 5,123.45 5,123.45 5,118.68 4.77 48 97,200 130,950

58 5,141.76 5,141.76 5,136.99 4.77 48 0 33,750

59 5,154.65 5,154.65 5,149.98 4.67 48 33,750 33,750

60 5,083.35 5,083.35 5,078.38 4.97 48 0 1,261,992

61 5,091.80 5,091.80 5,087.04 4.77 48 97,200 498,150

62 5,096.01 5,096.01 5,091.24 4.77 48 0 400,950

63 5,105.22 5,105.22 5,100.45 4.77 48 76,950 400,950

64 5,121.45 5,121.45 5,116.68 4.77 48 0 324,000

65 5,129.03 5,129.03 5,124.26 4.77 48 89,100 324,000

66 5,145.30 5,145.30 5,140.54 4.77 48 0 234,900

67 5,157.96 5,157.96 5,153.29 4.67 48 234,900 234,900

68 5,096.77 5,096.77 5,092.00 4.77 48 0 763,842

69 5,116.55 5,116.55 5,111.79 4.77 48 0 763,842

70 5,140.71 5,140.71 5,135.95 4.77 48 0 763,842

71 5,147.73 5,147.73 5,142.96 4.77 48 0 763,842

72 5,159.63 5,159.63 5,154.86 4.77 48 0 763,842

73 5,176.81 5,176.81 5,172.04 4.77 48 217,092 763,842

74 5,181.51 5,181.51 5,176.75 4.77 48 0 546,750

75 5,189.66 5,189.66 5,184.89 4.77 48 0 546,750

76 5,206.85 5,206.85 5,202.19 4.67 48 546,750 546,750

77* - - - - 48 178,200 480,600

78* - - - - 48 85,050 87,750

79* - - - - 48 8,100 2,700

80* - - - - 48 16,200 214,650

81* - - - - 48 129,600 198,450

82* - - - - 48 56,700 68,850

83* - - - - 48 12,150 4,050

*Phase 4 pipes were not included in the model, therefore design information is not available. Phase 4 flows were introduced

to the system at manhole 76.

7/19/2017

2 of 2


Appendix C

Preliminary Wet Well Sizing Calculations

Buildout Inflow to Wet Well Wet Well Size

Qin, mgd (StoneGate MPC) 2.30 Dimensions (square), ft 10

Qin, mgd (StoneGate TC w/10% increase) 0.55 Area, A, sq ft 100.0

Total Qin, mgd 2.85

Qin, gpm 1,990

Influent Pipeline to LS from StoneGate

Discharge from Wet Well Invert of JN S. of Hwy 5035.7

Qout, mgd 2.85 Distance JN S. of Hwy to JN N. of Hwy 400

Qout, gpm 1,990 Distance JN N. of Hwy to Lift Station 2,780

Spacing between MHs, ft 400

Minimum Cycle Time between Pump Starts (aka Cycle Time) No. MHs from JN N. of Hwy to LS 7

Tmin, minutes 8 Diff in Inverts at MHs 0.1

Equivalent Starts per Hour 7.5 Min Pipe Slope 0.0020

Flygt pumps: Up to 15 starts per hour Invert of JN S. of Hwy 5034.8

KSB rep: 15-30 starts per hour for pumps over 30 hp

Min Storage Volume Required, Pumps Off

Vmin = Tmin*Qout/4, gallons 3,980

Wet Well Depth

Minimum Storage Depth Finish Grade Elevation @ LS, ft 5040.0

Hmin, ft = Vmin/A = 5.32 Lowest Inlet Pipe Invert, ft 5028.5

Reserve Depth, ft 1.0

Min Pump Submergence Pumps On (HWL), ft 5028

Recommended S, ft 3.0 Minimum Storage Depth, ft 5.3

Flygt pumps range from 17-20" Pumps Off (LWL), ft 5022.2

KSB pumps minimum 27.6" for automatic operation Sump Depth, ft 3.0

Base of Wet Well, ft 5019.2

Reserve

Reserve Depth, ft 1.00

Equivalent Volume, gallons 748 Total Depth Wet Well, ft 20.8

Equivalent Storage Time, min 0.38 Static Head to CSWRF, ft 63.6

Wet Well Fill Time (10 State Standards < 30 min)

Phase 1 ADF, gpm 173 Buildout, ADF, gpm 991

Time to Fill Wet Well, min 27.4 Time to Fill Wet Well, min 4.8

Phase 1 PHF, gpm 346 Buildout, PHF, gpm 1,982

Time to Fill Wet Well, min 13.7 Time to Fill Wet Well, min 2.4


PRELIMINARY WET WELL SIZING CALCULATIONS

7/19/2017 L:\LAProj\9000.400 - Stonegate Offsite Engineering\Civil\Sewer\Calculations\Lift Station Design\Lift Station.xlsx

Appendix D

Preliminary Pump and Force Main Sizing Calculations

Proposed Lift Station Dual Force Main

Wet Well Low EL, ft 5,022.2 No. of Force Mains 3

Wet Well High EL, ft 5,027.5 Pipe Length, ft 19,400

Pipe Diameter, inches 10

Discharge: CSWRF Pipe Area, ft2

0.55

Ground EL @ MH, ft 5,085.8 Roughness Coefficient, C 140

StoneGate MPC + TC Buildout Sewer Generation

Peak Flow, mgd 2.85 Total Dynamic Head (TDH) = hs + hf + hm + V2/2g + hp

Peak Flow, gpm 1,990 hs = Static Head

(includes 10% adder to StoneGate TC flows) hf = Friction Losses

hm = Minor Losses

Max Static Head, ft 63.6 V2/2g = Velocity Head

Min Static Head, ft 58.3 hp = Pressure Head

Equally Sized Force Mains

No. of

FMs

Design Flow,

Each Pipe

(gpm)

Design Flow,

Each Pipe

(cfs)

Velocity,

Each Pipe

(fps)Static Head,

hs (ft)

Friction

Loss,

hf (ft)

Velocity

Head,

V2/2g (ft)

TDH

(ft)

3 663 1.48 2.71 63.6 48.7 0.1 112.5

Estimated Pump Sizing

No. Duty Pumps 2

Q per pump, gpm 995

Q per pump, cfs 2.22

TDH, ft 113.0

Pump horsepower, HP 28.4

Min Pump Efficiency w/in Operating Range 58.0% Brake Horsepower, HP 49.0

Estimated Motor Efficiency 94.5% Total Horsepower, HP 51.9

Required Motor Size, HP

(each pump)60


PUMP CALCULATIONS - BUILDOUT LIFT STATION

Equally Sized

Force Mains

7/19/2017 L:\LAProj\9000.400 - Stonegate Offsite Engineering\Civil\Sewer\Calculations\FM Sizing\FM and Pump Sizing.xlsx


PUMP CURVES VERSUS SYSTEM CURVES

40

50

60

70

80

90

100

110

120

130

140

150

160

170

180

190

200

- 200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 2,400 2,600 2,800 3,000 3,200 3,400

TD

H, F

T

Q, GPM

3 PUMP SYSTEM: 2 DUTY + 1 STANDBY

Sulzer XFP 150M-CB2 Sulzer XFP 150M-CB2

FM: (1) 10, DR 18 (235), 9.79" ID FM: (1) 10, DR 25 (165), 10.16" ID

FM: (2) 10s, DR 18 (235), 9.79" ID FM: (2) 10s, DR 25 (165), 10.16" ID

FM: (3) 10s, DR 18 (235), 9.79" ID FM: (3) 10s, DR 25 (165), 10.16" ID

Flow Stages Peak Buildout Flow

10"

10"+10"10"+10"+10"

1

25

4

3

0%10%20%30%40%50%60%70%80%

0%10%20%30%40%50%60%70%80%

- 200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 2,400 2,600 2,800 3,000 3,200 3,400

Pu

mp

Eff

icie

ncy

7/19/2017 L:\LAProj\9000.400 - Stonegate Offsite Engineering\Civil\Sewer\Calculations\FM Sizing\FM and Pump Sizing.xlsx

conceptual sewer report - reno, nevada

Documents