B08_Attachment_03_Schematic_Design_Basis_of_Design_230120_Rev1.pdf

National Park Service

Glen Canyon National Recreation Area – Bullfrog Launch Ramp

Project Basis of Design

January 20, 2023

Prepared by:

Jacobs Government Services Company

Greenwood Village, CO

Contract No. 140P2021D0007

Task Order No. 140P2021F0391

GLCA Launch Ramps Design Criteria January 20, 2022

JACOBS GOVERNMENT SERVICES COMPANY

Date: January 20, 2023

I. Introduction In partnership with the Park, and input from other stakeholders during early listening sessions, Jacobs developed site specific design criteria to address project needs for the launch ramp concept designs.

II. Design Standards

1. Codes

a. Local Building Codes for Arizona and Utah

i. 2018 International Building Code (IBC 2018)

ii. Building Code requirements for Structural Concrete (ACI 318-14)

b. Launch Ramp Materials

i. Concrete – Building Code requirements for Structural Concrete (ACI

318-14)

ii. Steel – American institute of Steel Construction Steel Manual (AISC-14)

c. Ramp and Marina

i. California Boat Launching Facilities – Design Handbook

ii. UFC 4-152-07 Design: Small Craft Berthing Facilities

d. Roads

i. AASHTO Green Book (GDHS 2018)

ii. Park Road Standards – National Park Service 1984

e. Water System

i. Kane County Standard Specifications and Drawing Details for Design and Construction (2014)

ii. Utah Division of Drinking Water, Series 500 Rules, Drinking Water

Facility Construction Design and Operation (2014)

iii. American Public Works Association (APWA)

iv. American Water Works Association (AWWA)

v. 2018 International Building Code (IBC 2018)

vi. International Fire Code (2021)

f. Sanitary Sewer System

i. Kane County Standard Specifications and Drawing Details for Design and Construction (2014)

ii. Uniform Plumbing Code (UPC 2021)

iii. 2018 International Building Code (IBC 2018)

g. Electrical and Communications Systems

i. National Electrical Safety Code (2023)

ii. National Electrical Code (2020)

h. ITA/EIA Standards

2. Loads (Dead, Live, Snow and Wind)

a. Seismic is not considered since for a slab on ground (without piles), the slab will move with the ground and there is not a structure period associated with it (different from pile-supported slab).

b. However, seismic shear may need to be considered for the grade beams;

further work required to confirm.

c. Load combinations (per Table 5.3.1 of ACI 318-14)

III. Environmental Conditions

1. Water level

a. Current site water level is 3535 ft. (as of January 10, 2022)

b. Existing ramps were designed for a water level between 3540 to 3580 ft.

c. Design low water level for this project is 3450 ft.

2. Precipitation

a. ASCE 7-16 Ice/Snow

3. Wind

a. ASCE 7-16 Basic Wind Speed 120 mph based on a Risk Category of III or

IV

b. Wind is applied to the side of the large houseboat (described under the

Vessels section for each site), which creates an overturning moment. This overturning moment is applied to the ramp as a compression load on the leeward side.

4. Atmospheric Conditions

a. Atmospheric Conditions are derived from the following NOAA stations:

i. BULLFROG BASIN, UT US – ID GHCND:USC00421020

ii. Page, Page Municipal Airport (KPGA)

IV. Bullfrog Site Design Criteria

1. Existing Public Ramp Geometry

a. Existing Ramp– (Reference 3128 in NPS eTic Data). Main Boat ramp –

124 feet by 1,250 feet (running surface 110 feet wide), slope 9%. Low Water Boat ramp – 60 feet by 720 feet, slope 5.56%.

b. Low Water Ramp Extension – ramp extended and expanded to be 150 feet by feet by 1,165 feet (reference 60024 in NPS eTic Data). Slope 10.5%.

2. New Ramp Location Siting and Geometry

a. Bullfrog bay has very low water, siting will have to be closer to the main river channel within the bay or over to Stanton Creek site.

b. Desired ramp width 150 feet, 5- to 30-foot-wide ramp lanes.

c. Desired ramp slope is 10.5% in order to put in and take out larger houseboats.

d. Top of slab elevation at bottom of ramp will be 3445 ft. and have a minimum of 5 ft of water.

e. Two options have been considered:

i. Combined high and low water ramp to go from Elevation 3700 to 3450.

ii. Separate high and low water ramps. From Elevation 3700 to 3580 (existing ramp) and 3580 to 3450 (new ramp).

3. Vessels

a. UDOT Ferry – Approximately 155 feet long, 50 feet wide and 8 feet draft.

b. Large Houseboats – Up to 125 feet long, 22 feet wide, maximum of 5 feet draft, registered 250 Tons of displacement and 100 Tons of actual displacement as determined through engineering judgment.

c. Small Recreational Craft

4. Vehicles

a. Vehicle Types and Loads – Some of the large houseboats require multiple trucks or even tractor trailers, loading assumptions:

i. Loading from large houseboat vessels is spread over enough axles to make it road legal

ii. Loading assumed in structural model is a variation on HS-20 loading condition with a houseboat trailer attached. This critical loading condition consists of a 6-axle vehicle with a 16-kip front axle (Axle 1), followed by a 32-kip axle (Axle 2) set back 14 feet on center from Axle 1, followed by four 32-kip tandem axles (Axles 3 through 6) with the first setback 30 feet on center from Axle 2 and each subsequent tandem axle spaced 4 feet on center axle to axle.

5. Gangways

a. CSA 46 Boarding Floats and Gangways (Reference 70383 in NPS eTic

Data)

i. Loading floats 114-foot-long, Gangway 40-foot-long.

b. Ramp utilizes UDOT Ferry Gangways/Floats – Wedges are 22 feet wide

6. Marina

a. Requested minimum water depth – 20 feet, but it has been stated that the concessionaire could operate in 10 feet of water, or even as little as 6 feet of water as an extreme scenario.

b. The intent of the concept design has been to replace the marina in-kind.

Jacobs has proposed a relocation location for each of the two Bullfrog concept options, both allowing for a minimum of 20 feet of water. The marina will need to be reconfigured to fit in the desired new footprint, but the number of slips and docking areas remains the same as the existing marina.

c. Phasing/Temporary storage – Jacobs has identified an intermediate marina location. This intermediate move provides a temporary location for the marina to be located entirely within the 3,495-foot water elevation contour. It is anticipated that this temporary relocation could be used down to water elevation of 3505 feet, which allows for a minimum of 10 feet of water depth.

7. Roadways, Parking and Turnaround

a. Pavement – Attached find the Bullfrog Traffic Data Summary from

2018 through 2022. The document was provided by Chuck Bullington, the Northlake Fee Supervisor on March 13, 2023. The file of raw data is the total number of vehicles in a given month. The dip in Sept. of 2019 was due to the traffic counting equipment being down. This information is being included to facilitate pavement design efforts.

b. Roadway - The roadway is classified as a Class II - Connector Park Road with rolling to mountainous terrain. The roadway alignment was refined from the concept phase to avoid culturally sensitive areas within the park and to better balance earthwork. Specific roadway design criteria used are listed in Appendix A.

c. Parking Lot - the direction for the parking lot design was to provide the same area currently at the existing Bullfrog ramp which is approximately 16 acres.

Guidance provided by the Park was to design for a 2 lane circulatory ingress/egress around the perimeter of the parking lot.

d. Truck Turnaround – the truck turnaround was designed to accommodate a semi with 125-ft trailer, based on the largest vessel at Antelope should it need to come out at Bullfrog before the Antelope low water ramp is constructed.

The largest vessel at Bullfrog is 90-ft. The roadway, truck turnaround, and parking area were modeled for each of these vehicles as well as a car with boat trailer. Auto turn templates for each are provided in Appendix B.

e. Earthwork - earthwork was balanced between the ramp and parking in order to utilize the large amount of cut within the ramp for fill within the parking area to reduce haul length. The roadway was designed to balance earthwork from the connection to SH276 to the parking area.

8. Geotechnical conditions

a. Geotechnical investigations are being planned, and data shall be incorporated in the next phase of design.

b. Currently assumed to be a stiff rock subgrade.

c. Assumed cut and fill slopes of 1:2 (V:H).

9. Utilities

Four (4) utilities are designed to provide service to the relocated Bullfrog launch and will provide connection points for concessionaire services. The basis of utility design is to match the concessionaire’s current level of service.

The utilities include Potable Water System, Sanitary Sewer System, Electrical System and Telecommunications System. Design considerations for each utility are described in detail below:

a. Potable Water System

i. Existing Water Usage

In response to a request by the Jacobs design team, the Park provided data on September 30, 2022, containing monthly potable water usage for Bullfrog Marina concessionaire services between February 4, 2015 and July 5, 2022. The design team analyzed the Park data and derived a monthly maximum usage design value of 2,500,200 gallons. This translates into an average usage of 57.85 gallons per minute (gpm). The design team also looked for physical indicators on-site as a check for the calculated flow rate. A utility survey performed by Jacobs indicates three (3) two-inch (2”) potable water pipes are serving the current concessionaire facilities. Based on this piping, flow is estimated to be between 90 gpm and 150 gpm. This more conservative range of values will be the basis of new system design.

ii. Proposed Water Usage The proposed connection point for the new system is to the existing 8-inch water main near the intersection of Nra Sr-276k and the access drive to the water storage tanks. The new water main will follow Nra Sr-276k to the road leading to Lake Powell School, and will follow the road to the point where an existing sanitary sewer force main runs “cross-country” toward Stanton Creek Road. The water main will run parallel to the force main eastward to Stanton Creek Road, where it will then follow Stanton Creek Road to the launch ramp.

The design flow rate for the new water main is based on the more conservative existing supply line capacity, estimated to be between 90 gpm and 150 gpm. This range of flow rates provide 1.5 to 5 times the peaking factor to the existing average water usage under the maximum month (57.58 gpm, above). This peaking factor takes peak hour demand into consideration. Based on design flow rate, a four-inch (4”) diameter pipe is proposed, which provides a design fluid velocity of 2.5 to 4 feet per section (fps). Industry standard minimum fluid velocity is 3 to 6 fps. Flow pressure is assumed to be 20 pounds per square inch (psi). The proposed potable water system is not designed to provide fire flow. Two (2) post hydrants will be provided near the top of ramp and parking lot for localized water supply as needed. No water modeling was conducted in this phase of design.

b. Sanitary Sewer System

i. Existing Sanitary Sewage Flow

Existing sanitary sewer flow is based on estimated potable water usage, 90 gpm to 150 gpm (see Potable Water System).

ii. Proposed Sanitary Sewage Flow The proposed connection point to the existing system is at an existing manhole along the east side of Stanton Creek Road, north of the intersection of Stanton Creek Road and the Bullfrog Sewer

Lagoon service road.

The design sanitary sewage flow is to match existing: 90 gpm to 150 gpm. The entire proposed sanitary sewer system provides conveyance via two (2) lift stations and pressure force main. Two

(2) lift stations are proposed due to flow rate, pipeline length, losses and elevation gain. The lift stations are duplex systems, each with one pump operating and one on standby. Pump design flow rate is 150 gpm. Refer to Appendix C for detailed lift station design.

Design force main diameter is four inches (4”).

c. Electrical System

i. Existing System

The existing electrical system is a medium voltage (MV) system.

Insulation rating is 15-kV, based on existing drawings received from the Park.

ii. Proposed System The proposed system connection point is at the existing distribution line near the intersection of Stanton Creek Road and Nra Sr-276k.

The MV system voltage is 12.47kV/7200 grounded Y. Insulation rating is 15-kV. MV circuit ampacity is 100-amp. Lift stations, parking lot and marina system voltages design values are 480V and 208/120V as required.

d. Communication System The proposed system connection point is at the existing distribution line near the intersection of Stanton Creek Road and Nra Sr-276k. Cabling to be 36-strand single mode outside plant fiber optic cable, to be tied into the existing telecommunication system.

V. Hydrologic and Hydraulic Analysis

1. Hydrology

The offsite hydrology was completed using the SCS unit hydrograph method applied within the HEC-HMS model version 4.10. Drainage basins were delineated to potential culvert crossing locations along the roadway, parking lot and ramp alignment. Hydrologic analysis for the ditch sizing was completed using the Rational Method. The 10-, 50-, and 100-year floods were analyzed. See Appendix D for detailed report.

2. Hydraulics

Hydraulic analysis was not included in the scope of services. Estimates were made for culvert sizing based on the hydrology results for cost estimating purposes. Preliminary hydraulic analysis was performed for roadside ditches to estimate earthwork quantities. It was determined that in most cases, a 1-foot ditch depth would convey the 100-year flow.

U.S. Department of the Interior

Appendix A – Design Criteria

Project Manager Project Manager

Assistant Project Manager Design Manager

Roadway Design Roadway Design

Structures Structures

Hydrology Hydrology

Utilities Utilities

Jeri Yearout Mark Kitzmiller

Jacobs

Mike Will Aaron Swafford

Apurva Sawant

GLCA Bullfrog Design

Criteria

Acceptance and Agreement

Friday, January 20, 2023

Angela Reid

Erika Rosenstein

Name

Name

Name

Doug Stewart

NPS

Amy Hribar

Design Criteria

Used Notes

Park Road

Standards Design Criteria Reference and Notes AASHTO (2018) Design Criteria Reference and Notes

Class II -

Connector Park

Road

Class II -

Connector

Park Road

Rural Collector

Rolling to

Mountainous

Rolling to

Mountainous

Rolling to

Mountainous

40 40 Table 1. Based on rolling terrain and assuming AADT of 1000-4000 veh/day

Table 6-1. Based on rolling terrain and

ADT of 400-2000, ADT over

2000=50mph

Based on posted speed of existing access road 5-10mph less than design speed unknown assume 1000-4000 veh/day unknown

Custom Semi with 90-ft trailer

2 2 Table 10. assume ADT 1000-4000

12 11 Table 10 11 Table 6-5.

asphalt Asphalt Table 10

509-ft Table 5

6% 6% Recommended (pg 22)

2% 1-3% for paved surfaces (pg 31) 1.5-2% for paved surfaces (3-6% unpaved)

9% 9% Table 3. rolling terrain 8% Table 6-2. rolling terrain.

0.50% 0.5% pg 19 usually not a major concern for park roads

Minimum (ft) 64 60 Table 4 64 Table 3-37

Desirable (ft) 70 Table 4

Minimum (ft) 44 60 Table 4 44 Table 3-35

Desirable (ft) 80 Table 4

354 AASHTO, 9% Downgrade 325 Table 6. 275 min, 325 desirable 305 Table 3-1

289, 278, 269 Table 3-2

315, 333, 354 Table 3-2

730 Table 4 600 Table 3-4

Minimum (ft) 12

AASHTO: 7-10ft desirable for low-speed rural collectors. RDG: 12-16ft for 4:1 foreslope, ADT 750-6000

Desirable (ft)

Minimum Adjustment

Factor

Maximum Adjustment

Factor

4 4 to 1 pg 32

4 4 to 1 pg 32

Surfacing Taper Slope

Desirable Slope

Maximum Slope

3 3 Table 10. assume ADT 1000-4000 4-6 Table 6-5.

asphalt

Shoulder Width (ft)

Shoulder Cross Slope (%)

Cross Section Criteria

Vertical Curvature/Alignment Criteria

Maximum Grade (%)

Minimum Grade (%)

Critical Length of Grade (ft)

Ksag

Kcrest

Stopping Sight Distance (ft)

Stopping Sight Distance (ft) (grade +3%/+6%/+9%)

Stopping Sight Distance (ft) (grade -3%/-6%/-9%)

Passing Sight Distance (ft)

Shoulder Surface Type

Clear Zone on Tangent - 4:1 Foreslope

Clear Zone on Curve

Side Slope Distance, "Z" (ft)

Ditch Foreslope (max)

Ditch Backslope (max)

Fill Slope

Roadway Design

Design Manuals and References

Decision Sight Distance (ft)

Maximum Algebraic Difference at Crossover Line (%)

No. of General Purpose Lanes

Lane Width (ft)

Pavement Type

Econ. Analysis Period (Years)

Design Life (Years)

Horizontal Curvature/Alignment Criteria

Minimum Curve Radius

Superelevation (Emax)

Max Relative Gradient

Normal Cross-Slope

Method of Attaining Superelevation (% on Tangent)

Design Vehicle

Design Element

General

Roadway Classification

Terrain

Design Speed (mph)

Posted Speed (mph)

ADT

Percent Trucks

GLCA_Bullfrog_Design_Criteria_Master.xlsx

Roadway Design Criteria 2 of 8

Revised Date: 11/09/2022

Print Date: 1/20/2023

Design Value Reference Remarks

50-year UDOT

100-year UDOT

Drainage Design Design Manuals and References

Design Element

Flood Frequency - Roadway

Design

Review/Check

GLCA_Bullfrog_Design_Criteria_Master.xlsx

Drainage Design Criteria 3 of 8

Structural Design

Reference Manuals

Design Value Remarks

3700ft

3450 ft

Basic Wind Speed 108mph Wind is applied to the side of the houseboat which creates an overturning moment

Risk Category III

150ft 5- 30ft wide ramps

10.50%

3445ft 5ft below design low water elevation

CSA 46 Boarding Floats and Gangways. Loading floats 114ft long Gangway

40ft long

Reference 70383 in NPS eTic Data

Wedges are 22ft wide

155ft long, 50ft wide, 8 ft draft

125 ft long, 22 ft wide, 5 ft draft registered 250 Tons of displacement and 100 Tons of actual displacement as determined through engineerng judgement

Design Manuals and References

Codes

2018 International Building Code

Building Code Requirements for Structural Concrete

American Institute of Steel Construction Steel Manual AISC-14

Bottom of Ramp Elevation

California Boat Launching Facilities - Design Handbook

UFC 4-152-07 Design: Small Craft Berthing Facilities

Design Element

Environmental Conditions

High Water Level

Low Water Level

Ramp Design

Ramp Width

Ramp Slope

Large Houseboats

Small Recreational Craft

Gangways

Ramp utilizies UDOT Ferry Gangways/Floats

Design Vessels

UDOT Ferry

GLCA_Bullfrog_Design_Criteria_Master.xlsx

Structure Design Criteria 4 of 8

For installation, testing, and disinfection of new potable water systems

For installation, testing, and disinfection of new potable water systems

For clear space around hydrants and vehicle impact protection.

Design Value

Existing Water Usage

2,500,200 gal

57.85 gpm

90 - 150 gpm

Proposed Water Usage

3 to 6 feet per second

90 - 150 gpm

4 inches diameter

20 psi

Flow Rate

Design Value is based on more conservative supply line capacity, which provides 1.5 to 5 times the peaking factor to the current average water usage under the maximum month (57.85 gpm, above).

This peaking factor takes peak hour demand into consideration.

Pipeline Size Based on Design Flow Rate, Design Fluid Velocity is 2.5 to 4 feet per second.

Flow Pressure Assumed. No water modeling was conducted.

Fire Flow

System is not designed to provide fire flow; two (2) hydrants will be provided for top of ramp and parking lot water access as needed.

Physical Indicators - Supply Piping Size & Quantity

Flow estimate is based on a utility survey, which identified three 2-inch potable water pipes serving the current concessionaire facilities.

Minimum Fluid Velocity Industry standard practice.

Monthly Peak Usage

Park provided data from 9/30/22 containing monthly usage for Bullfrog Marina from 2/5/15 to 7/5/22.

Design value is monthly maximum usage from

7/5/15 to 8/5/15.

Average Usage

Park provided data from 9/30/22 containing monthly usage for Bullfrog Marina from 2/5/15 to 7/5/22.

Design value is average usage in the peak month

(7/5/15 to 8/5/15).

https://deq.utah.gov/division-drinking-water

Water System Design

American Public Works Association (APWA) https://www.apwa.net/

American Water Works Association (AWWA) https://www.awwa.org/

International Building Code https://codes.iccsafe.org/

International Fire Code (2021)

Design Element Remarks https://codes.iccsafe.org/

Design Manuals and References

Kane County Standard Specifications and Drawing Details for Design and Construction (2014) https://kane.utah.gov/gov/dept/planning/kane-county-standard-specifications-and-drawing-details-and-design-and-construction/

Utah Division of Drinking Water, Series 500 Rules, Drinking

Water Facility Construction Design and Operation (2014)

GLCA_Bullfrog_Design_Criteria_Master.xlsx

Water Sys Design Criteria 5 of 8

For installation and testing of new sanitary sewer systems

Design Value

Existing Sanitary Sewage Flow

90 - 150 gpm

90 - 150 gpm

4 inches diameter

150 gpm

Lift Stations

Based on flow rate, sewer length, losses and elevation gain.

Duplex systems (each with one operating pump; one standby).

See also Appendix A.

Pump Flow Rate

Maximum anticipated flow; serves about 2,000 people at an average daily flow rate of 100 gallons per day per capita (Kane

County Design Specs.)

International Building Code https://codes.iccsafe.org/

Pipeline Size Pressure force main

Design Element Remarks

Physical Indicators - Supply Piping Size & Quantity Sanitary sewage flows are designed to match potable water usage.

Proposed Sanitary Sewer System Criteria

Flow Rate Match existing

Sanitary Sewer System Design Design Manuals and References

Kane County Standard Specifications and Drawing Details for

Design and Construction (2014) https://kane.utah.gov/gov/dept/planning/kane-county-standard-specifications-and-drawing-details-and-design-and-construction/

Uniform Plumbing Code https://www.iapmo.org/publications/read-uniform-codes-online/

GLCA_Bullfrog_Design_Criteria_Master.xlsx

Sanitary Sys Design Criteria 6 of 8

For installation of underground medium-voltage utility equipment.

For installation of electrical distribution systems downstream of service point.

Design Value

Existing Electrical System

Information

15-kV

15-kV

480V and 208/120V as required

36-strand single mode outside plant fiber optic cable

Communications system cabling

Medium Voltage (MV) System Voltage System voltage of existing system needs to be confirmed.

Insulation Rating Insulation rating to be confirmed with system voltage. Existing drawings received indicate 15-kV insulation rating.

Proposed Communication System Criteria

Proposed Electrical System Criteria

MV System Voltage System voltage to be confirmed.

Insulation Rating Insulation rating to be confirmed.

MV circuit ampacity Ampacity rating to be confirmed with system voltage.

Pump stations, parking lot, and marina system voltages

Electrical and Communications System Design Design Manuals and References

National Electrical Safety Code 2023 Institute of Electrical and Electronics Engineers

(IEEE)

National Electrical Code 2020 National Fire Protection Association

TIA/EIA Standards

Design Element Remarks

GLCA_Bullfrog_Design_Criteria_Master.xlsx

Electrical Design Criteria 7 of 8

Design Value

Criteria

Criteria

Geotechnical Design - TBD Design Manuals and References

Design Element Remarks

GLCA_Bullfrog_Design_Criteria_Master.xlsx

Geotechnical Design Criteria 8 of 8

Appendix B – Roadway Auto turn Templates

A P

E

A P

E

A P

E

A P

E

A P

E

NO.

ADDITIONAL PAVEMENT FOR

TRUCK TURNING MOVEMENT

TO BACK DOWN THE RAMP

SPACE NEEDED FOR TRUCK

OVER-TRACKING AROUND

PARKING SPACES, TYP.

E

A P

E

A P

E

A P

E

A P

E

NO.

ADDITIONAL PAVEMENT FOR

TRUCK TURNING MOVEMENT

TO BACK DOWN THE RAMP

MAY NEED TO PROVIDE

ADDITIONAL WIDTH FOR TRUCK

OVER-TRACKING ON EXIT

SPACE NEEDED FOR TRUCK

OVER-TRACKING AROUND

PARKING SPACES, TYP.

E

A P E

A P E

A P E

A P E

NO.

Appendix C – Sanitary Lift Station Design

2022-Oct

Glen Canyon National Recreation Lift Station

Lift Station Design Calculations

Project Name: GLCA Project No.:

Lift Station - 1 Design Date:

Design Summary: PA 5 Duplex Lift Station Approximate HP required at duty point, each pump: 15.0

Total Number of Pumps = 2 (Assumes 75% Efficiency)

Pump Discharge Flow = 150 gal/min.

Pump Discharge Head = 275 feet

Force Main Diameter = nominal diameter

Force Main Diameter = 3.786 inches

Wet Well Diameter = 12 foot diameter

Wet Well Depth = 12.4 feet

Discharge Header Static Head = 34 psi

Discharge Header Dynamic Head = 114 psi

1. Design Flows:

Detailed lift station phasing and flow calculations provided elsewhere

Peak Wet Weather Flow = 0.152 MGD COA Requirements

= 106 gpm

Average Daily Dry Weather Flow = 0.04 MGD

= 27 gpm

Minimum Daily Flow = 0.01 MGD

5 gpm

2. Wet Well Design Calculations:

Pump Capacity (q) = 150 gal/min.

Number of Pumps = 2

Firm Capacity = 150 gal/min.

Minimum wet well working volume = 225 gallons = q x θ / 4 (Minimum volume between lead pump on and all pumps off) (Minimum volume between lead pump on and all pumps off)

Using Peak Wet Weather Flow = 106 gals/min (MDF)

Net outflow in gallons per minute = 44 (1 pump running) = q - PWF

Using Peak Wet Weather Flow = 106 gals/min (MDF)

Net outflow in gallons per minute = 44 (2 pumps running) = q - PWF

Using Average Daily Flow (ADF) = 27 gals/min (ADF)

Net outflow in gallons per minute = 124 (1 pump running) = q - ADF

Using Minimum Daily Flow (ADF) = 5 gals/min (ADF)

Net outflow in gallons per minute = 145 (1 pump running) = q - ADF

Pump Capacity OK

Minimum req. time between pump starts (θ) = 6 minutes

TCEQ Table C.4 - Minimum Pump Cycle Times. HP < 50 = 6 minutes. HP 50 - 100

= 10 minutes. HP > 100 = 15 minutes. Based on PWWF.

https://jacobsengineering-my.sharepoint.com/personal/jingjing_fan_jacobs_com/Documents/Desktop/Project/Glen Canyon Bullfrog Marina/GLCA Sanitary Pump_ Revised Jan 10 2023.xlsx

3. Wet Well Detention Times and Pump Cycle Times

Wet Well Working Volume Required: 225 gallons

Working Volume Depth: 4.00 ft

Wet Well Diameter: 12 ft

Calculated Working Volume: 3,384 gallons

Average Flow Detention Time: (1 pump running)

Tf = 128 min.

Te = 27 min.

Td = 155 min.

Daily Cycles = 10

Minimum Flow Detention Time: (1 pump running)

Tf = 677 min.

Te = 23.3 min.

Td = 700 min.

Inflow = 75 gpm

Tf = 45.12 min. per pump

Te = 45.12 min. per pump

Cycle Time = 180 min. from pump start to pump start

Daily Cycles = 8

Minimum Cycle Time = 180.5 > = 6 OK

Minimum Time Between Pump Starts (results when inflow = 0.5*Pump Capacity): (1 pump running)

Volume OK

(when including calculated volume between lead & lag pumps)

Odor control will be required since detention time > 180 minutes https://jacobsengineering-my.sharepoint.com/personal/jingjing_fan_jacobs_com/Documents/Desktop/Project/Glen Canyon Bullfrog Marina/GLCA Sanitary Pump_ Revised Jan 10 2023.xlsx

4. Total Dynamic Head Calculations:

35 linear ft Class 53 Ductile Iron (when Flanged & Exposed)

Roughness, c = 120 Class 350 Ductile Iron (when Restrained & Buried)

3.91 in (8" Class 53)

Friction Losses, H f (ft) = 0.2083 * (100 / c) 1.85

* (Q 1.85

/ d 4.8655

) * (Length/100)

Flow, q = 106 gpm Flow, q = 150 gpm f= 1.091 feet /100 ft of pipe f= 2.074 feet /100 ft of each pipe

Total Friction Loss = 0.38 feet, both pipes Total Friction Loss = 0.73 feet

Minor Losses in Discharge Pipe:

Minor Losses, Hf,m (ft) = K * V / 2g

Number of 90 deg. bends = 3 K = 0.54 for 90 deg. bends

Number of 45 deg. bends = 6 K = 0.29 for 45 deg. bends

Number of 22.5 deg. bends = 0 K = 0.16 for 22.5 deg. bends

Number of thru flow tees = 2 K = 0.36 for thru flow tee

Number of branch flow tees = 1 K = 1.08 for branch flow tee

Number of Swing CVs = 1 K = 1.71 for Swing Check Valve

Number of Plug Valves = 1 K = 0.31 for Plug Valve, open full

Total K each discharge pipe = 7.1

Total Minor Losses = 1.78 feet (considering peak inflows, two pumps running)

7,500 linear ft Material: DR-25, CL 165, C905 PVC

Roughness, c = 120

Inner Diameter, d = 3.786 in (4'' PVC sch 80) Friction Losses, H f (ft) = 0.2083 * (100 / c) 1.85

* (Q 1.85

/ d 4.8655

) * (Length/100)

Flow, q = 106.00 gpm Flow, q = 150 gpm f= 1.28 feet/100 ft of pipe f= 2.43 feet/100 ft of pipe

Velocity = 3.0 fps Velocity = 4.3 fps

Okay. Okay.

(3 to 6 fps is acceptable to TCEQ) (3 to 6 fps is acceptable to TCEQ)

Total Friction Loss = 95.7 feet Total Friction Loss = 181.9 feet

Minor Losses in Force Main:

Minor Losses, Hf,m (ft) = K * V / 2g

Number of 90 deg. bends = 1 K = 0.33 for 90 deg. bends

Number of 45 deg. bends = 6 K = 0.18 for 45 deg. bends

Number of 22.5 deg. bends = 4 K = 0.10 for 22.5 deg. bends

Number of thru flow tees = 3 K = 0.22 for thru flow tee

Number of branch flow tees = 2 K = 0.66 for branch flow tee

Number of Swing CVs = 1 K = 1.05 for Swing Check Valve

Number of Plug Valves = 5 K = 0.18 for Plug Valve, open full

Number of Gate Valves = 3 K = 0.08 for Gate Valve, open full

Number of Pipe Exits = 1 K = 1.00 for Pipe Exit

Total K force main = 7.0

Total Minor Losses = 1.97 feet (considering two pumps running)

Discharge Pipe:

Material:

Inner Diameter, d =

PEAK FLOWS, EACH PUMP (1 pumps running) MAXIMUM FLOW EACH PUMP (1 pump running)

Minor Loss K coefficients calculated based on Equivalent

Lengths & Swamee-Jain Friction Factors, i.e. pipe material, diameter, fitting types, material roughness and Reynold's

No. Detailed calculations shown on other calculation sheet.

Force Main:

MIN FLOW FOR FORCE MAIN (1 pump running) MAX FLOW FOR FORCE MAIN (1 pump running)

Minor Loss K coefficients calculated based on Equivalent

Lengths & Swamee-Jain Friction Factors, i.e. pipe material, diameter, fitting types, material roughness and Reynold's

No. Detailed calculations shown on other calculation sheet.

https://jacobsengineering-my.sharepoint.com/personal/jingjing_fan_jacobs_com/Documents/Desktop/Project/Glen Canyon Bullfrog Marina/GLCA Sanitary Pump_ Revised Jan 10 2023.xlsx

Elevation Head:

Discharge Header EL = 3700.0 MSL 79.0 Static Head on Header (ft)

Slab EL = 3699.0 MSL 34.2 psi

3697.0 MSL = Max. Emergency Storage EL (Elevation lower than lowest upstream MH rim elevation)

3695.5 MSL = High Level Alarm EL

Lowest Invert EL = 3695.00 MSL influent flowline elevation

3696.0

3695.00 MSL = 2nd Pump "On" EL

3694.00 MSL = 1st Pump "On" EL

Working Volume = 4.00 feet

Pumps off EL = 3690.0 MSL or 3690.0 = Lowest elevation of FM (if < WW inv.)

Low Level Alarm EL = 3689.5

Min Water Level EL = 3689.25 2.67 Min Water Level Allowed from Invert (ft)

Wet Well Invert EL = 3686.6 MSL = 12.4 Wet well Depth (feet)

5.0 feet from 1st "on" stage to slab

FM Outfall EL = 3779.00 MSL = 89 feet of elevation head (Maximum)

84 feet of elevation head (Minimum)

262.90 Dynamic Head on Header (ft)

113.8 psi

Summary of Head Losses (Two Pumps Running):

Force Main Friction Loss = 181.9

Force Main Minor Losses = 1.97

Discharge Pipe Friction Loss = 0.38

Discharge Pipe Minor Losses = 1.78

Elevation Head = 89.0 feet

Total Dynamic Head, TDH = 275 feet

5. Emergency Storage Provisions:

Wet Well Size = 12 feet Circular

Max. Allowable Storage Elev. = 3697.0 MSL

Depth used for Storage = 3.0 feet (1st Pump "on" to the maximum allowable elev.)

Wet Well Storage Volume = 2,538 gallons

Manhole Diameter = 4 feet

Accumulated MH depth used for Storage = 159 Vertical feet

Manhole Storage Volume = 14,945 gallons

Total Storage Volume = 17,483 gallons

Using an ADF inflow of 27 gpm, Storage Duration = 660 minutes

Using a PWF inflow of 106 gpm, Storage Duration = 165 minutes https://jacobsengineering-my.sharepoint.com/personal/jingjing_fan_jacobs_com/Documents/Desktop/Project/Glen Canyon Bullfrog Marina/GLCA Sanitary Pump_ Revised Jan 10 2023.xlsx

Top of Slab el. = 3699.00

Slab

Emergency Storage el. = 3697.00 (max. allowable)

Wet Well

12 ft Emergency Storage Volume = 3.0 feet

Circular 2,538 gallons

High Level Alarm el. = 3695.5

3695.00 =Lowest inv. (in) 2nd Pump "on" el. = 3695.0

1st Pump "on" el. = 3694.0

Working Volume =

4.00 feet

3,384 gallons

Pumps off el. = 3690.0

Low Level Alarm el. 3689.5

Storage Volume =

3.42 feet

2,895 gallons Wet well inv. el. = 3686.6

8. Force Main Flush Time:

Tflush =

Pump Outflow = 150 gpm (1 pump running maximum flow)

Pump Run Time = 23.3 minutes for minimum daily inflows (time to empty)

Outflow per Pump Run Time = 3,501 gallons

4,386 gallons = length x pi X d^2 /4 x 7.48 gal/c.f.

700.1 min

3,384 gallons 1.0 0.3

Tflush = 706 min

Flush Time = (Number of Pumping Cycles necessary to completely change water in Force Main) x

(Minimum Daily Flow Cycle Time)

Number of Pumping Cycles necessary to completely change water in Force Main =

Volume of water in Force Main (gal)

= 1.3 Gallons of Outflow per Pump Run Time (gal)

Volume of water in Force Main (gal) x Minimum Daily Flow Cycle Time (min)

Working Volume of Wet Well (gal)

Vol. of water in FM =

Minimum Daily Flow Cycle Time =

Working Volume of Wet Well =

Odor control will be required.

https://jacobsengineering-my.sharepoint.com/personal/jingjing_fan_jacobs_com/Documents/Desktop/Project/Glen Canyon Bullfrog Marina/GLCA Sanitary Pump_ Revised Jan 10 2023.xlsx

9. Water Hammer Calculations:

Discharge Header Pipe:

Water hammer pressure, p = (a) x (v) + operating pressure of pipe (psi)

2.31 x (g) a = pressure wave velocity (fps) a = 12 w = specific weight of water (62.4 lbs/ft ) [(w/g) x ((1/k) + (d/Et))]

0.5 g = acceleration of gravity (32.2 ft/sec k = bulk modulus of water (311,000 psi) d = inside diameter of pipe (inches)

E = Young's modulus of pipe (psi) operating pressure = TDH in psi = 119.2 psi t = pipe wall thickness (inches) v = flow velocity of pipe (fps)

The following was calculated using the properties of the 10-inch DI CL 350 pipe:

where: d = 3.91 inches

E = 24,000,000 psi Ductile Iron Society. Ductile Iron Data for Design Engineers (2013) t = 0.26 inches Class 350 Ductile Iron (when Restrained & Buried)US Pipe. Ductile Iron Pipe Design for Fire Protection, Water & Wastewater (2013). Table 2.

v = 4.01 fps Highest velocities for old system a= 4,398 fps p = 356.2 psi Okay

For Ductile Iron Pipe, rated working stress + 100 psi surge pressure = 450 psi US Pipe. Ductile Iron Pipe Design for Fire Protection, Water & Wastewater (2013). Table 2.

Water Hammer Calculations - Force Main:

Water hammer pressure, p = (a) x (v)

2.31 x (g) a = pressure wave velocity (fps) a = 12 g = acceleration of gravity (32.2 ft/sec ) [(w/g) x ((1/k) + (d/Et))]

0.5 k = bulk modulus of water (311,000 psi) d = inside diameter of pipe (inches)

E = Young's modulus of pipe (psi) operating pressure = TDH in psi = 119.2 psi t = pipe wall thickness (inches) v = flow velocity of pipe (fps) where: d = 3.79 inches

E = 420,000 psi Georg Fischer Harvel & Professional Plastics t = 0.978 inches DR-25, CL 165, C905 PVC Georg Fischer Harvel & Professional Plastics v = 4.28 fps Highest velocities allowable in force main (highest flows allowable) a= 2,445 fps p = 259.7 psi Surge control measures shall be required.Calculation example here

For C900 DR25 CL165 pipe, rated working pressure = 165 psi

10. NSPH Calculations

NPSHA = Atmospheric Pressure (ft) + Static Head + Surface Pressure Head - Vapor Pressure of Product - Losses in Suction Piping, Valves & Fittings

14.7 Atmospheric Pressure (psi) Same for Kings #1, PH I

34.0 Atmospheric Pressure (ft) Same for Kings #1, PH I

3.4 Static Suction Head (ft) MINIMUM Same for Kings #1, PH I

8.4 Static Suction Head (ft) MAXIMUM Same for Kings #1, PH I

0.0 Gage Pressure (the tank is open to atmospheric pressure) Same for Kings #1, PH I

0.27 Vapor Pressure of Water at 68 def F (psia) Same for Kings #1, PH I

0.62 Vapor Pressure of Water at 68 def F (ft) Same for Kings #1, PH I

1.0 WW Specific Gravity Same for Kings #1, PH I

0.0 Suction Piping Losses Same for Kings #1, PH I

36.8 NPSHA using MINIMUM static suction head Same for Kings #1, PH I

41.8 NPSHA using MAXIMUM static suction head Same for Kings #1, PH I

12.0 NSPHR from pump curve at flows of 1,140 gpm each (ft)

13.02 NSPHR from pump curve at maximum flows of 1,710 gpm, one pump running (ft)

15 NSPHR from pump curve at new system maximum flows of 1,975 gpm, one pump running (ft)

32 NSPHR from pump curve at maximum possible flows of 3,000 gpm, two pumps running, new system (ft)

NSHPA > NSHPR

https://jacobsengineering-my.sharepoint.com/personal/jingjing_fan_jacobs_com/Documents/Desktop/Project/Glen Canyon Bullfrog Marina/GLCA Sanitary Pump_ Revised Jan 10 2023.xlsx

0 20 40 60 80 100 120 140 160 180

H ft

Flow (gpm)

Duplex System Curves and Model Pump at 15HP

Pump Curve - One Pump

System Curve

One Pump Design Point

150 gpm at 275 TDH

Lift Station-1 Duplex System Curve and Pump Curve at 15 HP

Lift Station Design Calculations

Project Name: GLCA Project No.:

Lift Station - 2 Design Date:

Design Summary: PA 5 Duplex Lift Station Approximate HP required at duty point, each pump: 25.0

Total Number of Pumps = 2 (Assumes 75% Efficiency)

Pump Discharge Flow = 150 gal/min.

Pump Discharge Head = 441 feet

Force Main Diameter = nominal diameter

Force Main Diameter = 3.786 inches

Wet Well Diameter = 12 foot diameter

Wet Well Depth = 12.5 feet

Discharge Header Static Head = 84 psi

Discharge Header Dynamic Head = 185 psi

1. Design Flows:

Detailed lift station phasing and flow calculations provided elsewhere

Peak Wet Weather Flow = 0.155 MGD COA Requirements

= 108 gpm

Average Daily Dry Weather Flow = 0.04 MGD

= 27 gpm

Minimum Daily Flow = 0.01 MGD

5 gpm

2. Wet Well Design Calculations:

Pump Capacity (q) = 150 gal/min.

Number of Pumps = 2

Firm Capacity = 150 gal/min.

Minimum wet well working volume = 225 gallons = q x θ / 4 (Minimum volume between lead pump on and all pumps off) (Minimum volume between lead pump on and all pumps off)

Using Peak Wet Weather Flow = 108 gals/min (MDF)

Net outflow in gallons per minute = 42 (1 pump running) = q - PWF

Using Peak Wet Weather Flow = 108 gals/min (MDF)

Net outflow in gallons per minute = 42 (2 pumps running) = q - PWF

Using Average Daily Flow (ADF) = 27 gals/min (ADF)

Net outflow in gallons per minute = 123 (1 pump running) = q - ADF

Using Minimum Daily Flow (ADF) = 5 gals/min (ADF)

Net outflow in gallons per minute = 145 (1 pump running) = q - ADF

Pump Capacity OK

TCEQ Table C.4 - Minimum Pump Cycle Times. HP < 50 = 6 minutes. HP 50 - 100

= 10 minutes. HP > 100 = 15 minutes. Based on PWWF.

Minimum req. time between pump starts (θ) = 6 minutes https://jacobsengineering-my.sharepoint.com/personal/jingjing_fan_jacobs_com/Documents/Desktop/Project/Glen Canyon Bullfrog Marina/GLCA Sanitary Pump_ Revised Jan 10 2023.xlsx

3. Wet Well Detention Times and Pump Cycle Times

Wet Well Working Volume Required: 225 gallons

Working Volume Depth: 4.00 ft

Wet Well Diameter: 12 ft

Calculated Working Volume: 3,384 gallons

Average Flow Detention Time: (1 pump running)

Tf = 125 min.

Te = 28 min.

Td = 153 min.

Daily Cycles = 10

Minimum Flow Detention Time: (1 pump running)

Tf = 677 min.

Te = 23.3 min.

Td = 700 min.

Inflow = 75 gpm

Tf = 45.12 min. per pump

Te = 45.12 min. per pump

Cycle Time = 180 min. from pump start to pump start

Daily Cycles = 8

Minimum Cycle Time = 180.5 > = 6 OK

Minimum Time Between Pump Starts (results when inflow = 0.5*Pump Capacity): (1 pump running)

Volume OK

Odor control will be required since detention time > 180 minutes

(when including calculated volume between lead & lag pumps) https://jacobsengineering-my.sharepoint.com/personal/jingjing_fan_jacobs_com/Documents/Desktop/Project/Glen Canyon Bullfrog Marina/GLCA Sanitary Pump_ Revised Jan 10 2023.xlsx

4. Total Dynamic Head Calculations:

35 linear ft Class 53 Ductile Iron (when Flanged & Exposed)

Roughness, c = 120 Class 350 Ductile Iron (when Restrained & Buried)

3.91 in (4" Class 53)

Friction Losses, H f (ft) = 0.2083 * (100 / c) 1.85

* (Q 1.85

/ d 4.8655

) * (Length/100)

Flow, q = 108 gpm Flow, q = 150 gpm f= 1.129 feet /100 ft of pipe f= 2.074 feet /100 ft of each pipe

Total Friction Loss = 0.40 feet, both pipes Total Friction Loss = 0.73 feet

Minor Losses in Discharge Pipe:

Minor Losses, Hf,m (ft) = K * V / 2g

Number of 90 deg. bends = 3 K = 0.54 for 90 deg. bends

Number of 45 deg. bends = 6 K = 0.29 for 45 deg. bends

Number of 22.5 deg. bends = 0 K = 0.16 for 22.5 deg. bends

Number of thru flow tees = 2 K = 0.36 for thru flow tee

Number of branch flow tees = 1 K = 1.08 for branch flow tee

Number of Swing CVs = 1 K = 1.71 for Swing Check Valve

Number of Plug Valves = 1 K = 0.31 for Plug Valve, open full

Total K each discharge pipe = 7.1

Total Minor Losses = 1.85 feet (considering peak inflows, two pumps running)

9,579 linear ft Material: DR-25, CL 165, C905 PVC

Roughness, c = 120

Inner Diameter, d = 3.786 in (4'' PVC sch 80) Friction Losses, H f (ft) = 0.2083 * (100 / c) 1.85

* (Q 1.85

/ d 4.8655

) * (Length/100)

Flow, q = 108.00 gpm Flow, q = 150 gpm f= 1.32 feet/100 ft of pipe f= 2.43 feet/100 ft of pipe

Velocity = 3.1 fps Velocity = 4.3 fps

Okay. Okay.

(3 to 6 fps is acceptable to TCEQ) (3 to 6 fps is acceptable to TCEQ)

Total Friction Loss = 126.5 feet Total Friction Loss = 232.4 feet

Minor Losses in Force Main:

Minor Losses, Hf,m (ft) = K * V / 2g

Number of 90 deg. bends = 1 K = 0.33 for 90 deg. bends

Number of 45 deg. bends = 6 K = 0.18 for 45 deg. bends

Number of 22.5 deg. bends = 4 K = 0.10 for 22.5 deg. bends

Number of thru flow tees = 3 K = 0.22 for thru flow tee

Number of branch flow tees = 2 K = 0.66 for branch flow tee

Number of Swing CVs = 1 K = 1.05 for Swing Check Valve

Number of Plug Valves = 5 K = 0.18 for Plug Valve, open full

Number of Gate Valves = 3 K = 0.08 for Gate Valve, open full

Number of Pipe Exits = 1 K = 1.00 for Pipe Exit

Total K force main = 7.0

Total Minor Losses = 1.97 feet (considering two pumps running)

MAX FLOW FOR FORCE MAIN (1 pump running)

Force Main:

Material:

Minor Loss K coefficients calculated based on Equivalent

Lengths & Swamee-Jain Friction Factors, i.e. pipe material, diameter, fitting types, material roughness and Reynold's

No. Detailed calculations shown on other calculation sheet.

Minor Loss K coefficients calculated based on Equivalent

Lengths & Swamee-Jain Friction Factors, i.e. pipe material, diameter, fitting types, material roughness and Reynold's

No. Detailed calculations shown on other calculation sheet.

Inner Diameter, d =

PEAK FLOWS, EACH PUMP (1 pumps running) MAXIMUM FLOW EACH PUMP (1 pump running)

MIN FLOW FOR FORCE MAIN (1 pump running)

Discharge Pipe:

https://jacobsengineering-my.sharepoint.com/personal/jingjing_fan_jacobs_com/Documents/Desktop/Project/Glen Canyon Bullfrog Marina/GLCA Sanitary Pump_ Revised Jan 10 2023.xlsx

Elevation Head:

Discharge Header EL = 3784.1 MSL 194.0 Static Head on Header (ft)

Slab EL = 3783.1 MSL 84.0 psi

3781.1 MSL = Max. Emergency Storage EL (Elevation lower than lowest upstream MH rim elevation)

3779.5 MSL = High Level Alarm EL

Lowest Invert EL = 3779.00 MSL influent flowline elevation

3780.0

3779.00 MSL = 2nd Pump "On" EL

3778.00 MSL = 1st Pump "On" EL

Working Volume = 4.00 feet

Pumps off EL = 3774.0 MSL or 3774.0 = Lowest elevation of FM (if < WW inv.)

Low Level Alarm EL = 3773.5

Min Water Level EL = 3773.25 2.67 Min Water Level Allowed from Invert (ft)

Wet Well Invert EL = 3770.6 MSL = 12.5 Wet well Depth (feet)

5.1 feet from 1st "on" stage to slab

FM Outfall EL = 3978.00 MSL = 204 feet of elevation head (Maximum)

199 feet of elevation head (Minimum)

428.28 Dynamic Head on Header (ft)

185.4 psi

Summary of Head Losses (Two Pumps Running):

Force Main Friction Loss = 232.4

Force Main Minor Losses = 1.97

Discharge Pipe Friction Loss = 0.40

Discharge Pipe Minor Losses = 1.85

Elevation Head = 204.0 feet

Total Dynamic Head, TDH = 441 feet

5. Emergency Storage Provisions:

Wet Well Size = 12 feet Circular

Max. Allowable Storage Elev. = 3781.1 MSL

Depth used for Storage = 3.1 feet (1st Pump "on" to the maximum allowable elev.)

Wet Well Storage Volume = 2,580 gallons

Manhole Diameter = 4 feet

Accumulated MH depth used for Storage = 159 Vertical feet

Manhole Storage Volume = 14,945 gallons

Total Storage Volume = 17,526 gallons

Using an ADF inflow of 27 gpm, Storage Duration = 649 minutes

Using a PWF inflow of 108 gpm, Storage Duration = 162 minutes https://jacobsengineering-my.sharepoint.com/personal/jingjing_fan_jacobs_com/Documents/Desktop/Project/Glen Canyon Bullfrog Marina/GLCA Sanitary Pump_ Revised Jan 10 2023.xlsx

Top of Slab el. = 3783.05

Slab

Emergency Storage el. = 3781.05 (max. allowable)

Wet Well

12 ft Emergency Storage Volume = 3.1 feet

Circular 2,580 gallons

High Level Alarm el. = 3779.5

3779.00 =Lowest inv. (in) 2nd Pump "on" el. = 3779.0

1st Pump "on" el. = 3778.0

Working Volume =

4.00 feet

3,384 gallons

Pumps off el. = 3774.0

Low Level Alarm el. 3773.5

Storage Volume =

3.42 feet

2,895 gallons Wet well inv. el. = 3770.6

8. Force Main Flush Time:

Tflush =

Pump Outflow = 150 gpm (1 pump running maximum flow)

Pump Run Time = 23.3 minutes for minimum daily inflows (time to empty)

Outflow per Pump Run Time = 3,501 gallons

5,602 gallons = length x pi X d^2 /4 x 7.48 gal/c.f.

700.1 min

3,384 gallons 1.0 0.6

Tflush = 714 min

Flush Time =

Odor control will be required.

Minimum Daily Flow Cycle Time =

Working Volume of Wet Well =

Vol. of water in FM =

Volume of water in Force Main (gal) x Minimum Daily Flow Cycle Time (min)

Working Volume of Wet Well (gal)

1.6 Gallons of Outflow per Pump Run Time (gal)

(Number of Pumping Cycles necessary to completely change water in Force Main) x

(Minimum Daily Flow Cycle Time)

Number of Pumping Cycles necessary to completely change water in Force Main =

Volume of water in Force Main (gal) https://jacobsengineering-my.sharepoint.com/personal/jingjing_fan_jacobs_com/Documents/Desktop/Project/Glen Canyon Bullfrog Marina/GLCA Sanitary Pump_ Revised Jan 10 2023.xlsx

9. Water Hammer Calculations:

Discharge Header Pipe:

Water hammer pressure, p = (a) x (v) + operating pressure of pipe (psi)

2.31 x (g) a = pressure wave velocity (fps) a = 12 w = specific weight of water (62.4 lbs/ft ) [(w/g) x ((1/k) + (d/Et))]

0.5 g = acceleration of gravity (32.2 ft/sec k = bulk modulus of water (311,000 psi) d = inside diameter of pipe (inches)

E = Young's modulus of pipe (psi) operating pressure = TDH in psi = 190.9 psi t = pipe wall thickness (inches) v = flow velocity of pipe (fps)

The following was calculated using the properties of the 10-inch DI CL 350 pipe:

where: d = 3.91 inches

E = 24,000,000 psi Ductile Iron Society. Ductile Iron Data for Design Engineers (2013) t = 0.26 inches Class 350 Ductile Iron (when Restrained & Buried)US Pipe. Ductile Iron Pipe Design for Fire Protection, Water & Wastewater (2013). Table 2.

v = 4.01 fps Highest velocities for old system a= 4,398 fps p = 427.9 psi Okay

For Ductile Iron Pipe, rated working stress + 100 psi surge pressure = 450 psi US Pipe. Ductile Iron Pipe Design for Fire Protection, Water & Wastewater (2013). Table 2.

Water Hammer Calculations - Force Main:

Water hammer pressure, p = (a) x (v)

2.31 x (g) a = pressure wave velocity (fps) a = 12 g = acceleration of gravity (32.2 ft/sec ) [(w/g) x ((1/k) + (d/Et))]

0.5 k = bulk modulus of water (311,000 psi) d = inside diameter of pipe (inches)

E = Young's modulus of pipe (psi) operating pressure = TDH in psi = 190.9 psi t = pipe wall thickness (inches) v = flow velocity of pipe (fps) where: d = 3.79 inches

E = 420,000 psi Georg Fischer Harvel & Professional Plastics t = 0.978 inches DR-25, CL 165, C905 PVC Georg Fischer Harvel & Professional Plastics v = 4.28 fps Highest velocities allowable in force main (highest flows allowable) a= 2,445 fps p = 331.4 psi Surge control measures shall be required.Calculation example here

For C900 DR25 CL165 pipe, rated working pressure = 165 psi

10. NSPH Calculations

NPSHA = Atmospheric Pressure (ft) + Static Head + Surface Pressure Head - Vapor Pressure of Product - Losses in Suction Piping, Valves & Fittings

14.7 Atmospheric Pressure (psi) Same for Kings #1, PH I

34.0 Atmospheric Pressure (ft) Same for Kings #1, PH I

3.4 Static Suction Head (ft) MINIMUM Same for Kings #1, PH I

8.4 Static Suction Head (ft) MAXIMUM Same for Kings #1, PH I

0.0 Gage Pressure (the tank is open to atmospheric pressure) Same for Kings #1, PH I

0.27 Vapor Pressure of Water at 68 def F (psia) Same for Kings #1, PH I

0.62 Vapor Pressure of Water at 68 def F (ft) Same for Kings #1, PH I

1.0 WW Specific Gravity Same for Kings #1, PH I

0.0 Suction Piping Losses Same for Kings #1, PH I

36.8 NPSHA using MINIMUM static suction head Same for Kings #1, PH I

41.8 NPSHA using MAXIMUM static suction head Same for Kings #1, PH I

12.0 NSPHR from pump curve at flows of 1,140 gpm each (ft)

13.02 NSPHR from pump curve at maximum flows of 1,710 gpm, one pump running (ft)

15 NSPHR from pump curve at new system maximum flows of 1,975 gpm, one pump running (ft)

32 NSPHR from pump curve at maximum possible flows of 3,000 gpm, two pumps running, new system (ft)

NSHPA > NSHPR

https://jacobsengineering-my.sharepoint.com/personal/jingjing_fan_jacobs_com/Documents/Desktop/Project/Glen Canyon Bullfrog Marina/GLCA Sanitary Pump_ Revised Jan 10 2023.xlsx

0 20 40 60 80 100 120 140 160 180

H ft

Flow (gpm)

Duplex System and Model Pump at 25 HP

Pump Curve - One Pump system curve

One Pump Design Point

150 gpm at 450 TDH

Lift Station-2 Duplex System Curve and Pump Curve at 25 HP

Appendix D – Drainage Reports

Technical Memorandum

GLCA Hydrologic and Hydraulic Memo

Date: 12/20/2022

Project name: Glen Canyon Low Water Ramps

Task Order no: 140P2022F0267

Contract no: 140P2021D0007

Attention: Mike Will, PE, Denver Service Center

Company: National Park Service

Prepared by: Ritu Gupta, PE, CFM

Reviewed by: Thom Rutledge, PE, CFM

Copies to: Aaron Swafford, PE, Douglas P. Stewart, PE

OBJECTIVE

This memo has been prepared to summarize the hydrologic analysis, parameters, and assumptions that were used to determine the peak flow rates to prospective culvert crossings and ditch sizing along the roadway within the project area. Major basins were delineated to potential cross-culvert locations placed at natural low points along the roadway alignment. Sub basins were delineated to calculate the amount of flow in roadside ditches tributary to the prospective culvert crossings.

HYDROLOGIC ANALYSIS

The offsite hydrology was completed using the SCS unit hydrograph method applied within the HEC-HMS model version 4.10. Hydrologic analysis for the ditch sizing was completed using the Rational Method.

Subbasin Delineation and Topography

Major basins were delineated to estimate the concentrated flow at a potential culvert location. Smaller subbasins were delineated to estimate the flow that would drain directly towards the proposed roadway alignment and will need to be conveyed via ditches to one of the potential culvert locations. Major basins and ditch subbasin boundaries are shown on Figure 1 included as Attachment 1 with this memo.

The topography data used for the subbasin delineation included local LiDAR data flown for the project and the10-meter USGS DEM data. ArcGIS Arc Hydro toolbox was used for an initial estimate of the overall watershed. The subbasin boundaries were then manually adjusted to account for the proposed project alignment.

Rainfall Data (Frequency, Depth, Distribution)

The hydrologic calculations are completed for the 10-year, 50-year and 100-year storm event.