CE 3372 Water Systems Design EPA SWMM– Pumps and Lift Stations.

CE 3372 Water Systems Design

EPA SWMM– Pumps and Lift Stations

Purposes

• To lift stormwater to higher elevation when discharge of local collection system lies below regional conveyance.

• To lift stormwater to higher elevation when terrain or man-made obstacles do not permit gravity flow to discharge point.

Pond and pump station

Types• Submersible

– Lower initial cost– Lower capacity– Smaller footprint

• Wet-well / dry-well – Higher initial cost– Easier inspection/

maintenance

Submersible lift station

Module 14

Wet-well / dry-well lift station

Design criteria

• Size the pumps and the wet-well (sump) storage capacity to accommodate inflow variability and detention time limits.

• Match the pumps to the flow and head requirements.

• Provide ‘near-absolute’ reliability– Automated controls – Redundant systems – Alarms– Regularly scheduled, preventive maintenance

• Assess and mitigate environmental factors– Flood risk, noise pollution, visibility

Site plan and facilities• Protected and

accessible during a major flood

• Redundant power supplies

• Intruder-resistant with controlled access

• Height• Inflow pipe elevation• Ground elevation• Excavation costs

• Cross section• Constant• Variable

Wet-well (sump) dimension design

Module 14

Pump capacity

• Greater than average flow

• Less than the maximum flow

• Depends mainly upon– Inflow

variability– Marginal

costs of increasing sump volume

FHWA-HDS-01-007

• Detailed “how-to”

• Reviews hydrology• Reviews hydraulics

Pump System Hydraulic Operation

1) Runoff enters the collection system and is conveyed to the storage unit and wet well of the pump station. For a period of time there is no outflow as the runoff is stored within the storage unit and wet well.

2) The water level in the wet well rises and a hydraulic gradient develops based on the rate of inflow, the water level in the wet well, and the conveyance capacity of the storage unit and collection system.

3) The first pump starts when the water level in the wet well reaches a specific elevation. The pump evacuates the flow at a rate that varies with the pump characteristics and total dynamic head.


4) The inflow rate will vary as defined by the inflow hydrograph. If the pumping rate is lower than the inflow rate, the water level in the storage unit and wet well continues to rise and the volume stored in the system increases.

5) Additional pumps start at predetermined elevations as the water level rises.

6) At some point, the inflow rate will be lower than the total pumping rate. The water level in the wet well drops as water is evacuated from storage.


7) At preset elevations, as the water level drops, individual pumps are stopped and the discharge rate drops accordingly.

8) When the water level drops to the minimum level required for submergence, the last pump is stopped. The last pump off is usually the first to have been switched on, although different switching schemes are feasible.

Lift Station Design Process

• Design criteria include:– Design frequency– Peak outflow– Station type– Design philosophy– Minimum storage volume– Maximum allowable highwater– Discharge velocity

• Criteria must be established before design of storage and pump system (FHWA-HDS-01-007 pg 4-9)

Lift Station Design Process• Hydrologic Analysis:

– Drainage boundary and area– Runoff characteristics– Design runoff hydrographs– Cumulative inflow

Lift Station Design Process• Trial Pumping Configuration:

– The design is typically iterative– Minimum of two pumps recommended

Lift Station Design Process

• Hydrologic/Hydraulic Analysis/Estimates– Inflow hydrograph– Inflow mass curve– Stage-storage relationship– Trial pump/switching scheme– Mass curve routing– System head curves

• Pump selection/operation

Hydrographs – review

• A hydrograph is a graphical representation of discharge (volume/time) with time

• The area under the hydrograph curve represents the total volume of runoff during the time represented

• The highest point on the graph is the peak discharge

Hydrographs – review

Storage• Storage is collection system, plus any sump

(wet well) on suction side of lift station.

Time distributed discharge• Route inflow hydrograph through lift station

(and collection system) to generate the time distributed discharge.

Basic assumptions • Pump station hydrologic design is conceptually

identical to reservoir routing design Inflow-outflow=change in storage

• Inflow is the hydrograph produced by the storm sewer system

• Outflow is derived from the sump geometry (stage/storage) and Pump Performance Curves for the pump or pumps in the station

Module 14

Lift Stations in SWMM

• Used to “lift” water from a low elevation to a higher elevation.

• Lift provided by pumps, usually centrifugal.

• Pumps modeled similar to EPA-NET


• Lift stations are modeled as special links (like in EPA NET).

• Page 40 of the SWMM manual described the conceptual model used – there are 4 “kinds” of pumps in SWMM


• Type 1 Pump Rule

• Semi-realistic (see next slide); actual operation would likely be by stage (depth)



Realistic rule: can use a PLC and transducer to control the pump; assumes discharge into free (open) pipe



Realistic rule: Like in EPA-NET. Assumes suction and discharge submerged – discharging into a force-main. This is the “kind” of pump you had in fluids and earlier in this course.



Realistic rule: Archimedes (screw) pumps work exactly like this rule. Reasonably common in wastewater treatment plants for initial lift into the reactors (then gravity flow rest of plant).

• Woodlands Ditch C Subdivision.– As-is drainage

model, using 2-yr design storm.

– Suppose the goal is to keep ponding less than 2 feet.


Lift Stations in SWMM3:15 into the storm

Greater than 2 feet deep

Ok to be deep in the ditch

Add relief sewers3:15 into the storm

Ok to be deep in the ditch

Used a 8X16 box culvertTo “store” water in the sewer

Lift station hereFor the example

Run once to find lift station need3:15 into the storm

Probably need 100 cfs(5 low-head pumps)


Run again with the lift station3:15 into the storm

Probably need 100 cfs(4 low-head pumps)


Then Check

• Is such a lift station feasible?– How many pumps?– Force main diameter (4-foot this simulation), kind

of big– How much power?– Other alternatives (in this case a gravity relief

sewer probably makes more sense)

Exercise

• Download the No-Relief-Sewer file and run the program.

• Then design a relief sewer(s) to keep all the storage nodes at 2 foot ponding depth or less.

• Require at least 5-foot cover (storage nodes are at grade, other nodes below grade).

CE 3372 Water Systems Design EPA SWMM– Pumps and Lift Stations.

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