APPENDIX I East Valley Analysis Area

APPENDIX I

East Valley Analysis Area

MEMORANDUM

Date: November 13, 2014

To: Mark Palmer, City of Puyallup; Mark Higginson, City of Puyallup

From: Craig Chambers, BHC Consultants

CC: Larry Amans, BHC Consultants; Jordan Zier, BHC Consultants

Subject: Analysis for East Valley Sewer Service Area

A portion of the East Valley Service Area was recently annexed (see Figure 1). BHC was tasked with projecting flow conditions, defining alternative sewer routes and creating a cost estimate for the preferred routing area.

Mapping and Flows

First, the East Valley Service Area was identified and segregated into three definable basins -Puyallup 30, Puyallup 31 and Puyallup 32(See Figure 1). Puyallup 31 comprises a recently annexed area and is expected to develop more quickly and within the 6-year CIP period. BHC understands the immediate development will occur within Puyallup 31. Further, this area is projected to develop and reach capacity buildout flows more quickly than basins Puyallup 30 and 32.

The PEAK DAY projected flows are as follows:

Flow Projections (mgd)

Basin 2020 2034Buildout Range

Puyallup 30 0.00 0.03 0.14 - 0.18

Puyallup 31 (Van Lierop) 0.06 0.13 0.21 – 0.27

Puyallup 32 0.00 0.09 0.32 – 0.41

Total (mgd) 0.06 0.25 0.67 – 0.86

Total (gpm) 42 176 468 - 600

Note that flows are estimated for a peak day 25 year flow event. In the model the flows are input and distributed over a diurnal pattern. For purposes of this analysis, the peak hour flowsare calculated as: Peak Hour = PEAK DAY x 1.5

East Service Area Flow (Puy 30, 31, 32) - Peak Hour

Initial Start-Up 70 gpm

Buildout Range 700 - 900 gpm

MEMORANDUM 2 BHC Consultants, LLC

November 13, 2014

Initial Model Run

Two initial model scenarios were investigated to determine a preferred routing for the East Valley Sewer Service Area. First, the flows were input or loaded directly to the sanitary trunk tributary to the East Main Street trunk and lift station. Using this routing would require immediate upgrades to the gravity mains and likely the East Main Lift Station (LS 16) as well.

The second scenario sends the flows southerly along Shaw Road to the Cross Valley Trunk. The flows were delivered to the 21-inch Cross Valley Trunk Line in the intersection of Shaw Road and 12th Ave SE. This trunk line is able to accommodate the initial development’s flows.

Preferred Alternative

The results of the model run were discussed with the City. The Cross Valley Trunk was identified as the preferred alternative for receiving flow from the East Valley Service Area.

Pump Station Standards

The following pump station standards were used for initial layout and cost estimating purposes:Smith and Loveless top mounted, suction-lift pumps

Generator back-up

Pig launch/bypass pumping vault

Valve vault and meter

Area lighting

Chainlink, with barbed wire outrigger

Building not required; but provide canopy over panels for rain protection

Phasing—consider phasing of facilities

Phasing

Due to the large range of flows between initial flow – 70 gpm – and ultimate flow – 700 to 900 gpm – a phased approach is recommended in order to best suit the initial sizing requirements and minimize the costs of the initial phase of the station. The suggested approach to the phasing is as follows:

Pumps – Phase 1 pumps sized for minimum 70 gpm minimum; and Phase 2 pumps

sized for 700 to 900 gpm (buildout flow estimate)

Wetwell(s) – manhole style, with pumps surface mounted

Onsite piping and vaults – sized for the ultimate flows and installed during the first

phase

Generator – sized for the ultimate flows and installed during the first phase

Sitework – Asphalt surfacing and fence


November 13, 2014

Wetwells

We considered two possible approaches to phased wetwell design:

1. One small manhole (5’ minimum size for construction and maintenance access) for

Phase 1 pumps, plus a second larger manhole for the Phase 2 pumps, installed with

other Phase 2 work.

2. One large manhole to accommodate both Phase 1 and Phase 2 flows, with the Phase 1

pumps replaced with larger Phase 2 pumps when needed.

The first option was considered because the “ultimate” size manhole can result in a very small active depth of water in the wetwell (difference between pump ON level and OFF level) for the very low Phase 1 flows. This can be challenging in setting the pump ON and OFF levels that are close together. However, we determined that a 7-foot diameter wetwell could be installed during Phase 1 that could accommodate both Phase 1 and Phase 2 flows, by adjusting the pump level control settings over time to handle increasing flows, starting at a practical minimum active depth of 12 inches. When flows reach the ultimate design flow rate of 700 to 900 gpm, the active depth level required is approximately 48 inches at 900 gpm.

The objective is to use a single wetwell with varying depths of active storage for Phases 1 and 2. Similarly, it is critical to phase the pumps so that continuous service is provided through the full range of flows from 70 gpm initially to 700-900 gpm at buildout conditions. This varying level control approach has the obvious advantage of only one wetwell versus two. There is a slight disadvantage of requiring pump change-out operations on an active wetwell, but with above-grade suction lift pumps being used, this is not a significant drawback since all pump replacement work during Phase 2 construction will be done at the top of the manhole.

Wetwells should be sized to minimize the number of pump starts in order to maximize pump motor life. The general equation used to size wetwells is:

=T D

4 N

Where ‘V’ is the volume of storage in gallons, ‘T’ is time between starts (cycle time) in minutes, ‘D’ is the pump design flow rate in gpm, and ‘N’ is number of alternating pumps (2 in this case).This equation gives the minimum cycle time, when flow is at 50 percent of the design flow.The desired cycle time from this equation is generally taken to be a minimum of 10 minutes, or 6 starts per hour1.

The design wetwell volume for Phase I is then:

=10 70

4 2= 87.5 gallons

1 Pumping Station Design, Sanks, 2006, page 12.35


November 13, 2014

This is too small a volume to accommodate in a 7-foot-diameter wetwell , resulting in an active pumping depth of only 4 inches. Therefore, a minimum practical flow rate of 200 gpm is suggested. This will result in fewer than 6 starts per hour (see below for adjusted pumping depth). This also produces an acceptable velocity in a minimum size force main of 4-inch diameter, at 5.2 feet per second (fps).

The revised Phase I volume of the wetwell is then:

=10 200

4 2= 250 gallons

In a 7-foot-diameter manhole this 250 gallons of storage requires 0.86 feet of depth, rounded to 1.0 foot, which is a reasonable minimum value for active storage depth. As flows increase within the basin, level controls may be adjusted to greater active depth values, which will help to better maximize motor life. With Phase 2’s total flow of 700 to 900 gpm, the active depth increases to approximately 4.0 feet at 900 gpm. As a preliminary design of the wetwell we arrive at the following wetwell depth:

Feature Depth Below Ground at Wetwell

Incoming sewer invert and high level

alarm

17.0’

Lead pump START level at ultimate

inflow of 900 gpm

17.5’

Lead pump OFF level (for all inflow

values)

21.5’ (=17.5’+4.0’ active depth)

Floor 23.5’ (=21.5’ + 2.0’ “dead pool” depth)

The Phase 1 lead pump START level could be initially set at the depth of 20.5’ (=21.5’ minus 1.0’ initial active depth).

Pumps

The City’s preferred pump type (Suction-lift pumps, Smith and Loveless brand) have been preliminarily sized as follows:

Phase 1 – 2 @ 7.5 hp each for 200 gpm at TDH = 44’

Phase 2 – 2 @ 20 hp each for 700 to 900 gpm at TDH = 42’ to 49’, respectively

For both phases, one of the pumps is the duty pump delivering the design flow, and the second pump is a standby pump in the event of pump clogging or failure. The controls should be programmed to alternate between the two pumps for each pumping cycle, in order to equalize wear on both pumps.


November 13, 2014

The City should consider switching from the Phase 1 to the Phase 2 pumps when one of the following conditions occurs:

1) When 2 pumps are called.

2) The number of pump starts-per-day is trending downward, meaning the influent flow has

exceeded 50% of the pump capacity. This is only a cautionary indicator and not a

triggering event to replace the pumps.

3) When daily flows exceed 190,000 gallons.

Note that for the City’s preferred type of pump there is a practical maximum lift of approximately 22 feet. The incoming gravity sewer therefore needs to be carefully designed to avoid exceeding this limiting lift height. This was accomplished in this preliminary design by locating the pump station and incoming gravity sewer so that the sewer invert at the pump station is no more than 17.0 feet below ground surface. If initial calculations for the final sewer system layout produce a depth greater than this, several design adjustments could be made, including:

Starting the upper most manhole of the sewer system at a shallower depth, such as 5.0

feet (ground-to-invert) instead of the more typical 8.0 foot depth. This is only an option if

the nearby properties served are able to drain by gravity to this 5.0 foot deep sewer.

Flatten the gravity sewer grades to minimum slopes, per Department of Ecology

guidelines.

If none of the adjustments mentioned above are feasible or desirable the City could use submersible type sewage pumps in lieu of the standard top mounted, suction lift pumps.

Force Mains

Two force mains are suggested – one for the Phase 1 flow and a second to accommodate ultimate flows of 900 gpm. We suggest using either PVC pressure pipe (AWWA C900) or HDPE as the force main material.

For a Phase 1 size of 4-inch diameter, the minimum size recommended to convey 3-inch solids, the computed velocity is 5.2 fps at 200 gpm. This exceeds the typical minimum velocity of 2 fps for self-scouring flow, so 4-inch diameter is the recommended size for the Phase 1 force main.

As flows increase, the friction losses in the 4-inch forcemain will similarly increase. We suggest installing both mains during the Phase 1 construction to minimize total trenching cost but not using the 8-inch force main during Phase 1. When the Phase 2 pumps are installed and the delivery exceeds the 4-inch capacity, the 8-inch forcemain will become necessary. The 8-inch Phase 2 force main will convey approximately 80 percent of the total flow, based on the relative proportional areas of the two pipes operating together. This equates to a flow split of 720 gpm in the 8-inch pipe and 180 gpm in the 4-inch pipe for a total of 900 gpm delivered. At these flow rates the velocity is computed at 4.7 fps in each pipe.


November 13, 2014

In order to maintain minimum scouring velocities in the force main pipes and avoid velocities over 10 fps2 the following phased force main activation is suggested:

Phase Peak Hour Flow, gpm Velocity, fps

1 – 4-inch FM Only 200 5.2

2 – 8” FM Only 450 2.9500 3.2600 3.8700 4.5

Note that the flow from the Phase 2 pumps can be modulated from lower flows at first to higher flow is in the future by using variable frequency drives (VFDs) on the pump motors. At a peak design flow of 900 gpm, the minimum VFD-conditioned flow rate is typically 50%, or 450 gpm as shown for the starting Phase 2 flow. When peak flows exceed 700 gpm, the City may consider using both force mains together to lower head loss and likewise decrease energy usage. Flows can be directed to both force mains by manually opening the isolation valves at the beginning of each force main, as shown on Figure 2. When the pumps produce 900 gpm, velocity in both of the two force mains operating together is approximately 4.7 fps.

Cost Estimates

Costs for pump station and force main improvements have been estimated at a conceptual level. As shown in Tables 1, 2, 3, and 4 costs are summarized as follows:

Table 1--Phase 1 Station and 4” and 8” Force Main – $1,740,000

Table 2--Phase 2 Pumps – $250,000

Table 3—Pioneer Way Gravity Sewer System – $510,000

Table 4— 134th Ave E Gravity Sewer System Extension – $990,000

Note that a preferred and alternate pump station location is shown in figure 1. The pump station location is not expected to significantly impact the estimates above.

The gravity system includes manholes at an average 300-foot spacing, and assumes that alltrenching work would be in the pavement (a conservative assumption), and surface restoration would include grinding and replacing a half-width of the street.

Note that these planning level opinions of probable cost are based on our perception of current conditions in the project area and are subject to change as variances in design occur or economic conditions vary. We cannot, therefore, guarantee that actual bids received will not vary, up or down, from the cost presented herein. The estimate does, however, reflect our professional opinion of costs at this time. More detailed and accurate opinions can be prepared when final construction plans are completed. A 25 percent contingency is included in the opinion to compensate for lack of detailed information, anticipated changes, and imperfection in the

2 10 fps is a target upper limit because higher values generate excessive pumping head and energy use.


November 13, 2014

estimating methods used. A smaller contingency will be used at the final design stage when the quantity and quality of information becomes better.

Sanitary Sewer SystemComprehensive PlanCity of Puyallup, Washington

Figure

BHC Consultants, LLC1601 Fifth Avenue, Suite 500Seattle, Washington 98101

206.505.3400

206.505.3406 (fax)www.bhcconsultants.com

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Sewer System & Mini-Basins: City of Puyallup 2013Pierce County base data 2013Data sources supplied may not reflect current or actual conditions. This mapis a geographic representation based on information available. It does not

represent survey data. No warranty is made concerning the accuracy, currency,or completeness of data depicted on this map.BHC Consultants LLC., assumes no responsibility for the validity of anyinformation presented herein, nor any responsibility for the use or misuse of the data.

MAP DATE: NOVEMBER 2014

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COPYRIGHT © 2014 BHC CONSULTANTS LLC., ALL RIGHTS RESERVED

:East Valley Sewer Service Area

*5ft Contours extracted from LIDAR data. Source: Puget Sound LIDAR Consortium.

**Unserviceable Areas: Layer represented

by slopes at greater than 40%. Source: City of Puyallup 2013

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Forcemain

2"

6"

8"

10"

12"

15"

18"

20"

21"

24"

36"

48"

Unknown/Other

MASCA Line (Abandoned)

Abandoned

Base Layers

City Boundary

Urban Growth Area

Sanitary Sewer Service Area

Puyallup First Right of Refusal

Parcels with Septic Systems

Future Sewer System

")P Pump Station

Manhole

^ Grinder Pumps+

Forcemain

Sewer Line

Base Layers

Mini-Basins

Parcels

5ft Contours*

Van Lierop Annexation

+Parcels likely require grinder pumps for sewer service.

1

PHASE I PUMP STATION &FORCE MAIN IMPROVEMENTS

AT PREFERREDPUMP STATION LOCATION

PIONEER WAYGRAVITY SEWER, 8"

134TH AVE EGRAVITY SEWEREXTENSION, 10"

Puy-31 Puy-32

Puy-30

")P

ALTERNATEPUMP STATIONLOCATION

RAIN CANOPY

OVER PANEL

WETWELL

INCOMING

SANITARY

SEWER

SUCTION LIFT

PUMPS

ASPHALT

PAVEMENT

16' WIDE DOUBLE

SWING GATE

VALVE

VAULT

*4" PIG

LAUNCH/BYPASS

VAULT

GENERATOR ON

CONCRETE PAD

8" FORCE

MAIN *4" FORCE

MAIN

8" PIG

LAUNCH/BYPASS

VAULT

M

CONTROL PANEL

ON UNISTRUT

FRAME

6' CHAIN LINK

FENCE

CONCRETE

PAD

SECOND FORCE MAIN AND SECOND PIG

LAUNCH/BYPASS VAULT AT EAST VALLEY

PUMP STATION NOT TYPICALLY REQUIRED

*

METER

VAULT

COPYRIGHT © 2014 BHC CONSULTANTS, LLC. ALL RIGHTS RESERVED

2

FigureTypical Pump

Station Layout

Puyallup Comp PlanNovemeber 2014

PHASE 1

Item Quantity Unit Unit Price Total

1. Mobilization & Misc. 1 LS $100,000 $100,000

2. Dewatering Allowance 1 LS $50,000 $50,000

3. TESC 1 LS $1,000 $1,000

4. Shoring System 1 LS $10,000 $10,000

5. Wetwell (7' dia. X 23.5' deep) 1 LS $25,000 $25,000

6. Pumps & Piping (2 pumps @ 7.5 HP) 1 LS $75,000 $75,000

7. Valve Vault 1 LS $40,000 $40,000

8. 6" Meter & Vault 1 LS $13,000 $13,000

9. Pig Launch/Bypass Vaults 2 EA $30,000 $60,000

10. Electrical Costs, Radio Telemetry 1 LS $150,000 $150,000

11. 50 KW Diesel Generator, With Standard Enclosure 1 LS $80,000 $80,000

12. Surfacing On Pump Station Site 1,500 SF $5 $7,500

13. 6' Chain Link Fence 160 LF $50 $8,000

14. 8' x 16' Chain Link Gates 1 EA $6,000 $6,000

15. Rain Canopy 1 LS $8,000 $8,000

16. Connect to Existing System 1 LS $1,000 $1,000

17. 4" and 8" Force Mains (parallel and in same trench) 1,800 LF $100 $180,000

18. Locate/Protect Existing Utilities 1 LS $1,000 $1,000

19. Traffic Control 1 LS $60,000 $60,000

20. Pavement Patching - 1/2 Width Grind & Overlay 1,800 LF $70 $126,000

$1,001,500

$250,375

$1,251,875

$117,676

$1,369,551

$342,388

$20,000

$10,000

$1,741,939

ROUNDED $1,740,000

Engineering & Admin., 25%

Geotech

Survey

Total

Subtotal

Table 1. East Valley Service Area

Subtotal

Contingencies, 25%

Subtotal

Sales Tax, 9.4%

Pump Station Conceptual Level Project Costs,

PHASE 2



2. Remove and Demolish Old Pumps 1 LS $3,000 $3,000

3. Pumps and Piping (2 Pumps @ 20 hp) 1 LS $69,000 $69,000

4. Variable Frequency Drives 1 LS $30,000 $30,000

5. Other Electrical Costs 1 LS $30,000 $30,000

$147,000

$36,750

$183,750

$17,273

$201,023

$50,256

$251,278

ROUNDED $250,000


Total

Subtotal

Pump Station Conceptual Level Project Costs,


Subtotal

Contingencies, 25%

Subtotal

Sales Tax, 9.4%

PIONEER WAY GRAVITY SEWER




3. TESC 1 LS $1,000 $1,000


6. 8" Gravity Sewer 1,100 LF $70 $77,000

7. Manholes @ ± 300' o.c. 10 EA $4,000 $40,000

8. Connect to Existing System 1 EA $1,000 $1,000




$287,000

$71,750

$358,750

$33,723

$392,473

$98,118

$10,000

$5,000

$505,591

ROUNDED $510,000


Subtotal

Contingencies, 25%

Subtotal

Sales Tax, 9.4%

Conceptual Level Project Costs,


Geotech

Survey

Total

Subtotal

134th AVE E GRAVITY SEWER EXTENSION




3. TESC 1 LS $1,000 $1,000


5. 10" Gravity Sewer 2,600 LF $75 $195,000

6. Trenchless Installation Below Railroad and Pioneer Way 100 LF $500 $50,000

7. Manholes @ ± 300' o.c. 10 EA $4,000 $40,000

8. Connect to Existing System 1 EA $1,000 $1,000




$567,000

$141,750

$708,750

$66,623

$775,373

$193,843

$10,000

$5,000

$984,216

ROUNDED $990,000


Geotech

Survey

Total

Subtotal


Subtotal

Contingencies, 25%

Subtotal

Sales Tax, 9.4%

Conceptual Level Project Costs,

Documents

APPENDIX I East Valley Analysis Area