Final Tumon Wastewater Study Tumon, Guam

Transcription

Final Tumon Wastewater Study
Tumon, Guam
January 2008
Prepared for
Access Ypao Incorporated
816 North Marine Corps Drive
2nd Floor, Eva Building
Upper Tumon, Guam 96913
Prepared by
238 East Marine Corps Drive, Suite 201
Hagatña, Guam 9691
Table of Contents
1.
2.
3.
4.
5.
6.
7.
8.
9.
9.1.
9.2.
9.3.
9.4.
10.
11.
12.
Executive Summary ................................................................................................................ 3
Introduction............................................................................................................................. 5
Project approach...................................................................................................................... 6
Past Studies ............................................................................................................................. 7
Analytical Model Methodology.............................................................................................. 7
Existing Conditions................................................................................................................. 9
Future Conditions ................................................................................................................... 9
Land Use Predictions and Flow Estimates............................................................................ 11
Model Results ....................................................................................................................... 11
Old East Collector............................................................................................................. 13
New East Collector ........................................................................................................... 16
Old West Collector ........................................................................................................... 18
New West Collector.......................................................................................................... 20
1997 (Tumon Beautification Project) Collector ............................................................... 22
Ypao Collector .................................................................................................................. 23
Pump Stations ................................................................................................................... 25
12.1.
Fujita Pump Station................................................................................................... 25
12.2.
Old and New Ypao Pump Stations ........................................................................... 26
12.3.
Proposed New 1997 Central Tumon Pump Station .................................................. 28
12.4.
New Gun Beach Pump Station ................................................................................. 28
13.
Surrounding Wastewater Infrastructure............................................................................ 29
13.1.
Ypao Collector .......................................................................................................... 29
13.2.
Marine Corps Drive Interceptor................................................................................ 29
13.3.
Surrounding Pump Stations ...................................................................................... 30
14.
Wastewater Treatment Plants ........................................................................................... 31
15.
System Upgrades .............................................................................................................. 31
16.
Upgrade Phasing ............................................................................................................... 37
17.
Rough Order Magnitude Estimates................................................................................... 38
18.
Conclusions....................................................................................................................... 39
19.
Master Planning ................................................................................................................ 40
Tumon, Guam
Dueñas, Bordallo, Camacho & Associates, Inc.
January 2008
Page 1 of 41
Figures
Figure 1
Figure 2
Central Tumon Basin Existing System Model
Ypao Basin Existing System Model
Appendices
Appendix A
Appendix B
Appendix C
Appendix D
Appendix E
Cost Breakdown
Modeled Hydraulic Grade Lines
Pump Station Analysis
Model Input
Marine Corps Drive Model Results
Exhibits
Exhibit 1
Exhibit 2
Exhibit 3
Exhibit 4
Exhibit 5
Exhibit 6
Existing Basins
Existing Ypao Basin
Central Tumon Basin
Ypao Basin Phase I, II and III Conditions
Tumon Basin Phase I, II and III Conditions
Gun Beach Phase III Condition
Abbreviations
ASTP
AWWA
CI
cfs
DI
ft
fps
gpm
GWA
HGL
I/I
in
NA
NDSTP
mgd
MLLW
MSL
PIC
TDH
TVT
WW
Ypao LRC
Agana Sewer Treatment Plant
American Water Works Association
Cast Iron
Cubic Feet per second
Ductile Iron
feet
Feet per second
Gallon per Minute
Guam Waterworks Authority
Hydraulic Grade Line
Infiltration and Inflow
inches
Not Available / Not Applicable
Northern District Sewer Treatment Plant
Million Gallons per Day
Mean Lower Low Water
Mean Sea Level
Pacific Islands Club
Total Dynamic Head
Talo Vista Tower
Wastewater
Ypao Luxury Resort Condominium
Tumon, Guam
January 2008
Page 2 of 41
1. Executive Summary
The purpose of this study is threefold as follows:
•
•
•
Perform an in-depth review and analysis of the as-built conditions, configuration and
capacities of existing wastewater collection and transmission systems in Tumon based on
a review of available documentation and past planning wastewater facilities planning and
engineering studies.
Analyze the capacities of the existing systems to meet existing and projected wastewater
loadings within the Tumon service area;
Make recommendations of phased Tumon wastewater infrastructure system
improvements to meet current and future wastewater generation based on existing land
use and projected land development proposals.
For purposes of this Study, The Tumon area, which extends from Oka Point to Fafai Beach, will
be divided into three (3) wastewater infrastructure service areas or “basins”: Ypao, Central
Tumon and Gun Beach Basins. A phased approach is recommended for the immediate and future
improvements. Each Phase will generate additional capacity. Additional capacities for each
phase for the Central Tumon and Ypao Basins as well as cost estimates are presented in the
following tables.
Central Tumon Basin
Old East Collector
New East Collector
Old West Collector
New West Collector
1997 Collector
Fujita Pump Station
Gun Beach Collector
Available Capacity MGD/GPM (peak)
Existing Conditions
Phase I
Phase II
0.000
0
0.273
549
0.096
193
0.405
816
0.000
0
0.099
200
0.000
0
0.000
0
0.273
549
0.096
193
0.405
816
0.000
0
0.099
200
0.000
0
0.000
0
0.646
1300
0.096
193
0.692
1393
0.000
0
1.192
2400
0.000
0
Phase III
0.000
0
0.646
1300
0.096
193
0.692
1393
4.967
10000
2.652
5340
2.016
4060
Red:
Operating under surcharged condition
Green: Operating under surcharged Conditions due to backwater effects
* Additional capacity available based on force main and pump selection
Tumon, Guam
January 2008
Page 3 of 41
Ypao Basin
Available Capacity mgd/gpm (peak)
Existing Conditions
Phase I Phase II
Ypao Collector*
Old Ypao Pump Station
New Ypao Pump
Station
0.059
118
0.179
360
0.000
0
0.059
118
0.447
900
0.000
0
0.745
1500
0.447
900
1.520
3060
The values provided above are available capacities above existing loads. Average flows are
presented in million gallons per day (mgd) and peak flows are presented in gallons per minute
(gpm).
Below are rough order magnitude (ROM) costs for each phased improvement.
Phase
Phase I
Phase II
Phase III
Phase
Phase I
Phase II
Central Tumon Basin
Option
ROM
A
B
Remark
$ 571,476.56
$ 2,673,018.75
$ 702,075.00
$24,907,012.50
Ypao Basin
ROM
Remark
$
61,050.00
$ 1,214,340.00
The implementation of the Phase I and II improvements for both the Ypao and Central Tumon
Basins is strongly recommended based on the resulting optimal system capacities which will be
created to accommodate existing and proposed developments.
The proposed and immediate demands for the new western collector and Ypao Basin have a total
peak flow of 701gpm and 640gpm respectively. The capacity made available by the Central
Tumon and Ypao basin Phase I and II improvements will be 1393gpm and 1500gpm
respectively. The implementation of Phases I and II for both the Central Tumon and Ypao
Basins will provide enough capacity for the immediate and proposed developments.
Concurrent further analysis and master planning of Phase III alternative improvements is also
recommended.
Tumon, Guam
January 2008
Page 4 of 41
2. Introduction
The purpose of this study is threefold as follows:
•
•
•
Perform an in-depth review and analysis of the as-built conditions, configuration and
capacities of existing wastewater collection and transmission systems in Tumon based on
a review of available documentation and past planning wastewater facilities planning and
engineering studies.
Analyze the capacities of the existing systems to meet existing and projected wastewater
loadings within the Tumon service area;
Make recommendations of phased Tumon wastewater infrastructure system
improvements to meet current and future wastewater generation based on existing land
use and projected land development proposals.
Document review will include information from GWA and DPW archives as well as in-house
DBC&A reports and plans. Field surveys to verify the size and invert elevations of wastewater
system components will be conducted as necessary to confirm existing conditions. Analyses of
system performance characteristics and capacities will be performed through computerized
modeling using software compatible with GWA modeling tools.
This Study was commissioned by Access Ypao Inc., a developer with proposed development
projects in Tumon: the Talo Vista Tower located in central Tumon and the Ypao Luxury Resort
Condominiums located in Ypao adjacent to Ypao Beach Park.
For purposes of this Study, The Tumon area, which extends from Oka Point to Fafai Beach, will
be divided into three (3) wastewater infrastructure service areas or “basins” as follows (See
Exhibit 1):
•
•
•
Ypao Basin: The Ypao Basin includes those areas which discharge wastewater through
the GWA wastewater collection system which terminates at the Ypao WW Pump Station
located between Ypao Beach Park and the Hilton Hotel property. In geographical terms,
the Ypao Basin encompasses that sector extending from Oka Point to Pacific Island Club
(PIC) property and bounded to the north by the cliffline and to the south by the Tumon
Bay shoreline.
Central Tumon Basin: The Central Tumon Basin includes those areas which discharge
wastewater through the GWA wastewater collection system which terminates at the
Fujita WW Pump Station. In geographical terms, the Central Tumon Basin encompasses
that sector extending from the Marriot Hotel to the Okura Hotel at Gogna Road and
bounded to the north by the cliffline and to the south by the Tumon Bay shoreline. The
Nikko Hotel also discharges its wastewater to the Central Tumon Basin.
Gun Beach Basin: In geographical terms, the Gun Basin encompasses that sector
extending from the Nikko Hotel at Gogna Road to the eastern-most reach of Fafai Beach
and bounded to the north by the cliffline and to the south by the Gun Beach and Fafai
Beach shoreline(s). The Gun Beach Basin does not currently receive wastewater flows
and does not now exist as a formal wastewater service area. However, development
Tumon, Guam
January 2008
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pressures at Gun Beach and Fafai Beach will necessitate the construction of significant
wastewater improvements in this basin.
The Study Area includes the Ypao and Central Tumon Basins with occasional reference to the
Gun Beach Basin and other wastewater service areas as necessary to complete the discussion of
study findings and recommendations.
3. Project approach
Access Ypao Inc. has involvement in two (2) major projects in Tumon:
•
•
Talo Vista Tower (TVT): TVT is a proposed 236-unit beachfront condominium
development with about 30,000 SF of space for commercial use situated in Central
Tumon Basin east and adjacent to Villa Kanton Tasi Condominiums and north and across
San Vitores Blvd from Luis De San Vitores Catholic Church. TVT is projected to
generate an estimated wastewater peak flow of 333 gpm which will discharge to the
Fujita Pump Station and ultimately discharge to GWA’s Northern District Wastewater
Treatment Plant. TVT has received GLUC Tentative Plan and Zone Variance (height and
density) approval and is proceeding with the design and construction of improvements.
Ypao Luxury Resort Condominiums (Ypao LRC): The Ypao LRC is a proposed 646unit beachfront condominium development situated east of and adjacent to Ypao Beach
Park, north and abutting San Vitores Boulevard and west of and adjacent to the Pacific
Island Club property. The development is projected to generate an estimated wastewater
peak flow of 693 gpm which may discharge either to the Old Ypao Pump Station which
conveys flows from the Ypao Basin to the Agana Wastewater Treatment Plant via the
Camp Watkins sewer interceptor, or to the Central Tumon wastewater collection system.
The Ypao LRC has recently applied for GLUC Tentative Plan and Zone/Height Variance
approval.
GWA has expressed great concern with the projected sewage loading from these and other
proposed developments in Tumon as the flows will adversely impact the wastewater collection
and transmission systems in the Central Tamuning and Ypao Basins and cetain system segments
downstream which the Authority believes are now at capacity. The following excerpts from the
GWA position statement on the TVT Tentative Plan and Zone Variance Application summarize
the wastewater system issues at hand:
The Tumon Bay wastewater collection system does not currently have sufficient residual
capacity to support this (the TVT) development. System capacity issues must be
addressed before the proposed development can be connected to the wastewater system.
Specific solutions to current capacity issues have not yet been identified and range from
the elimination of storm water connections to the wastewater system to the construction
of capacity additions including new collection mains, pump stations and force mains.
This study was conducted to assist Ypao Development Inc. and GWA in finding common ground
to move forward with the proposed developments through a public-private arrangement for
design and construction of wastewater infrastructure improvements.
Tumon, Guam
January 2008
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4. Past Studies
Various studies have been conducted for the Tumon/Ypao/Gun Beach Basins. These studies
were reviewed and used in the preparation of this report and include:
July 1990 Tumon Bay Infrastructure Study (1990 Study)
December 1994 Guam Island Wastewater Facilities Plan
1997 Design Drawings for Phase I and II of the Tumon Beatification Project
October 2006 Final Water Resource Master Plan, Volume III
The Following information was extracted and used
Flow quantities and adverse slopes identified in the July 1990 Study were used in
developing the model
Proposed improvements identified in the 1994 and 2006 master plans were used in
identifying possible system alternatives
Manhole inverts and locations were extracted from the 1997 design drawings and used in
developing the system model. Field verification and comparisons of the 1990 study were
conducted during model calibration
Wastewater diurnal curves presented in the 2006 master plan were used in developing the
system model.
5. Analytical Model Methodology
MHW’s H2OMap Sewer was the computer-based model chosen to perform the Tumon Bay
Wastewater System Study analysis. H2Omap Sewer was chosen as it is the same wastewater
system analysis model currently used by GWA. Inverts and line sizes were obtained from the
1997 topographic and as-built survey of the Central Tumon and Ypao Basins. The results of the
1997 Survey were ultimately used for the design and construction of new water, wastewater,
roads and landscape irrigation improvements for Tumon (Tumon Beautification/Infrastructure
Improvements Project).
A24-hour duration was used in the model simulations. The common diurnal curve for the three
(3) wastewater service areas (Central Tumon, Gun Beach and Ypao Basins) was developed from
24-hour monitoring conducted as part of GWA’s 2006 master plan. Specific information used
may be found in Appendix E.
Model results were generated and compared against the findings of the 1990 Study. Model
results presented in the October 2006 GWA Water Resources Master Plan were also reviewed.
Field verifications in lieu of correlations with the results of the 2006 master plan model were
conducted as it was determined that the master plan model does not accurately depict existing
conditions, particularly the existence of the adverse sewer line slopes identified in the 1990 study
and confirmed in the 1997 survey.
Tumon, Guam
January 2008
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Field verifications were used to calibrate the model. The following observations were conducted
and used in calibrating the model:
Observed surcharging at MH 1360 between the Hyatt Hotel and the Sandcastle. Model
inputs were revised to mimic this surcharging. Estimated flows for the eastern reach were
revised to represent surcharging at this manhole; the remaining flows were assigned to
the New East Collector
MH 8660 along the New West Collector was visually inspected. The depths observed
during the inspection were between (d/D, depth /diameter) 0.5-0.65. The inspection was
conducted between 9:00and and 11:00am. Upstream manholes along the New West
Collector were surcharged at the time of this inspection. Model flow inputs were revised
to mimic this higher end of this observed depth along this collector; the remaining flows
were assigned to Old West Collector.
Flows along the New and Old East and Western Collectors and the Ypao Collector were
assigned as follows:
Collector
gpm
Note
Old East
1202
Proportion is based on observed surcharging at MH 1360
New East
314
Value is the difference between East Collector Subtotal and Old east
Collector
East Collector
Sub-Total
1516
Proportion is based on percentage of flow measure during 1990
Study and 80% water meter data
Old West
327
Value is the difference between West Collector Subtotal and Old
west Collector
New West
2136
Proportion is based on observed d/D ratio observed in MH 8660
West Collector
Sub-Total
2463
Fujita
242
Central Tumon
Sub-total
4221
Ypao Sub-total
687
Total
4908
Each peak flow represented above was assigned to its respective collector. Two points along
each collector were used for waste water loadings: the first point being at the upstream end of the
reach and the second point being the center of the reach or in the area where large developments
exist.
Tumon, Guam
January 2008
Page 8 of 41
Once it was determined that the model accurately depicted existing conditions, various
alternative collection system reconfigurations and additional loadings were modeled to project
anticipated future conditions. Section 9 presents the findings of these modeled conditions.
Modeled hydraulic grade lines (HGL) of existing conditions may be found in Appendix B.
The following head loss parameters were used throughout the model:
Manning’s Coefficient:
Manhole head loss:
0.013 (new collectors), 0.016 (old collectors)
1.12
Exhibit 1 depicts the wastewater service areas (Basins) and the collector lines/system
designations within the Basins.
6. Existing Conditions
Wastewater flows from the New and Old West and East Collector lines located within the
Central Tumon Basin flow toward the Fujita Pump Station. Figure 1 below presents the existing
condition flows to the Fujita Pump Station based on measurements taken during 2006 Master
Plan activities.
Flow into Fujita Pump Station
3000
Flow (gpm)
2500
2000
1500
1000
500
0
1
3
5
7
9
11
13
15
17
19
21
23
Time (hr)
Figure 1. Fujita Existing Flows
The flows range from 1.54 cfs to 5.92 cfs (650 gpm to 2600 gpm). Exhibits 2 and 3 graphically
depict existing conditions. It should be noted that the values used in the model are greater then
those values presented in Figure 1.
7. Future Conditions
The following is a summary of wastewater loadings from known proposed developments within
the Service Basins. Peak flows (gpm) were extracted from GLUC permit applications where
Tumon, Guam
January 2008
Page 9 of 41
available. In general, most GLUC applications presented values of total daily sewage flows
(gpd). When the average daily flows were presented, each value was divided by 1440
minutes/day and multiplied by a peaking factor of 4.
Proposed Site
Charter House1
Talo Vista Tower1
Acanta Mall Expansion1
Ino Development2
Garden Villa2
Outrigger Annex2
Wang Condos2
United Overseas Development2
Garden Villa Redevelopment2
Tanota Partners Condo2
Chichirica2
Alupang Tower2
Chin Li Huang2
Del Carmen Condos2
Ypao Luxury Resort2
Guam Tumon Bay Condotel 2
1
2
Basin
Central Tumon
Central Tumon
Central Tumon
Central Tumon
Central Tumon
Central Tumon
Central Tumon
Central Tumon
Central Tumon
Central Tumon
Central Tumon
Central Tumon
Ypao/Central Tumon
Ypao
Ypao
Gun Beach
Average (GPD)
11,700
148,780
30,240
43,200
1,400
NA
6,000
4,000
47,270
1,440
4,600
16,500
955
10,240
249,555
230,400
Peak (gpm)
33
333
84
120
4
NA
17
11
131
4
13
46
3
28
693
640
Immediate
Proposed
The information presented in the table above will be used to determine the immediate and
proposed wastewater demands. Immediate demands are those demands that have either been
permitted for construction or will shortly be applying for a construction permit. Proposed
demands are those that have received or under application for a GLUC development permit as
are on file at the Department of Land Management. Future demands will be based on the results
presented in Section 8 Land Use Predictions and Flow Estimates less existing, immediate and
proposed wastewater demands.
Basins (peak, gpm)
Existing
Immediate
Proposed
Future
Total
Ypao
Central Tumon
Gun Beach
687
NA
722
1651
3060
4222
450
348
2920
7940
NA
NA
640
3420
4060
Tumon, Guam
January 2008
Page 10 of 41
8. Land Use Predictions and Flow Estimates
The predominant land uses within Tumon are not expected to change from existing hotel, multifamily residential and commercial uses. It is expected that Tumon may one day resemble the
development saturation of Waikiki, Hawaii. This ultimate development scenario is considered to
yield projected maximum wastewater loadings within the Tumon Service Basins. Accordingly,
the following methodology will be used to project the maximum wastewater generation for the
Tumon Basin.
•
•
•
mgd (average) = Land area (per basin) X Peak land use water demand factor X 80% /106
gpm (peak) = mgd X 3 (peaking Factor) / (24hr X 60min)
Peak land use factor shall be 12,000 gallon/day/acre as taken from AWWA’s Water
Distribution Systems Handbook typical (maximum) water duties for high density residential
use
Peaking factors shall be 3 as commonly used in engineering practice and recommended in
1994 Wastewater Facilities Master Plan
Ypao Basin
153 acres X 12,000 gallon/day/acre X 0.8 / 106 = 1.468 mgd (average)
1.248 mgd X 3 / 1440 = 3060 gpm (peak)
Central Tumon Basin
3.456 mgd X 3 / 1440 = 7940 gpm (peak)
Gun Beach Basin
1.536 mgd X 3 / 1440 = 4060 gpm (peak)
The values presented above will be used to formulate proposals for alternative wastewater
system improvements within the Ypao, Central Tumon and Gun Beach Basins in the overall
Tumon service area. It would be prudent for new pump station, force main and strategic gravity
collector improvements to be designed to values in the order of magnitude similar to those
projected above.
9. Model Results
Results of system modeling are only as credible as data entered into the model. As such, the data
sets placed into the model were cross-checked against information from system construction asbuilt drawings, water consumption information for 2006 and field verification. As mentioned
earlier, data obtained from existing conditions and used in the model were obtained from the
1990 Tumon Infrastructure Study. The accumulated (1990 Study) average flow of 1069 gpm
Tumon, Guam
January 2008
Page 11 of 41
within the Central Tumon Basin and 167 gpm within the Ypao Basin were used to determine the
percentage of flow distribution within the Central Tumon and Ypao Basins. Eighty-six percent
(86%) of the total flow within both basins was assigned to the Central Tumon Basin, leaving
14% for the Ypao Basin. The values of 652 gpm (average flow) presented in the 2006 GWA
master plan was disregarded as it is considered too low to predict existing conditions. Two trial
percentages, 80% and 90%, were used to reduce the water usage values in order to simulate
realistic wastewater production values. These reductions may be attributed to uses such as
irrigation, pool and water park use, and drinking water consumption which are not directly
related to wastewater generation. In fact, a value of 80% of water usage is commonly used when
estimating wastewater generation. Table 1 below presents the average flows obtained from past
and recent studies as well as the average flows considered for the model.
Average Wastewater Flows (gpm)
Basin
Central
Tumon
Ypao
Total
1990 Study
2006 Master
Plan
80% Water
Meter Data
90% Water
Meter Data
1069
167
1236
652
na
na
1461
238
1698
1643
267
1911
Table 1. Average Wastewater Flows
The measurements taken during the 2006 master plan yielded results lower then the 1990 study
and as such were not used as these results may yield lower values than those actually generated.
The 2006 master plan generated diurnal curves for the Tumon Service Basins. The diurnal curve
is presented below.
Dinural Curve
3.0
Factor
2.5
2.0
1.5
1.0
0.5
0.0
1
3
5
7
9
11
13
15
17
19
21
23
Time (hr)
Figure 2. Dinural Flow
This curve results in a peak flow occurring at 2200 hours or 11:00 pm with a peaking factor of
2.9. This curve was assigned to all loadings used in the model. Table 2 presents the average flow
multiplied by a peaking factor of 2.9.
Tumon, Guam
January 2008
Page 12 of 41
Peak Wastewater Flows (gpm)
Basin
Central
Tumon
Ypao
Total
1990 Study
2006 Master
Plan
80% Water
Meter Data
90% Water
Meter Data
3089
483
3572
2600
NA
NA
4222
687
4908
4749
772
5522
Table 2. Peak Wastewater Flows
The values presented in the 1990 study are considered low as they do not reflect new
developments such as the Hotel Okura additions, New PIC Tower, Reef and the Japan Plaza and
Tarza Water Park. The 90% water meter values appear to be on the overly conservative side due
to a calculated high peak flow for the Central Tumon Basin. A peak flow of 4,749 gpm will
surcharge the existing Fujita Pump Station nightly, which is presently not the case. The 80%
water meter (usage) values also appear high, but will be considered acceptable for use in the
model. Accordingly, present day average flow values of 1,461gpm and 238gpm will be assigned
to the Central Tumon and Ypao Basins, respectively. Flow metering data conducted in the 1990
study will be used to divide the average flow between the various Central Tumon Basin
collectors.
Adverse slopes within the Central Tumon Basin cause a backwater effect on the upstream
wastewater collector lines. These adverse slopes appear to be the major contributor to the
surcharging occurring in the Central Tumon Basin wastewater collection system. Two adverse
slopes were identified in the 1990 study immediately upstream of the Fujita Pump Station. A
review of the 1997 survey identified the manhole immediately upstream of the Fujita pump
station as being lower than all feeding manholes from the New and Old East and West Collector
Lines. The manhole immediately downstream of this low manhole is at an elevation higher than
this lower manhole. This configuration is likely the result of the old/former Tumon pump
station’s wet well inlet being lower than the existing Fujita pump station wet well inlet.
9.1.
Old East Collector
The Old East Collector is a network of 8 to 12 inch gravity sewer lines which run from Hotel
Okura to the Pale San Vitores/Fujita intersection (Fujita pump station). This network of sewer
lines generally runs along the northern side of Pale San Vitores. This line joins the new and old
collector lines at the old Tumon pump station manhole (18) where accumulated wastewater then
flows to the Fujita Pump station.
Model analysis indicates that this Old East Collector line is operating over its rated capacity and
surcharges during both peak and non-peak flow events. Evidence of surcharging was observed
in this line in the area around the Fujita pump station. GWA operators have mentioned that
overflowing of this line periodically occurs at the area by the Hyatt Hotel. This area happens to
be a low surface elevation point in the Old East Collector line. Results from recent modeling
analysis are presented below.
Tumon, Guam
January 2008
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Old East Collector
10000
Total Flow (gpm)
8000
Full Flow (gpm)
gpm
6000
Remaining Peak
Capacity (gpm)
4000
2000
47
60
47
61
47
62
47
63
47
64
47
71
13
66
13
67
13
63
13
64
13
59
13
60
13
52
13
53
13
54
13
55
13
42
-2000
16
0
Westin to Fujita (line ID)
Figure 3. Old East Collector
As presented in Figure 3, the Old East Collector is operating over its rated capacity. A copy of
the existing peak flow hydraulic grade line is presented in Appendix B. The downstream stretch
of this collector system has backwater effects and is operating under pressurized conditions.
Tumon, Guam
January 2008
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ID
From
ID
To ID
Diameter
(in)
Length
(ft)
Slope
4765
4766
4767
4768
6058
13
844
845
841
842
1391
837
1386
1387
1388
1385
27
23
4760
4761
4762
4763
4764
4771
1366
1367
1363
1364
1359
1360
1352
1353
1354
1355
1342
16
4761
4762
4763
4764
4771
1366
1367
1363
1364
1359
1360
1352
1353
1354
1355
1342
16
18
12
12
12
12
12
8
8
12
12
12
12
12
12
12
12
12
12
24
200
80
311
163
150
297
307
255
341
340
341
259
260
260
260
112
190
45
0.018
0.039
0.066
0.072
0.075
0.026
0.042
0.002
0.005
0.003
0.004
0.002
0.006
0.002
0.001
0.003
0.01
0.008
Old East Collector
Total
Flow Type
Flow
(gpm)
Full
Flow
(gpm)
Backwat
er_Adj
Adjusted
Depth (ft)
Adjusted
Velocity
(ft/s)
601
601
601
601
601
601
601
601
601
601
1203
1203
1203
1203
1203
1203
1203
3653
1748
2564
3350
3495
3560
714
911
528
930
764
786
611
993
583
420
769
1296
8849
No
No
No
No
No
No
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
No
Yes
Yes
0.405
0.33
0.287
0.281
0.278
0.469
0.667
1
1
1
1
1
1
1
1
1
1
2
4.498
5.94
7.196
7.416
7.515
5.106
3.839
1.706
1.706
1.706
3.412
3.412
3.412
3.412
3.412
3.412
3.412
2.591
Free Surface
Free Surface
Free Surface
Free Surface
Free Surface
Free Surface
Free Surface
Pressurized
Pressurized
Pressurized
Pressurized
Pressurized
Pressurized
Pressurized
Pressurized
Pressurized
Free Surface
Pressurized
Table 3. Old East Collector
Tumon, Guam
January 2008
Page 15 of 41
Remaining
Peak
Capacity
(gpm)
1146
1963
2749
2893
2958
112
309
-73
329
163
-417
-592
-210
-620
-783
-434
93
5196
9.2.
New East Collector
The New East Collector system is a network of 12 to 24 inch diameter gravity sewer lines which
run from the Hotel Okura to the Pale San Vitores/Fujita intersection (Fujita pump station). This
network of sewer lines generally runs along the southern side of San Vitores. This line joins the
new and old collector lines at the old Tumon pump station manhole (18) where wastewater then
flows to the Fujita pump station.
Model analysis indicates that this line is operating below its rated capacity, but backwater effects
from adverse slopes and a flooded discharge point result in surcharging within the area of the
Fujita pump station. Results from and recent modeling analysis are presented below.
gpm
New East Collector
9000
8000
7000
6000
5000
4000
3000
2000
1000
0
Total Flow (gpm)
Full Flow (gpm)
Remaining Peak
Capacity (gpm)
8671 6782 6783 6784 6785 6786 6787 6788 6789 6792 6793 6794 6795 6796 6797
Westin to Fujita (line ID)
Figure 4. New East Collector
As presented in Figure 4, the New east Collector has remaining capacity. A copy of the existing
peak flow hydraulic grade line is presented in Appendix B. The downstream stretch of this
collector has backwater effects and is operating under pressurized conditions within the area of
the Fujita Pump Station
Tumon, Guam
January 2008
Page 16 of 41
ID
From
ID
To ID
Diameter
(in)
Length
(ft)
Slope
8432
6651
6652
6653
6654
6655
6656
6657
6660
6661
6662
6663
6664
6665
19
8671
6782
6783
6784
6785
6786
6787
6788
6789
6792
6793
6794
6795
6796
6797
6782
6783
6784
6785
6786
6787
6788
6789
6792
6793
6794
6795
6796
6797
6798
12
12
12
12
12
18
18
18
18
18
18
18
24
24
24
212
215
271
273
297
130
303
281
210
270
190
280
283
231
165
0.005
0.083
0.109
0.027
0.028
0.002
0.003
0.003
0.003
0.0003
0.001
0.001
0.003
0.006
0.004
New East Collector
Total
Flow Type
Flow
(gpm)
206
206
206
206
206
206
206
206
314
314
314
314
314
314
314
Full Flow
(gpm)
Backwater
_Adj
Adjusted
Depth
(ft)
Adjusted
Velocity
(ft/s)
1134
4618
5290
2640
2706
1945
2716
2777
2506
863
1645
1623
5345
8038
6439
No
No
Yes
No
Yes
No
No
Yes
Yes
No
Yes
No
No
Yes
Yes
0.289
0.144
0.162
0.189
0.258
0.33
0.28
0.318
0.492
0.626
0.446
0.447
0.329
0.874
1.807
2.445
6.604
5.568
4.455
2.866
1.595
2.02
1.684
1.387
1.002
1.591
1.583
2.073
0.531
0.234
Free Surface
Free Surface
Free Surface
Free Surface
Free Surface
Free Surface
Free Surface
Free Surface
Free Surface
Free Surface
Free Surface
Free Surface
Free Surface
Free Surface
Free Surface
Table 4. New East Collector
Tumon, Guam
January 2008
Page 17 of 41
Remaining
Peak
Capacity
(gpm)
927
4412
5083
2433
2499
1738
2509
2571
2191
549
1331
1309
5031
7724
6125
9.3.
Old West Collector
The Old West Collector is a network of 8 to 12 inch diameter gravity sewer lines which run from
PIC to the Pale San Vitores/Fujita intersection (Fujita pump station). This network of sewer
lines generally runs along the northern side of San Vitores. This line joins the new and old
collector lines at the old Tumon pump station manhole (18) where wastewater flows to the Fujita
pump station.
Model analysis indicates that this Old West Collector line is operating at its rated capacity.
Backwater effects from adverse slopes and a flooded discharge point result in surcharging within
the area of the Fujita pump station. Results from recent modeling analysis are presented below.
Old West Collector
20000
15000
gpm
10000
5000
Total Flow (gpm)
Full Flow (gpm)
Remaining Peak
Capacity (gpm)
13
48
13
49
13
50
13
51
13
26
13
27
13
05
13
06
13
24
13
43
13
44
13
45
13
46
13
47
13
39
13
40
13
41
-5000
18
86
53
0
-10000
PIC to Fujita (line ID)
Figure 5. Old West Collector
As presented in Figure 5, the Old West Collector is at about its rated capacity. A copy of the
existing peak flow hydraulic grade line is presented in Appendix B. The downstream stretch of
this collector has backwater effects and is operating under pressurized conditions within the area
of the Fujita Pump Station
Tumon, Guam
January 2008
Page 18 of 41
ID
From
ID
To ID
Diameter
(in)
Length
(ft)
Slope
2451
2452
2453
35
2449
2450
2445
2446
2447
2440
2441
2442
2443
2444
2434
2435
29
25
17
1348
1349
1350
1351
1326
1327
1305
1306
1324
1343
1344
1345
1346
1347
1339
1340
1341
18
8653
1349
1350
1351
1326
1327
1305
1306
1324
1343
1344
1345
1346
1347
1339
1340
1341
18
8653
14
8
8
8
8
10
10
10
10
10
10
10
10
10
10
10
12
12
24
24
298
267
281
470
238
247
140
325
264
190
293
256
122
149
282
44
40
45
15
0.005
0.006
0.013
0.056
0.012
0.018
0.043
0.012
0.042
0.007
0.005
0.01
0.011
0.009
0.007
0.002
-0.011
-0.014
0.027
Old West Collector
Total
Flow Type
Flow
(gpm)
Full
Flow
(gpm)
Backwater
_Adj
Adjusted
Depth (ft)
Adjusted
Velocity
(ft/s)
164
164
164
164
164
164
164
328
328
328
328
328
328
328
328
328
570
4224
4224
312
331
501
1043
860
1081
1671
894
1634
647
585
803
827
779
654
521
-1
-1
16625
No
No
No
Yes
No
No
Yes
No
Yes
Yes
No
No
Yes
Yes
Yes
Yes
Yes
No
Yes
0.343
0.331
0.262
0.213
0.246
0.219
0.263
0.349
0.336
0.433
0.446
0.371
0.371
0.397
0.833
1
1
2
2
2.017
2.108
2.861
3.811
2.706
3.186
2.477
3.37
3.54
2.55
2.456
3.113
3.112
2.847
1.338
0.929
1.617
2.995
2.995
Free Surface
Free Surface
Free Surface
Free Surface
Free Surface
Free Surface
Free Surface
Free Surface
Free Surface
Free Surface
Free Surface
Free Surface
Free Surface
Free Surface
Free Surface
Pressurized
Pressurized
Pressurized
Free Surface
Table 5. Old West Collector
Tumon, Guam
January 2008
Page 19 of 41
Remainin
g Peak
Capacity
(gpm)
148
167
337
879
697
917
1507
567
1306
320
257
475
499
452
326
193
-571
-4225
12402
9.4.
New West Collector
The New West Collector is a network of 12 to 24 inch gravity sewer lines which run from PIC to
the Pale San Vitores/Fujita intersection (Fujita pump station). This network of sewer lines
generally runs along the southern side of San Vitores. This line joins the new and old collector
lines at the old/former Tumon pump station manhole (18) where wastewater flows to the Fujita
Pump station.
Model analysis indicates the New West Collector line is operating below its rated capacity.
Backwater effects from adverse slopes and a flooded discharge point result in surcharging within
the area of the Fujita pump station. Results from recent modeling analysis are presented below.
Total Flow (gpm)
Full Flow (gpm)
8000
7000
6000
5000
4000
3000
2000
1000
0
Remaining Peak
Capacity (gpm)
86
69
86
68
86
67
86
66
10
00
1
86
63
86
62
86
61
86
60
86
59
86
58
86
57
86
56
86
55
68
00
gpm
New West Collector
PIC to Fujita (line ID)
Figure 6. New West Collector
As presented in Figure 6, the New West Collector has remaining capacity. A copy of the existing
peak flow hydraulic grade line is presented in Appendix B. The downstream stretch of this
collector has backwater effects and is operating under pressurized conditions within the area of
the Fujita Pump Station
Tumon, Guam
January 2008
Page 20 of 41
ID
From
ID
To ID
Diameter
(in)
Length
(ft)
Slope
8429
8428
8427
37
39
8423
8422
8421
8420
8419
8418
8417
8416
8415
6668
21
8669
8668
8667
8666
10001
8663
8662
8661
8660
8659
8658
8657
8656
8655
6800
6798
8668
8667
8666
10001
8663
8662
8661
8660
8659
8658
8657
8656
8655
6800
6798
16
12
12
12
12
12
12
18
18
18
18
18
18
18
18
18
24
183
350
304
244
251
276
460
98
130
225
165
81
225
148
126
40
0.017
0.035
0.012
0.065
0.019
0.033
0.024
0.008
0.004
0.006
0.006
0.007
0.007
0.006
0.005
0.012
New West Collector
Total
Flow Type
Flow
(gpm)
1,068
1,068
1,068
1,068
1,068
2,136
2,136
2,136
2,136
2,136
2,136
2,136
2,136
2,136
2,136
2,451
Free Surface
Free Surface
Free Surface
Free Surface
Free Surface
Free Surface
Free Surface
Free Surface
Free Surface
Free Surface
Free Surface
Free Surface
Free Surface
Free Surface
Pressurized
Pressurized
Full Flow
(gpm)
Backwater
_Adj
Adjusted
Depth (ft)
2,087
2,991
1,790
4,089
2,238
2,905
7,270
4,135
2,952
3,773
3,530
3,824
3,911
3,707
3,447
11,268
No
Yes
No
Yes
Yes
No
Yes
Yes
No
Yes
No
No
Yes
Yes
Yes
Yes
0.507
0.485
0.556
0.418
0.562
0.637
0.661
0.855
0.946
0.825
0.842
0.801
0.804
1.271
1.5
2
Table 6. New West Collector
Tumon, Guam
January 2008
Page 21 of 41
Adjuste
d
Velocity
(ft/s)
5.954
6.307
5.301
7.658
5.236
9.008
6.345
4.573
4.055
4.779
4.661
4.955
4.937
2.982
2.694
1.738
Remaining
Peak
Capacity
(gpm)
1,019
1,923
722
3,021
1,170
768
5,134
1,999
816
1,636
1,393
1,687
1,774
1,570
1,311
8,817
10. 1997 (Tumon Beautification Project) Collector
The 1997 Collector system, constructed under the 1997 Tumon Beautification Project, is a
network of 36” gravity lines which is apparently designed to collect wastewater by gravity from
the service area bounded to the east of the San Vitores/Fujita intersection (Fujita pump station)
and the west by the Westin Hotel. The 1997 Collector lines drain to a low point located at the
intersection of San Vitores Road and Marata Road. No pump station is in place at this area so
consequently the 1997 Collector system is not capable of receiving wastewater at this time.
This 1997 Collector runs within the area of the New and Old East Collector lines. The system
was installed at elevations higher than the Old and New East Collector and the Old and New
West Collector systems. This hydraulically restricts the 1997 Collector system from receiving
flows from the existing Old and New, East and West collector lines by gravity. Pumping will be
required if the 1997 collector is to receive flows from existing Central Tumon Basin collector
lines.
This 1997 Collector system was modeled with the following scenarios:
1. Wastewater flows from the Old East Collector system are discharged into the 1997
Collector.
2. Wastewater from the Old East Collector lateral and a low head pump discharge from the
Fujita pump station.
Results from these two operating scenarios are presented below
1997 Collector Capacity
50000
Remaining
Flow (gpm)
40000
30000
20000
10000
0
Westin to Fujita
Figure 7. 1997 Collector
Tumon, Guam
January 2008
Page 22 of 41
11. Ypao Collector
The Ypao Collector is a network of 6 to 12 inch diameter gravity lines which run from the
Pacific Islands Club (PIC) to the Ypao Beach pump stations within the Ypao Basin.
3500
3000
2500
2000
1500
1000
500
0
-500
Total Flow
Full Flow
12
14
16
18
20
22
24
26
28
30
32
34
Remaining
36
Flow (gpm)
Ypao Collector
PIC to Old Ypao Pump Station (Line ID)
Figure 8. Ypao Collector
As presented above, Figure 8 indicates erratic flow conditions within the Ypao Collector system.
The sections where a drop in capacity is identified should be investigated further. Should it be
determined that the slopes and diameters match the model conditions listed in Table 7, then a
relief line should be provided to accommodate wastewater flows from future developments
connecting to the collector upstream of these sections. Section 17 of this report provides
additional details on recommended upgrades to this collector.
Tumon, Guam
January 2008
Page 23 of 41
ID
From
ID
To
ID
Diameter
(in)
Length
(ft)
Slope
17
19
21
23
25
27
29
31
33
35
37
39
41
43
36
34
32
30
28
26
24
22
20
18
16
14
12
10
34
32
30
28
26
24
22
20
18
16
14
12
10
44
6
8
10
10
8
6
10
12
12
12
8
12
8
8
231
313
338
305
198
149
246
223
312
44
123
76
140
25
0.062
0.011
0.012
0.031
0.029
0.005
0.01
0.019
0.014
0.022
0.047
0.021
0.022
0.283
Total
Flow
(cfs)
275
275
275
275
275
275
275
275
275
275
687
687
687
687
Ypao Collector
Flow Type
Free Surface
Free Surface
Free Surface
Free Surface
Free Surface
Pressurized
Free Surface
Free Surface
Free Surface
Free Surface
Free Surface
Free Surface
Free Surface
Free Surface
Full
Flow
(cfs)
631
559
1061
1736
919
175
996
2229
1912
2356
1180
2304
805
2892
Backwater
_Adj
Yes
No
No
Yes
Yes
No
No
Yes
No
Yes
Yes
Yes
No
Yes
Table 7. Ypao Collector
Tumon, Guam
January 2008
Page 24 of 41
Adjusted
Depth
(ft)
0.28
0.33
0.289
0.237
0.667
0.5
0.299
0.247
0.256
0.298
0.37
0.424
0.473
0.221
Adjusted
Velocity
(ft/s)
5.402
3.553
3.636
4.79
1.753
3.117
3.475
4.065
3.854
3.118
7.698
4.83
5.773
15.124
Remaining
Peak Capacity
(gpm)
356
285
786
1462
644
-99
721
1954
1638
2081
493
1617
118
2205
12. Pump Stations
12.1.
Fujita Pump Station
The Fujita Pump Station serves as a critical component of the Central Tumon Basin collection
system. This pump station receives flows from both the Old and New East and West Collector
lines. Fujita presently operates with four Flygt dry well pumps (three duty and one spare).
According to information provided in by GWA, the model curve for these Flyght pumps are CT3300 Pump curve. A copy of this pump curve may be found in Appendix C. Based on
discussions with GWA, the existing force main runs from the Fujita pump station to GWA’s
Route 16 pump station , approximately 7500ft away. This pump curve was used to generate
system conditions with one, two and three pumps in operation. The system curve is a critical
component used to determine the actual pump rates and is a function of flow, pipe size, length
and the pipes roughness coefficient. The following values were used in generating the Fujita
system curve:
Flow Range
Pipe length:
Pipe diameter:
Pipe coefficient:
0-3000 gpm
7500 feet
14 inches
100 (DI)
The static lift of the Fujita Pump Station is 174 ft as presented in the Fujita Pump Station
Modifications project design drawings. The pump curves and system curve are presented in
Figure 9 below.
Pump and System Curves
System Curve
1 Pump
2 Pumps
350
3 Pumps
300
Linear (3 Pumps)
TDH (ft)
250
200
150
100
50
0
0
500
1000
1500
2000
2500
3000
3500
Flow (gpm)
Figure 9. Existing Fujita Pump Station Curve
Tumon, Guam
January 2008
Page 25 of 41
The following operating point for the Fujita pump station may be extracted from Figure 9.
One Pump: 1800 gpm @ 217 ft
Two Pumps: 2400 gpm @ 240 ft
Three Pumps: 2600 gpm @ 261 ft
Based on this information, surcharging of the Fujita wet well can be expected during peak flow
conditions occurring between 9:00 pm and midnight. This is based on projected peak (model)
flows to the Fujita pump station of 4222 gpm which three pumps operating at a total flow of
2600 gpm cannot meet. Surcharging of the Fujita pump station does occur, but such events are
not frequent. The results may be attributed to conservative model inputs coupled with wet well
and intermediate floor providing enough storage to buffer peak flows. Nonetheless, the curve
data suggests that the Fujita Pump Station will need upgrading to accommodate future
developments. Appendix C provides additional details of the Fujita wet well characteristics and
operating levels. It should be noted that past studies of the Fujita pumps have reported lower
pump rates that suggest continuous surcharging of the wet well contrary to present operating
conditions.
Based on recent site visits and interviews with GWA operators, the wet well at the Fujita pump
station has, over time, collected sand, oil and grit. This has reduced the effective volume of the
wet well and has resulted in the raising of pump float controls leading to frequent pump starts
and stops, and possible “vortexing” during peak flows. This also reduces the effective storage
and reduces the buffer time available to handle peak flows. This in turn places more dependence
solely on the pumps to handle peak flows.
Information presented in the pump and system curves indicate that, at flow rates greater than
5000 gpm at total dynamic head (TDH) of 405ft or 175psi will be required to move the flow
through the existing 14” force main. This high TDH suggests that a relief force main should be
provided to reduce the TDH requirements thereby providing additional capacity at this critical
pump station.
In addition, the screen located at the inlet to the Fujita Pump Station appeared to be clogged and
has resulted in incoming wastewater flooding the inlet and overshooting the screen. This
ultimately results in a flooded inlet and backwater effects to the Old and New East and West
Collectors upstream of the Fujita Pump Station. Tables 3 to 6 indicate these backwater effects.
12.2.
Old and New Ypao Pump Stations
Two pump stations are located just south of the Ypao Beach Park and adjacent to Hilton Hotel
property.
The older pump station was modified in 1971. The modification included two pumps with the
option for installation of a third pump. These pumps send collected wastewater flows to an
existing ejector station located behind the Ypao GPA sub-station (see Exhibit 2). The
Tumon, Guam
January 2008
Page 26 of 41
modification connected this 8” force main to the ejector station 6” force main. This existing 6”
force main ultimately discharges to a gravity line approximately 680 ft from the ejector station.
A new pump station was constructed adjacent to the old pump station. The intent of this new
pump station was to redirect wastewater flows collected in the Ypao Basin to GWA’s
Mamajanao Pump Station and ultimately to the GWA Northern District Sewerage System via a
proposed force main along Ypao Road and through the area now occupied by the Talo Verde
subdivision development. This new pump station was never placed into service.
The Old Ypao Pump Station is currently in operation. A system curve has been developed for
this pump station with the following parameters used as follows:
Flow Range
Pipe length:
Pipe diameter:
Pipe coefficient:
0-1200 gpm
540 feet and 680 feet
8 inches and 6 inches
100 (DI)
System Curve
TDH (ft)
1 Pump
2 Pumps
200
180
160
140
120
100
80
60
40
20
0
0
200
400
600
800
1000
Flow (gpm)
Figure 10. Existing Ypao Pump Station Curve
Tumon, Guam
January 2008
Page 27 of 41
Based on the results of the system and pump curve data, the Old Ypao Pump Station operating
points are:
One Pump: 500 gpm @ 132 feet
Two Pumps: 600 gpm @ 142 feet
This system curve indicates that additional capacity is available in the existing force main as the
operating pressures are low. New pumps will be required. Section 17 provides specific detail on
these new pump requirements. Appendix C provides additional details on the Old Ypao Pump
Station analysis.
12.3.
Proposed New 1997 Central Tumon Pump Station
The 1997 Collector system (or its replacement if necessary) will eventually need to be placed
into service to meet projected long range wastewater loadings. When this occurs, a series of new
additional pump stations will be required to effect efficient collection and transmission of
wastewater flows from the Tumon Basins to ultimate treatment and disposal. The optimal
location of the proposed new 1997 Pump Station is governed by the low point of the 1997
collector system. Based on field verification, this low point occurs at the intersection of Pale San
Vitores Road and Marata Street, across from the Sand Castle. The listed owner of this lot is
unknown to us at this time. GWA will need to secure the lot or a suitable portion thereof quickly
in order to construct and operate this new pump station. Note that this area represents a prime
location for a tourist industry-related development. It is likely that development proposals for
this prime location are already underway. Acquisition of land for the pump station at this
location will be difficult and expensive.
Based on correspondence received from those responsible for the installation of the 1997
Collector system, a 18-inch force main exists within Pale San Vitores Road extending from the
low point of the 1997 collector system to about the Westin Hotel near the start of Gogna Road.
The existence of this force main should be confirmed by GWA. The intent of the design of the
force main is to transmit flows from the proposed new 1997 Pump Station (not constructed) to a
high point by the Westin where gravity flow is possible towards the Gun Beach area. Once this
proposed pump station is installed and the 1997 Collector system is activated, wastewater
collection and transmission system improvements in the Gun Beach Basin will need to be
developed to effectively route flows to the Northern District Sewage Treatment Plant via a route
through the Harmon cliffline lots.
Information on the development requirements for the new 1997 Pump Station is provided in
Section 15, System Upgrades
12.4.
New Gun Beach Pump Station
The development of a (new) Gun Beach Pump station is essential for optimal use and operation
of the new 1997 Collector system. Wastewater collected in the Central Tumon Basin is currently
Tumon, Guam
January 2008
Page 28 of 41
routed through the Northern District Sewerage System to the Northern District Sewage
Treatment Plant as follows:
•
•
•
Fujita Station to the GWA Route 16 (Harmon) Pump Station;
GWA Route 16 (Harmon) Pump Station to NDSS Southern Link Pump Station
NDSS Southern Link Pump Station to the NDSS Treatment Plant
In addition, wastewater flows from the Nikko and Okura hotels are currently pumped to the
Fujita Station. The significant use and cost of energy to transmit sewage to the NDSS treatment
under the current system is not only inefficient and wasteful, but creates an unnecessary O&M
mandate for GWA. Accordingly, the development of a Gun Beach wastewater collection and
transmission system which, using a combination of a “low head” pump station from the Central
Tumon Basin and “high head” transmission pump station in the Gun Beach Basin, connects to
the NDSS Treatment Plant will significantly reduce energy and GWA O&M costs.
Information on the development requirements for a new Gun Beach pump station(s) and gravity
collection system is provided in Section 15 System Upgrades.
13. Surrounding Wastewater Infrastructure
13.1.
Ypao Collector
This study proposes that wastewater flows from the new Ypao pump station be routed by force
main through Ypao Road and ultimately to the Marine Corps Drive Wastewater Interceptor.
Presently the Ypao Road corridor accommodates a series of 6 to 8-inch collection lines.
Wastewater generated north of the Days Inn area (high point along Ypao Road) flows toward a
10-inch gravity line located along Mamis Street. From Mamis Street, the wastewater flows to the
Camp Watkins/Farenholt Collector. GWA has expressed concern about reported surcharging in
the Camp Watkins/Farenholt Collector.
Any redirected flows from the New Ypao Pump Station to Ypao Road should discharge directly
to the Marine Corps Drive Collector. A new 12-inch collector line has presently been submitted
for permitting as part of the Talo Verde Subdivision off-site infrastructure improvements
package. Once constructed this new line, running from Days Inn to Marine Corps Drive, will
provide capacity to accommodate wastewater flows of up to 2000 gpm.
13.2.
Marine Corps Drive Interceptor
The Marine Corps Drive Interceptor is an essential wastewater transmission line that collects
flows from the following major contributors:
Mamajanao:
Camp Watkins/Farenholt:
Route 8:
Route 4:
3570 gpm (two pumps operating)
2700 gpm 2006 Master Plan measured peak flow
2000 gpm 2006 Master Plan average flow X 3 (peaking factor)
1200 gpm 2006 Master Plan average flow X 3 (peaking factor)
Tumon, Guam
January 2008
Page 29 of 41
Commercial and residential facilities in north-central and central Guam also contribute
wastewater flows to the Marine Corps Drive Interceptor system. According to GWA personnel,
the Route 16 Pump Station, under certain circumstances, also discharges to the Marine Corps
Drive Interceptor via the Mamajanao pump station. Surcharging at the intersection of Camp
Watkins and Marine Corps Drive occurs during such events. The section of the interceptor at the
Aceorp (Orleans Plaza) area has been prone to surcharging. The recent discovery and removal of
debris in the interceptor line in this area has aided in reducing the surcharging. However, given
the minimal slope of the interceptor through lower Tamuning and East Hagatna and the high
wastewater volumes from the Route 8 and Route 4 sewer system links, the Marine Corps Drive
interceptor system is currently operating with minimum reserve capacity.
Modeling of the area between the Aceorp and the Agana Pump Station (Marine Corps Drive
Collector Terminus) was done to determine if backwater effects contribute to the reduction of
system capacity. Information from GWA records were used in developing this model.
Wastewater loading data from the recent 2006 GWA master plan were used.
Wastewater loadings presented above were used in this model. The model indicates that
backwater effects are present from Aceorp area to the area just upstream of the Route 8/Marine
Corp Drive intersection. The model results also indicated an increasing HGL. This increasing
HGL indicates that under the modeled loadings the collector lines along this stretch are operating
above their rated capacity.
A relief line was installed along the Marine Corps Drive Collector circa 1986. This relief line
runs from the intersection of Marine Corps Drive and Route 8 to the Agana pumps Station.
Based on model results, this new relief line will aid is minimizing or eliminating the backwater
effects but will not relieve the upstream surcharged collectors. Model results are presented in
Appendix E. Section 19, Master Planning presents additional discussion on this collector.
13.3.
Surrounding Pump Stations
The following pump stations receive wastewater flows from the Ypao and Central Tumon
Basins:
Route 16
The Liguan Terrace (Route 16) pump station presently receives wastewater from the Fujita Pump
Station and the surrounding Harmon area. Information provided by GWA for the 2006 master
plan indicates the following pump rates and head for Route 16’s four pumps: 5,300 gpm at 138 ft
each. These values suggest that the Route 16 pump station can accommodate at least 7420 gpm
with two pumps operating. This is an assumption based on 70% of the combined rated capacity
of two pumps.
Southern Link
The Southern Link Pump Station presently receives wastewater from the Route 16 Pump Station
and much of the flows form collector systems in the Dededo, Harmon and Yigo areas.
Tumon, Guam
January 2008
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Information provided by GWA for the 2006 master plan indicates the following pump rates and
head for the pumps at the Southern Link Pump Station: 8000 gpm at 216 ft each. These values
suggest that the Route 16 pump station can accommodate at least 11,200 gpm with two pumps
operating in tandem. This is an assumption based on 70% of the combined rated capacity of two
pumps.
Agana Pump Station
The Agana Pump Station presently receives wastewater from the Ypao Basin via the Marine
Corps Drive Interceptor. The flows from the central Guam, Upper Tumon and Harmon areas are
also routed to the Agana pump station. Information provided by GWA for use in the 2006 master
planning effort indicates the following pump rates and head for the Agana Pump Station’s four
pumps: 5,500 gpm at 24 ft each. These values suggest that the Agana pump station can
accommodate at least 7,700 gpm with two pumps operating. This is an assumption based on 70%
of the combined rated capacity of two pumps. However, the low head requirements for the
Agana Pump Station suggest that higher flows may be accommodated.
14. Wastewater Treatment Plants
Wastewater flows generated within the Central Tumon Basin are ultimately discharged to the
Northern District Sewage Treatment Plant (NDSTP). The NDSTP is an advanced primary
wastewater treatment plant with a design capacity of 12 mgd. The NDSTP presently receives an
average daily flow of 7.8 mgd. This results in a reserve capacity of 4.2 mgd. The NDSTP is
presently undergoing piece-meal renovations and its solids handling capabilities are limited.
Ultimately the NDSTP can receive the additional flows generated by combined existing and
projected development in Tumon.
Wastewater flows generated in the Ypao Basin are ultimately discharged to the Agana Sewage
Treatment Plant (ASTP). The ASTP is a primary treatment plant with a design capacity of 12
mgd. The ASTP presently receives and average daily flow of 7.5 mgd. This results in a reserve
capacity of 4.5 mgd. The ASTP has recently undergone a compete renovation. The ASTP is
capable of receiving the additional flows generated by the foreseeable developments in Tumon.
Although the NDSTP and ASTP have remaining capacity master planning, for additional
capacity is highly recommended to determine , but is beyond the scope of this study.
15. System Upgrades
The following conditions were identified in past studies, field inspection and computer analyses
using the model:
a. Adverse Collector Line Slopes Within the Fujita Pump Station Area
As expected, modeling results confirm the findings of the 1990 Study which attributes
surcharging within the Fujita pump station area to adverse slopes between manholes 18 and 8653
Tumon, Guam
January 2008
Page 31 of 41
and manholes 1341 and 18. Exhibit 3 provides a graphic description of the existing conditions
within the Fujita area. Existing condition hydraulic grade lines provided in Appendix B indicate
the extents of the surcharging.
Correcting these adverse slopes is necessary to eliminate the surcharging of the collector system
in the Fujita Pump Station area. Construction of a relief line from manhole 6798 to 8653 and rerouting the Old East Collector line to this new relief line will eliminate the adverse slope
between manholes 18 and 8653.
Connecting manhole 1341 and 8653 will also be required to eliminate the surcharging.
b. Flooded Discharge at the Fujita Pump Station Inlet
The flooded inlet to the Fujita pump station contributes to surcharging episodes. This is likely the
result of rags and solids accumulating on the inlet screen. The inlet screen is critical to assuring
uninterrupted pump operations. The existing screen size and type must be re-evaluated to
determine if they are appropriate for optimal conditions of pumping system operation.
Consideration must be given to the screen opening and possible mechanical screens for debris
removal.
Continuous cleaning of the existing screen must be performed as a matter of routine O&M
practice. Pump station operators currently have difficulty accessing the screen area due to
flooded inlet conditions. It is recommended that operators schedule more frequent inspections of
inlet conditions to reduce screen clogging episodes.
c. Fujita Pump Station Force Main.
Additional flows to the Fujita Pump Station through the existing collector systems may be
accommodated provided adverse slopes as well as the clogging of the inlet screen are eliminated,
and four new variable speed drive pumps are installed. The wet well must also be cleaned to
restore its design capacity.
However, elimination of adverse collector line slopes, inlet upgrades and implementation of
collector and transmission system O&M recommendations mentioned above will only provide
for short term capacity and will not provide for the maximum use of the Old and New East and
West Collectors.
Upgrading the pumps at the Fujita pump station will provide for minimal capacity. It is presumed
that the impellers of the existing pumps have been deteriorated by grit and cavitation thereby
reducing the head and flow values. The TDH required when both new pumps are operating is
critical as no redundancy is available in the existing 14” force main. No information was made
available on the materials of construction for the existing 14” force main and we are uncertain as
to what is actually in place. PUAG (now GWA) Standards for force mains listed in the 1969
PUAG Sewer System Standards required that the minimum rating for force mains be Class 150
or 150 psi. Assuming the existing force main conforms to these standards, replacing the existing
pumps with constant speed drives with new pumps with variable speed drives will provide
Tumon, Guam
January 2008
Page 32 of 41
minimal additional capacity. This upgrade will also reduce the surging created from the sudden
start and stop episodes currently impacting the Fujita pump station and force main. These
episodes result in water hammer and could overtime affect the force main
The adverse slopes, inlet upgrades and O&M regimen mentioned above will only provide for
short term capacity and will not provide for the maximum use of the Old and New East and West
Collector lines. It is recommended that an 18-inch diameter relief force main line be installed in
parallel with the existing 14” force main. This recommendation is based on the results of analysis
of the existing Fujita Station pump curves. New pumps which operate at a more efficient area
along the new system curve can be installed and provide for more efficiency and capacity. Figure
11 below presents theoretical pump and system curves based on existing and proposed
conditions. A new parallel force main will also allow for much needed redundancy at the Fujita
Pump Station.
To summarize: It is recommended that an 18-inch relief force main line be installed in parallel
to the existing 14-inch force main to add significant capacity to the Central Tumon Basin
wastewater transmission system, reduce the head requirements of the existing pumps at the
Fujita Station, and to allow for much needed system redundancy.
Existing System Curve
1 Pump
2 Pumps
400
3 Pumps
350
New System Curve
Linear (3 Pumps)
TDH (ft)
300
Linear (2 Pumps)
250
200
150
100
50
0
0
1000
2000
3000
4000
5000
6000
Flow (gpm)
Figure 11. New Fujita System Curve
Tumon, Guam
January 2008
Page 33 of 41
d. Over-Capacity Condition of the Old East collector Line
As indicated in Table 3, the Old East Collector line is operating over its rated capacity resulting
in continuous surcharging of this line. Two options are presented for dealing with this condition
as follows:
1. Relieve the Old East Collector line by connecting the upstream portion of this line to the
New East Collector system.
2. Re-route laterals connected to the old east collector line to the 1997 collector. This option is
predicated on placing the 1997 Collector line into service. This option would be the preferred
option if GWA chooses to run the Old East Collector at surcharged conditions until such time
the 1997 Collector is placed into service.
e. West Collector Lines
The Old West Collector is running near capacity. It is recommended that no new connections be
made to this line. The New Western Collector line should be used up to its remaining capacity.
Model results indicate that segments 8423 and 8420 (see Exhibit 3 and Figure 1) have a reduced
capacity when compared to remaining New West Collector line segments. While this collector
can accommodate flows from immediate and proposed developments, additional capacity may be
required in the future. Relief lines could be installed to add an additional 500 gpm to this New
Western Collector thus bringing the total reserve capacity of this new western line to 1393 gpm.
f. Under-used New East Collector Line
The New East Collector has a reserve capacity of 549gpm. It is recommended that new
development within this service area connect to this line. A relieve line along Segment 6661
(Figure1) may be installed to bring the new east collector reserve capacity to 1300gpm/ It must
be noted that if GWA chooses to relieve the Old East Collector by connecting it to the New East
Collector, the reserve capacity in the New East Collector will reduce.
g. Solids Build-up in the Fujita Pump Station Wet well
Based on the Fujita Station wet well and pump curve analyses (see Appendix C), the following is
recommended:
Remove the accumulated solids within the wet well. This will allow for critical effective
storage during peak flow events. It is estimated that 38 minutes of storage time (based on
a 10-foot wet well design depth) is available during peak flows when three of the four
existing pumps are operating to accommodate the peak flows.
The construction of a diversion/ temporary wet well may be feasible in the area between
the Fujita Pump Station and the location of the old/former Tumon Pump Station. This
Tumon, Guam
January 2008
Page 34 of 41
new diversion structure will act as a wet well and allow for routine cleaning and
maintenance of the existing Fujita Station wet well. The Old Tumon Pump station wet
well may also be considered to serve this purpose. Any new projects for installation of
lines within this area should include this improvement.
The installation of a static mixer will help reduce solid build-up within the Fujita Station
wet well. Operators currently use the high static head upstream of the Fujita pumps and
reverse the flow. This action forces accumulated solids into suspension. Though this
method works, it requires pump down time and significant operator involvement. A
permanent static mixer may serve the same purpose with more efficiency.
h. Restrictions in Ypao collector Line
Restrictions were identified in the Ypao Collector line. These restrictions may be the result of
solids build-up in the line. However, peak velocities are greater than 2 fps and should provide the
needed velocity to periodically flush the lines. Nonetheless, solids may have accumulated over
time if routine maintenance was not performed. If the lines are truly restricted by size then
connection upstream of these restricted locations is not recommended. The lines downstream of
Manhole 24 (see Figure 2) may provide an additional capacity of 118 gpm. Inspection of the
lines at the Old Ypao Pump Station must be performed. These lines are likely full of oil and
grease which will make inspection difficult. Routine cleaning of these facilities is recommended.
i. Un-Used 1997 Collector Line
The 1997 Collector system should be placed in to service. However, to be functional, the
following upgrades/additional improvements are proposed:
1)
New Pump Station and Gravity lines (Option A)
Under this option, a new gravity line from the low point of the 1997 Collector will be connected
to the Fujita Pump station (this appears feasible based on preliminary analysis). This line link
will have an approximate slope of 0.001 ft/ft and (if one uses similar design parameters used for
the 1997 Collector), 9000gpm may transmitted by this new gravity line. Fujita Station pump
upgrades and new parallel force main will also be installed. This option will continue to send
flows from the entire central Tumon Basin to the Route 16 and Southern Link Pump Stations.
2)
New Gravity line to Fujita Pump Station (Option B)
Under this option, a new pump station at the terminus of the 1997 Collector system will be
installed at the intersection of Pale San Vitores and Marata Street. This new pump station should
be sized to handle the peak projected flows from the contributing area of 7940 gpm (peak flow).
Based on correspondence received from GWA, a force main has been installed from the Pale San
Vitores and Marata Street intersection of the Westin Resort area (breakpoint between the Central
Tumon and Gun Beach basins. A new gravity collector will be required to take the flows to a
new Gun Beach (high head) Pump Station. In addition, another new pump station will be
Tumon, Guam
January 2008
Page 35 of 41
required at the Harmon cliffline area in order to transmit the flows from Tumon and projected
wastewater loadings for potential Harmon cliffline developments to the NDSTP. If GWA
decides to pursue this option, acquisition of land for the pump station must be undertaken
immediately.
j. Old and Unused New Ypao Pump Stations
The unused New Ypao Pump Station should be rehabilitated to handle the projected flows from
the Ypao Basin. This upgrade includes:
At least two pumps operating at a combined operating capacity of 1200 gpm
A force main, approximately 5200 feet, extending from the pump station to the new 12”
gravity located along Ypao Road.
Reconfiguring the existing gravity lines at the Old and New Ypao Pump stations to
redirect flow from the Old Ypao Pump Station to the New Ypao Pump Station
The Old Ypao Pump station can presently handle flows up to 600 gpm, which is sufficient to
accommodate existing peak flows. Upgrading the existing pumps will allow for additional
capacity. Two pumps operating at a combined operating capacity of 1200 gpm at 233 feet will
provide an additional capacity of 600 gpm. This additional flow will be directed toward the
Camp Watkins/Ferenholt collector, which, as stated by GWA, is “maxed out.”
k. At-Capacity Fujita Collector Line
Model results indicate that the Fujita collector line is at capacity due to surcharging caoused by
adverse slopes . However, the average flow used in the model analysis was based on the Fujita
hotel which no longer exists. It is presumed that once surcharging at the Fujita pump station is
eliminated, the Fujita collector line will have reserve capacity. Model results indicate a reserve
capacity of 100 gpm.
l. Infiltration and Inflow throughout Central Tumon Basin
Ongoing effort by GWA to identify I/I in the Central Tumon Basin is encouraging particularly
for the older collector lines. Flows coming off of Chichirica Road and tying into the Old East
Collector are considered high. This may be a possible source of inflow resulting from storm
water drainage system connections.
Tumon, Guam
January 2008
Page 36 of 41
16. Upgrade Phasing
The Central Tumon and Ypao Basins will require immediate wastewater infrastructure
improvements in order to accommodate new developments and resort facilities renovations. The
following phased approaches are recommended:
Central Tumon Basin
Phase I
Eliminate the adverse slopes within the Fujita Pump station area
Remove the solids build-up in Fujita Pump Station wet well and the clogged screen
Install variable speed drives at Fujita Pump station
Phase II
Install a new parallel relief force main (suggested size: 18”) to the existing 14” Fujita
Pump Station force main.
Construct a new diversion box/Wet well at Fujita Pump station
Install relief lines to add capacity to the New West and East Collectors.
Phase III
Activate the 1997 Collector by:
o Constructing a new 1997 Pump Station and developing the Gun Beach Basin
(Option A).
o Installing a new gravity line from the 1997 Collector to the Fujita Pump Station
(Option B).
Replace Fujita Pumps with efficient pumps based on new system curve
Ypao Basin
Phase I
Replace the existing pump at the Old Ypao Pump Station.
Phase II
Install relief lines along the Ypao Collector to create additional capacity to the collection
system.
Activate the New Ypao Pump Station by refurbishing the existing unused pump system
and installing a new force main routed through Ypao Road and connecting to the Marine
Corps Drive interceptor.
Tumon, Guam
January 2008
Page 37 of 41
GWA should continue efforts to identify and eliminate infiltration and inflow throughout the
Central Tumon and Ypao Basins
17. Rough Order Magnitude Estimates
Rough order of magnitude cost estimates corresponding with the recommended phased
improvements to the wastewater facilities in the Central Tumon and Ypao Basins are presented
below. A detailed break down of the cost estimates is presented in Appendix A.
Phase
Central Tumon Basin
Option
ROM
Phase I
Phase II
Phase III
A
B
Remark
$ 571,476.56
$ 2,673,018.75
$ 702,075.00
$24,907,012.50
Ypao Basin
Phase
Phase I
Phase II
ROM
Remark
$
61,050.00
$ 1,214,340.00
Table 8. ROM ESTIMATES
Tumon, Guam
January 2008
Page 38 of 41
18. Conclusions
The following tables summarize the existing reserve capacity and the available capacity for each
recommended phased improvement:
Central Tumon Basin
Available Capacity MGD/GPM (peak)
Existing Conditions
Phase I
Phase II
Old East Collector
New East Collector
Old West Collector
New West Collector
1997 Collector
Fujita Pump Station
Gun Beach Collector
0.000
0
0.273
549
0.096
193
0.405
816
0.000
0
0.099
200
0.000
0
0.000
0
0.273
549
0.096
193
0.405
816
0.000
0
0.099
200
0.000
0
Phase III
0.000
0
0.646
1300
0.096
193
0.692
1393
0.000
0
1.192
2400
0.000
0
0.000
0
0.646
1300
0.096
193
0.692
1393
4.967
10000
2.652
5340
2.016
4060
Red:
Operating under surcharged conditions
Green: Operating under surcharged Conditions due to backwater effects
* Additional capacity available based on force main and pump selection
Ypao Basin
Ypao Collector*
New Ypao Pump
Station
Available Capacity mgd/gpm (peak)
Existing Conditions
Phase I Phase II
0.059
118
0.179
360
0.000
0
0.059
118
0.447
900
0.000
0
0.745
1500
0.447
900
1.520
3060
Table 9. Projected Capacities Under Recommended Phased Improvements
Central Tumon Basin
Phase I does not provide a large amount of capacity based on the results of model and pump
station analyses as supported by past reports and assumptions of system as-built conditions. It is
recommended that both Phase I and a portion of Phase II (construction of a new relief force
main) recommendations be implemented. Phases I and II will provide the needed capacity to
accommodate the immediate and proposed developments listed in Section 7 within the
Tumon, Guam
January 2008
Page 39 of 41
Central Tumon Basin. In fact, sufficient capacity in the Central Tumon Basin will be created
such that new developments within the Ypao Basin may be accommodated on an interim basis
pending development of Ypao Basin improvements.
Phase III (option A or B) will ultimately need to be implemented in order to accommodate long
range future development within the Central Tumon Basin.
Ypao Basin
The proposed Ypao LRC will generate more wastewater than the additional capacity made
available (118gpm) by Phase I improvements. Phase II will also need to be implemented in
order to accommodate the proposed Ypao Basin Developments if GWA chooses to transmit
flows from the Ypao Basin to the Agana STP.
Phase II can result in a capacity of 1.468 mgd for the Ypao Basin. This is greater than the
projected maximum wastewater generation for this basin.
19.
Master Planning
The following should be considered in future master planning of the Tumon Basins:
1.
Ypao Basin Wastewater Generation
It is projected that complete development within the Ypao Basin will result in 1.468 mgd
(average) and 3060 gpm peak flows. Any new collector and transmission system (pump station
and force main) improvements should account for the complete development of this Basin.
2.
Central Tumon Wastewater Generation
It is projected that complete development within the Central Tumon Basin will result in 3.811
mgd (average) and 7940 gpm peak flows. Any new collector and transmission system (pump
station and force main) improvements should account for the complete development of this
Basin.
3.
Gun Beach Wastewater generation
It is projected that complete development within the Gun Beach Basin will generate 1.948 mgd
(average) and 4060 gpm peak wastewater flows. Flows from the Central Tumon Basin may also
be redirected to the Gun Beach Basin and will increase target average and peak flows. These
values will need to be adjusted to reflect whatever wastewater system configuration strategy
GWA chooses to pursue. Any new wastewater collector and transmission system (pump station
and force main) improvements should account for the complete development of this Basin.
Tumon, Guam
January 2008
Page 40 of 41
4.
Activate New Ypao Collector From Oka Point to New Ypao Pump Station
Little discussion has been presented about this collector. However, this existing collector may be
required should development at Oka Point (Old Hospital) occur. This development will certainly
require the activation of the New Ypao Pump Station.
5.
Activate 1997 Collector/Harmon development
Recommendations for the 1997 Collector have been presented throughout this report. However
the activation of this line can have significant meaning if the 1997 Collector system is configured
to discharge to the Gun Beach Basin. Planning for Gun Beach Basin wastewater infrastructure
improvements must be conducted in order to coordinate future development in the Gun Beach
and Harmon Basins.
Tumon, Guam
January 2008
Page 41 of 41
FIGURES
TUMON EXISTING CONDITIONS GWA
Central Tumon Basin
Figure 1a
Prepared By:
Date: Thursday, January 31, 2008
Central Tumon Basin
Figure 1b
Prepared By:
Central Tumon Basin
Figure 1c
Prepared By:
Central Tumon Basin
Figure 1d
Prepared By:
YPAO
Ypao Basin
Figure 2
Prepared By:
APPENDIX A
Cost Breakdown
Central Tumon Basin
Phase I
Unit
Solids Build up in Fujita Pump Station Wet well
Wet Well Clean Up (Including Temp Bypass)
Flooded Discharge at the Fujita Pump Station Inlet
Screen replacement
Adverse slopes within the Fujita Pump Station Area
24" Gravity Lines
New Manholes
Demolition
Transformer Relocation
New Fujita Pumps
VFD
Surge Protection Upgrade
Unit Cost
Cost
1 ea
$
160,000.00
$
160,000.00
1 ea
$
15,000.00
$
15,000.00
ft
ea
ft
ea
$
$
$
$
230.00
5,500.00
75.00
40,000.00
$
$
$
$
57,500.00
22,000.00
12,375.00
40,000.00
4 ea
1 ea
$
$
20,000.00
25,000.00
$
$
$
$
$
80,000.00
25,000.00
411,875.00
45,306.25
571,476.56
$
175.00
$
1,312,500.00
1 ea
$
500,000.00
$
500,000.00
270 ft
2 ea
$
$
230.00
5,500.00
$
$
62,100.00
11,000.00
130 ft
2 ea
$
$
230.00
5,500.00
$
$
$
$
$
29,900.00
11,000.00
1,926,500.00
211,915.00
2,673,018.75
ea
lot
ft
ea
$
$
$
$
4,500,000.00
1,500,000.00
230.00
5,500.00
$
$
$
$
4,500,000.00
1,500,000.00
805,000.00
66,000.00
ft
ea
ea
$
$
$
230.00
5,500.00
35,000.00
$
$
$
368,000.00
33,000.00
105,000.00
ea
$
4,500,000.00
$
9,000,000.00
ft
$
160.00
$
2,080,000.00
$
17,951,000.00
250
4
165
1
Engineering fees at 11%
25% Contingency
Phase II
Fujita Pump Station Force main.
Parallel Force Main
7500 ft
Diverter Box
Structure/lines
Eestern Collector Lines
Relief Gravity on New West Collector
Manholes
Western Collector Lines
Relief Gravity on New West Collector
Manholes
25% Contingency
Phase III
Un-Used 1997 Collector Line
New Pump Station (Option A)
Pump Station (three pumps, structrual/Mech and site work)
1
Property acquisition
1
Gravity Lines (Gun Beach) 3500
Manholes
12
New Gravity Line (Option B)
Gravity Line (Marata to Fujita) 1600
Manholes
6
Pump Station Renovation (new pumps)
3
Gun Beach and Harmon Development
Pump Station (three pumps, structrual/Mech and site work)
2
Force main 13000
25% Contingency Option A
25% Contingency Option B
$
506,000.00
$
1,974,610.00
$
55,660.00
$
24,907,012.50
$
702,075.00
Ypao Basin
Phase I
Old Pump Station Pumps
2 ea
$
22,000.00
$
$
$
$
44,000.00
44,000.00
4,840.00
61,050.00
$
$
135.00
120.00
$
$
702,000.00
6,000.00
3 ea
$
22,000.00
$
66,000.00
660 ft
4 ea
$
$
120.00
5,500.00
$
$
$
$
79,200.00
22,000.00
875,200.00
96,272.00
$
1,214,340.00
25% Contingency
Phase II
Un-used Ypao Pump Station
New Force main
Gravity Line reconfiguration
New Pumps
Restrictions in Ypao collector Line
New Relief Gravity Lines
Manholes
25% Contingency
5200 ft
50 ft
APPENDIX B
Modeled Hydraulic Grade Lines
Pipe Invert
Ypao Pipe Profile @ Peak Flow
Depth
HGL
Ground
Pipe Crown
Manhole
Wetwell
80
6
34
32
64
Elevation (ft)
30
28
48
22
26
20
24
18
16
32
14
12
44
10
16
0
0
560
1120
Distance (ft)
1680
2240
2800
Pipe Invert
Pipe Crown
Old East Pipe Profile @ Peak Flow
Depth
HGL
Ground
Manhole
Wetwell
90
72
Elevation (ft)
54
36
18
1364
1359
1352
1360
1353
1354
1355 1342
16 18
0
2380
2860
-18
Distance (ft)
3340
3820
4300
Pipe Invert
Pipe Crown
Old East Pipe Profile @ Peak Flow
Depth
HGL
Ground
Manhole
Wetwell
90
4762
72
4763
Elevation (ft)
54
4764
4771
1366
36
1367
18
1363
1364
0
480
960
-18
Distance (ft)
1440
1920
2400
Pipe Invert
Pipe Crown
New East Pipe Profile @ Peak Flow
Depth
HGL
Ground
Manhole
Wetwell
90
72
Elevation (ft)
54
36
18
6788
6789
6792
6793
6794
6795
6796
6797
6798
0
2020
2440
-18
Distance (ft)
2860
3280
3700
Pipe Invert
Pipe Crown
New East Pipe Profile @ Peak Flow
Depth
HGL
Ground
Manhole
Wetwell
90
6782
72
6783
Elevation (ft)
54
6784
36
6785
18
6786
6787
6788
6789
0
420
840
-18
Distance (ft)
1260
1680
2100
Pipe Invert
Pipe Crown
Old West Pipe Profile @ Peak Flow
Depth
HGL
Ground
Manhole
Wetwell
80
64
Elevation (ft)
48
32
16
1344
1345
1346
13401341 18 8653
14
1339
1347
0
2680
2960
-16
Distance (ft)
3240
3520
3800
Pipe Invert
Pipe Crown
Depth
HGL
Ground
Manhole
Wetwell
80
64
Elevation (ft)
48
1326
1327
1305
1306
32
1324
1343
16
1344
0
1480
1760
-16
Distance (ft)
2040
2320
2600
Pipe Invert
80
48
Pipe Crown
1349
Depth
HGL
Ground
Manhole
Wetwell
1350
1351
64
Elevation (ft)
48
1326
32
16
0
280
560
-16
Distance (ft)
840
1120
1400
Pipe Invert
Pipe Crown
New West Pipe Profile @ Peak Flow
Depth
HGL
Ground
Manhole
Wetwell
80
64
Elevation (ft)
48
32
16
8661
8660
8659
8658
8657
8655
8656
6800
6798 16
0
2280
2560
-16
Distance (ft)
2840
3120
3400
Pipe Invert
Pipe Crown
Depth
HGL
Ground
Manhole
Wetwell
80
64
8666
Elevation (ft)
48
10001
8663
32
8662
16
8661
8660
0
1080
1360
-16
Distance (ft)
1640
1920
2200
Pipe Invert
Pipe Crown
Depth
HGL
Ground
Manhole
Wetwell
80
69
8668
64
8667
8666
Elevation (ft)
48
10001
8663
32
16
0
280
560
-16
Distance (ft)
840
1120
1400
APPENDIX C
Pump Station Analysis
APPENDIX D
Model Input
Print Report Ypao MH
1
2
3
4
5
6
7
8
9
10
11
12
13
14
ID
Rim Elevation
(ft)
Total Flow
(cfs)
Grade
(ft)
Status
Hydraulic
Jump
Unfilled Depth
(ft)
10
12
14
16
18
20
22
24
26
28
30
32
34
36
17.270
21.770
26.660
31.660
36.900
40.140
43.770
39.390
39.870
46.200
56.190
63.830
70.930
74.540
0.000
0.000
0.000
0.918
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.612
11.291
14.613
16.084
21.865
22.681
27.146
31.437
34.009
36.159
40.330
49.764
53.739
57.090
71.421
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
No
No
No
No
No
No
No
No
Yes
No
No
No
No
No
5.979
7.157
10.576
9.795
14.219
12.994
12.333
5.381
3.711
5.870
6.426
10.091
13.840
3.119
Date: Thursday, January 31, 2008, Time: 14:05:42, Page 1
Print Report Central Tumon MH
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
ID
Rim Elevation
(ft)
Total Flow
(cfs)
Grade
(ft)
Status
10001
1305
1306
1324
1326
1327
1339
1340
1341
1342
1343
1344
1345
1346
1347
1348
1349
1350
1351
1352
1353
1354
1355
1356
1357
1358
1359
1360
1362
37.700
35.080
29.650
25.190
42.130
38.020
13.200
13.700
13.400
15.810
14.310
12.080
12.020
11.900
12.500
75.400
75.000
72.800
68.600
11.560
13.270
14.180
15.200
38.700
22.800
13.000
10.580
9.380
10.800
0.000
0.000
0.365
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.365
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
1.340
0.000
0.000
31.407
30.216
24.209
20.153
37.526
34.759
1.257
1.034
1.007
0.982
9.340
8.126
6.491
3.915
2.627
70.423
68.921
67.352
63.659
9.268
6.838
4.407
2.180
34.700
15.200
10.580
10.580
9.380
10.580
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Full
Full
Not Full
Hydraulic Unfilled Depth
Jump
(ft)
No
No
No
No
No
No
No
No
No
No
Yes
No
No
No
Yes
No
No
No
No
No
No
No
No
No
No
No
No
No
No
6.293
4.864
5.441
5.037
4.604
3.261
11.943
12.666
12.393
14.828
4.970
3.954
5.529
7.985
9.873
4.977
6.079
5.448
4.941
2.292
6.432
9.773
13.020
4.000
7.600
2.420
0.000
0.000
0.220
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
ID
Rim Elevation
(ft)
Total Flow
(cfs)
Grade
(ft)
Status
1363
1364
1366
1367
1370
1371
1372
1373
1376
16
18
22
4760
4761
4762
4763
4764
4771
6782
6783
6784
6785
6786
6787
6788
6789
6792
6793
6794
11.100
10.890
34.600
15.200
10.400
9.200
8.500
10.200
16.400
14.750
13.550
46.000
89.370
88.250
83.500
61.790
50.650
40.750
81.530
62.150
44.140
24.800
11.880
11.260
10.640
11.300
11.000
10.710
11.000
0.000
0.000
0.000
0.000
0.540
0.000
0.000
0.000
0.000
0.000
0.000
0.000
1.340
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.240
0.000
0.000
0.000
11.100
10.890
21.476
11.698
3.512
2.453
2.130
1.668
11.140
0.943
0.884
42.500
80.505
76.830
73.687
53.111
41.378
29.289
71.984
50.635
21.189
13.787
5.470
5.200
4.197
3.309
2.986
2.714
2.487
Full
Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Jump
(ft)
No
No
No
Yes
No
No
No
No
No
No
Yes
No
No
No
No
No
No
No
No
No
No
No
Yes
No
No
No
No
No
No
0.000
0.000
13.124
3.502
6.888
6.747
6.370
8.532
5.260
13.807
12.666
3.500
8.865
11.420
9.813
8.679
9.272
11.461
9.546
11.515
22.951
11.013
6.410
6.060
6.443
7.991
8.014
7.996
8.513
59
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
76
77
78
ID
Rim Elevation
(ft)
Total Flow
(cfs)
Grade
(ft)
Status
6795
6796
6797
6798
6800
8653
8655
8656
8657
8658
8659
8660
8661
8662
8663
8666
8667
8668
8669
8671
13.060
14.950
14.760
15.750
12.800
12.800
13.340
12.000
12.010
12.050
12.200
12.140
12.290
24.220
35.080
50.000
54.500
69.580
73.770
89.770
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
2.380
0.000
0.000
0.000
2.380
0.460
2.039
1.200
0.967
0.966
1.225
0.576
1.227
2.741
3.281
4.242
5.641
6.286
6.855
17.527
26.667
47.139
51.136
63.173
66.367
73.189
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Not Full
Jump
(ft)
No
No
Yes
No
Yes
No
No
No
No
Yes
No
Yes
No
No
No
No
No
No
No
No
11.021
13.750
13.793
14.784
11.575
12.224
12.113
9.259
8.729
7.808
6.559
5.854
5.435
6.693
8.413
2.861
3.364
6.407
7.403
16.581
APPENDIX E
Marine Corps Drive Model Results
EXHIBITS

Final Tumon Wastewater Study Tumon, Guam

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