HomeMy WebLinkAboutAppendix S - Project Sewer StudyDEXTER WILSON ENGINEERING, INC.
WATER ● WASTEWATER ● RECYCLED WATER
CONSULTING ENGINEERS
2234 FARADAY AVENUE ● CARLSBAD, CA ● (760) 438-4422
SEWER STUDY FOR THE
NAKANO PROJECT
IN THE CITY OF CHULA VISTA
November 15, 2023
i
TABLE OF CONTENTS
PAGE NO.
Introduction .............................................................................................................................. 1
Purpose of Study ...................................................................................................................... 3
Sewer System Design Criteria ................................................................................................. 4
Sewage Generation Factor .............................................................................................. 4
Peaking Factors ............................................................................................................... 4
Manning’s “n” .................................................................................................................. 4
Depth and Velocity of Flow in Gravity Sewers ............................................................... 5
Private Onsite Sewer System Design Criteria ........................................................................ 5
Sewage Generation – Public System ....................................................................................... 5
Sewage Generation – Onsite Private Sewer ............................................................................ 6
Existing Sewer System ............................................................................................................ 6
Offsite Public Sewer System Impact ....................................................................................... 6
Onsite Private Sewer System Analysis ................................................................................... 8
Conclusions and Recommendations ........................................................................................ 9
APPENDICES
APPENDIX A CITY OF CHULA VISTA WASTEWATER COLLECTION SYSTEM
MASTER PLAN EXCERPTS
APPENDIX B DRAINAGE FIXTURE UNITS ESTIMATES
APPENDIX C SEWER ANALYSIS
ii
LIST OF TABLES
PAGE NO.
TABLE 1 SEWAGE FLOW PEAKING FACTORS ................................................ 4
LIST OF FIGURES
PAGE NO.
FIGURE 1 LOCATION MAP .................................................................................... 2
FIGURE 2 EXISTING AND PROPOSED SEWER SYSTEM .................................. 7
Allen Kashani, P.E.
November 15, 2023
Nakano Sewer Study
DEXTER WILSON ENGINEERING, INC. PAGE 3
The Nakano project will receive sewer service via an onsite private collection system and will
be located adjacent to the existing City of San Diego 27-inch diameter Otay Valley Trunk
Sewer. The project will relocate and subsequently connect to the Otay Valley Trunk Sewer.
This report considers sewer service under two scenarios:
1) If the project remains in the City of Chula Vista, it would be served through
connections to the City of San Diego’s Otay Valley Trunk Sewer. The projects’
wastewater generation would be added to the City of Chula Vista’s existing Metro
Flow share and allocation. This option would require an out of service agreement
through LAFCO.
2) If the project is annexed to the City of San Diego, the City of San Diego would provide
wastewater service and no out of service agreement for wastewater service would be
required. Annexation to City of San Diego and de-annexation from City of Chula Vista
and Otay Water District would be required for this option.
The sewer improvements would be the same under both scenarios, but the service provider
and required LAFCO actions would differ.
Access to the project will be from Dennery Road. A private driveway will provide access to
the project. The proposed pad elevations for the project range from 111 to 119 feet.
Topography onsite slopes from south to north toward the Otay River and Otay Valley Trunk
Sewer.
Purpose of Study
The purpose of this sewer study is to estimate sewer generation for the Nakano project,
preliminarily determine the size of the onsite private sewer collection piping, and to assess
the capacity of the public sewer system downstream of the project.
Allen Kashani, P.E.
November 15, 2023
Nakano Sewer Study
DEXTER WILSON ENGINEERING, INC. PAGE 4
Sewer System Design Criteria
Sewer service to the Nakano project will be provided by an onsite private collection system.
The design criteria used for the evaluation of the sewer system serving the Nakano project is
based on the City of Chula Vista Wastewater Collection System Master Plan dated May 2014
as well as the Sewer Design Guide, Revised May 2015, City of San Diego Public Utilities
Department. Pertinent sections of the City’s Master Plan are included in Appendix A.
Sewage Generation Factor. Table 3-2 in the City of Chula Vista Wastewater Collection
System Master Plan, dated May 2014, specifies a wastewater duty factor of 230 gpd per
dwelling unit for single family land use and 182 gpd per dwelling unit for multifamily land
use. These generation factors are utilized in case the City of Chula Vista requires the project
to be added to its existing Metro Flow share and allocation.
Peaking Factors. Peaking factors are identified in the City of Chula Vista Wastewater
Collection System Master Plan dated May 2014. Peaking factors for primarily residential
developments are presented in Table 1.
TABLE 1
SEWAGE FLOW PEAKING FACTORS
Description Peak Factor Source1
ADF to PDWF 1.39 Figure 3-4
PDWF to PWWF 1.80 Section 3.3.6
1 Sources listed are found in the City of Chula Vista Wastewater Collection System Master Plan dated
May 2014.
Manning’s “n”. The gravity sewer analyses are made using the Manning Equation. The
Manning’s “n” used for calculations in this report is held as a constant for all depths in a
circular conduit. The value of Manning’s “n” used for this study is 0.013.
Allen Kashani, P.E.
November 15, 2023
Nakano Sewer Study
DEXTER WILSON ENGINEERING, INC. PAGE 5
Depth and Velocity of Flow in Gravity Sewers. Gravity sewer lines are designed to
convey peak wet weather flow. Existing pipes that are 12-inches in diameter and smaller are
allowed to convey peak wet weather flow to a maximum depth-to-diameter (d/D) ratio of 0.50.
Existing sewer lines that are larger than 12-inches in diameter are allowed to flow at a
maximum d/D ratio of 0.75. Gravity sewer lines are designed to maintain a minimum velocity
of 2.0 feet per second at peak wet flow to prevent the deposition of solids.
Private Onsite Sewer System Design Criteria
The onsite private sewer collection system will be sized based on the California Plumbing
Code, Chapter 7, Sanitary Drainage. The total number of Drainage Fixture Units (DFUs)
will be estimated for the project and used in combination with Table 703.2 in the Plumbing
Code to determine the minimum sewer collection line size needed within the project site.
The City of Chula Vista and City of San Diego annexation procedures and ultimate
determinations for the Nakano project will have no impact to the design and sizing of the
proposed onsite private sewer collection system presented in this study.
Sewage Generation – Public System
Based on the sewage generation factors and the peaking factors presented in the City of
Chula Vista Wastewater Collection System Master Plan, dated May 2014, the estimated
sewage generation for the project is calculated using the proposed number of dwelling units.
The estimated sewage generation for the Nakano project is calculated below for 221 units:
Average Day Flow = (67 units x 230 gpd/DU) + (154 units x 182 gpd/DU) = 43,438 gpd
Peak Dry Weather = 43,438 gpd x 1.39 = 60,379 gpd
Peak Wet Weather Flow = 60,379 gpd x 1.8 = 108,682 gpd
Allen Kashani, P.E.
November 15, 2023
Nakano Sewer Study
DEXTER WILSON ENGINEERING, INC. PAGE 6
Sewage Generation – Onsite Private Sewer
As noted earlier, the onsite private sewer system sizing is based on Drainage Fixture Units.
Appendix B includes a summary of the preliminary estimate Drainage Fixture Units for the
221 units. The DFUs for the 221 units is 5,525 DFUs.
Existing Sewer System
Figure 2 presents the existing public sewer facilities in the vicinity of the Nakano project.
The existing public sewer system includes City of San Diego Otay Valley Trunk Sewer
facilities which consist of the primary 27-inch diameter gravity line and secondary 18-inch
diameter gravity line which converge within the project site. The project will be partially
relocating these existing Otay Valley Trunk Sewer facilities and consequently connecting to
them as well. The City of San Diego Otay Valley Trunk 27-inch sewer crosses the Otay River
downstream of the project and intercepts additional City of Chula Vista sewer flow before
being further conveyed into the South Metro Sewer Interceptor System.
Offsite Public Sewer System Impact
The project proposes to connect to the relocated 27-inch diameter Otay Valley Trunk Sewer
on the north side of the project as shown on Figure 2. Appendix C presents the existing flows
and hydraulic calculations for each proposed reach in the proposed relocated public trunk
sewers. All depths in proposed sewers remain below City design criteria.
The offsite sewer system impact encompasses the existing Otay Valley Trunk Sewer and
overall City of San Diego’s Metropolitan Wastewater Department (METRO) facilities. It is
anticipated that the project’s average wastewater flow of 43,438 gpd and peak wastewater
flow of 108,682 gpd will be added onto the City of Chula Vista’s existing METRO flow share
and allocation.
Allen Kashani, P.E.
November 15, 2023
Nakano Sewer Study
DEXTER WILSON ENGINEERING, INC. PAGE 8
The Otay Valley Trunk Sewer is associated with the overall ongoing regionwide South Otay
and Otay Mesa sewer analyses by the City of San Diego. Currently there is additional
capacity in the Otay Valley Trunk Sewer. Out of basin flows are presently being conveyed
into the Otay Valley Trunk Sewer from the southern Otay Mesa region via a temporary sewer
lift station. Once capacity in the Otay Valley Trunk Sewer is reached then these out of basin
flows will be redirected to the future Otay Mesa Trunk Sewer system leaving the Otay Valley
Trunk Sewer with only in basin sewer flows.
Onsite Private Sewer System Analysis
The Nakano project proposes to construct an onsite private sewer collection system with a
single sewer lateral/connection to the existing (relocated) 27-inch diameter Otay Valley
Trunk Sewer in an easement immediately north of the project property. The onsite private
sewer collection system will convey all 221 residential units via gravity. The sizing of the
onsite private sewer line is based on Drainage Fixture Units and the California Plumbing
Code.
The estimated number of Drainage Fixture Units was presented earlier in this report under
the onsite sewage generation section. To recap:
221 Units 5,525 DFUs
Using Table 703.2 from the California Plumbing Code, these are the allowable DFUs for the
following gravity sewer pipe sizes based on a slope of 2 percent:
4-inch 216 DFUs
6-inch 720 DFUs
8-inch 2,640 DFUs
10-inch 4,680 DFUs
12-inch 8,200 DFUs
Allen Kashani, P.E.
November 15, 2023
Nakano Sewer Study
DEXTER WILSON ENGINEERING, INC. PAGE 9
Using Table 703.2 from the California Plumbing Code, these are the allowable DFUs for the
following gravity sewer pipe sizes based on a slope of 1 percent:
4-inch 172 DFUs
6-inch 576 DFUs
8-inch 2,112 DFUs
10-inch 3,744 DFUs
12-inch 6,550 DFUs
Therefore, the private onsite sewer lateral/connection for the 221 residential units, a total of
5,525 DFUs, must be 12-inch at at least one percent.
The proposed private sewer collection system for the Nakano project is shown on Figure 2.
Conclusions and Recommendations
The following conclusions and recommendations are summarized based on the sewer study
prepared for the proposed Nakano project.
1. Sewer service to the project will be provided by an onsite private collection system and
connection to existing METRO sewer facilities.
2. Sewer generated by the Nakano project will gravity flow to the relocated 27-inch
diameter Otay Valley Trunk Sewer immediately north of the project.
3. Based on current METRO regionwide Otay Mesa and Otay Valley sewer analyses, the
Otay Valley Trunk Sewer, to which the project will connect, has available capacity for
the proposed project’s sewer flow.
4. The onsite private sewer collection system for the proposed project site will consist of
a 12-inch sewer lateral connected to the existing (relocated) 27-inch diameter Otay
Valley Trunk Sewer in an easement immediately north of the project by means of a
new sewer manhole on the 27-inch sewer main.
APPENDIX A
CITY OF CHULA VISTA WASTEWATER COLLECTION SYSTEM
MASTER PLAN EXCERPTS
City of Chula Vista
Wastewater Collection System Master Plan
May 2014 - FINAL
3.3.3 LANDUSE AND WASTEWATER DUTY FACTORS
The wastewater ADWF duty factors were calculated using return-to-sewer-ratios (RTS) as described above.
Wastewater duty factors for residential were expressed in gallons per day per dwelling unit (GPD/DU)
and/or gallons per capita per day (GPCD), while duty factors for the remaining zoning classifications were
expressed in GPD/acre. In order to calculate the GPCD, San Diego Association of Governments (SANDAG)
Region Wide Growth Forecast of 2010 (version 12) data reports a population per household (pop/HH) factor
of 3.31, however in order maintain consistency with the number of dweling units (DU) also collected from
SANDAG resulting in 230 gpd/DU, IEC used a factor of 3.65 in for calculating gpcd. The City provided IEC
population data for schools which includes the total number of students as well as employees for the 2011-
2012 school years. This data was then used to calculate the GPCD for both elementary and
middle/junior/senior/Jr. College.
The single and multi-family wastewater duty factor resulted in 63 and 55 GPCD, accordingly. The typical
duty factors for residential households with 3-4 persons ranges between 41-71 GPCD. The calculated
wastewater duty factor for elementary schools was 12 GPCD and 13 GPDC for all other schools. Industry
standards range between 10-20 GPCD. Table 3-2 summarizes the duty factors used for future flow
projections.
Approximately 77% of the City’s calculated BWF can be attributed to single family and multi-family land use
types. The remaining 23% can be attributed to schools, commercial, industrial, government/office/public
inst, open space and Olympic training center facilities.
Table 3-2: Wastewater Duty Factors
Landuse
Recommended Wastewater Duty Factors based on 2009-
2011 Water Demands
GPD/Capita GPD/DU gpd/acre gpd/1000 sq-ft
Single Family 63 230 -
Multi-Family 55 182 -
Commercial - - 1,401 80
Industrial - - 712 80
Government/Office/Public Institution - - 1,313 80
Elementary School 12 - 1181
Junior/Middle/High School 13 - 1080
Olympic Training Center - - 582
Open Space/Recreation - - 410
1. GPD/1000-sq-ft has been used for new developments with known building square footage.
3.3.4 FUTURE AVERAGE DRY WEATHER WASTEWATER FLOWS (ADWF) PROJECTIONS
In this analysis, once the ADWF was established for 2012 conditions, flow projections for 2017, 2022, 2027,
2032, 2037, 2042 and 2050 were calculated based on the 2005 Approved General Plan and approved
Amendments landuse projections. Proposed new development projections were anticipated to begin
starting in 2017. Table 3-3 outlines the General Plan Landuse Code Designations with associated Code
Names and duty factor. Based on the General Plans Dwelling Units per acre, a range of high to low values
is identified in the General Plan, however, for the master plan update; the middle value was used for
residential parcels. Those values are included in Table 3-3.
3-9
City of Chula Vista
Wastewater Collection System Master Plan
May 2014 - FINAL
Figure 3-4: Normalized Diurnal Curve (Residential)
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3-20
City of Chula Vista
Wastewater Collection System Master Plan
May 2014 - FINAL
Figure 3-5: Normalized Diurnal Curve (Non-Residential)
3.3.6 PEAK WET WEATHER WASTEWATER FLOW (PWWF)
Peak Wet Weather Wastewater Flow (PWWF) is estimated as Peak Dry Weather Flow (PDWF) plus
Rainfall Dependent Infiltration/Inflow (RDI/I) and BWI, combined as Inflow/Infiltration (I/I) for this master
plan due to the data available. RDI/I is storm water that enters the wastewater collection system in direct
response to the intensity and duration of individual rainfall events. RDI/I may recede gradually after a storm;
however, any residual flow is considered to be a general increase in GWI.
To create the PWWF scenarios, the model was loaded using PDWF values, and Rainfall Dependent Inflow
and Infiltration (RDI/I), combined as I/I was added to the PDWF. Peak values were then evaluated based
on consistency throughout the year from data gathered from the City’s main outfalls, removing any
inconsistent peaks, resulting in an average peaking factor for I/I of 1.85. The total volume of I/I was then
averaged out across the city and multiplied accordingly to each pipeline based on its length-diameter. The
respective I/I value was then added to the calculated BWF per time period for PWWFs.
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3-21
City of Chula Vista
Wastewater Collection System Master Plan
May 2014 - FINAL
CHAPTER 4. SEWER COLLECTION SYSTEM DESIGN CRITERIA
4.1 DESIGN CRITERIA BACKGROUND
A hydraulic model is the primary tool for evaluating the capacity of the pipes in a sewer collection system.
An effective hydraulic model accurately represents collection system facilities and collection system flows
for capacity analysis. This chapter describes the selection of system criteria, the development of collection
system facilities, and the calculation of flows in the collection system model for the City.
In analyzing a wastewater system, it is necessary to derive standards regarding the amount of flow that
may be efficiently conveyed by a given wastewater pipeline. In an effort to provide reliable gravity sewer
service while minimizing excessive wear or energy usage through force mains and lift stations, sanitary
sewers shall be designed according to the following criteria:
4.1.1 GRAVITY MAIN DESIGN CRITERIA
Sizing a new pipeline is based on the Manning’s equation and the following design criteria shown in Table
4-1.
Table 4-1: Pipeline Design Criteria
Gravity Main Requirements Design Criteria
1New Pipes 12-inches in diameter and smaller:
0.50 (50%) full at peak wet
weather flow
2New Pipes over 12-inches in diameter: 0.75 full at peak wet weather flow
Minimum velocity: 2 feet per second (1/2 full or full)
Maximum velocity: 10 feet per second
Manning’s n: .013
New Pipe Minimum pipe diameter: 8 in
Force Main Requirements Design Criteria
Minimum Force Main Diameter: 4 inches
Minimum Velocity: 3 feet per second
Maximum Velocity: 5 feet per second
Maximum allowable headloss: 10 feet/1000 feet of pipeline
Maximum desirable headloss: 5 feet/1000 feet of pipeline
Hazen-Williams C factor: 120
Notes:
(1) Design plans will be required when d/D reaches 0.60 for existing 12” diameter pipes or smaller, and
improvements will be required once d/D reaches 0.70 at peak wet weather flows.
(2) Design plans will be required when d/D reaches 0.75 for existing pipes larger than 12” diameter, and
improvements will be required once d/D reaches 0.85 at peak wet weather flows.
The National Clay Pipe Institute (NCPI) recommends that smaller pipelines (8” and smaller) be designed to
flow at levels not exceeding half-full (d/D=0.50) during peak conditions. For larger pipelines, the tributary
area is larger. Local deviation from design wastewater flows tend to balance one another for larger areas,
resulting in a closer correlation of actual and design wastewater flows. Consequently, the NCPI
recommends that these larger wastewater pipelines should be designed for a d/D not to exceed 0.75.
In analyzing the City’s existing sewer gravity mains, it is unnecessary to allow for an excessive factor of
safety. This is because the City’s sewer basins are largely built out, and future development patterns are
4-1
City of Chula Vista
Wastewater Collection System Master Plan
May 2014 - FINAL
relatively certain. As new major wastewater users apply for wastewater service, they should be evaluated
on a case-by-case basis, including estimated flow rates and impacts to City-owned sewer facilities.
Therefore, City-owned sewer gravity mains may be flowing at levels above a d/D of 0.50 and still be
operating satisfactorily.
Remaining pipeline capacity, above d/D = 0.75 has been reserved to handle emergency flows such as I&I
beyond that planned for in a design storm, and to provide for ventilation within the pipe. This should not be
considered a component of the pipeline capacity.
In an effort to account for the City being mostly built-out and ensure that gravity main segments are replaced
due to capacity and flow constraints, the following describes the City’s replacement criteria:
x Maximum Peak Wet Weather Flow for pipelines 12-inch or less, depth-to-Diameter d/D = 0.70
x Maximum Peak Wet Weather Flow for pipelines greater than 12-inches, depth-to Diameter d/D = 0.85
All pipes requiring replacement shall be designed in accordance with the City’s design criteria. In the event
that a gravity main satisfies these replacement criteria, but the pipeline immediately upstream requires
upsizing, one (1) additional replacement stipulation may be applicable. The purpose of this replacement
stipulation is to insure that pipe-reaches increase in diameter as they progress downstream, and prevent,
wherever possible, pipe-reaches from fluctuating up and down in diameter. If a gravity main requires
upsizing to a diameter larger than the diameter of the gravity main(s) immediately downstream in the same
pipe-reach, and the downstream pipe(s) are less than 750 ft in length before conveying flow to a gravity
main of equal or larger diameter than the diameter recommended for the deficient upstream gravity main,
then the downstream gravity main(s) of less than 750 ft shall be upsized to the same diameter of the
upstream pipe.
4.1.2 LIFT STATION DESIGN CRITERIA
Lift Stations should be sized for the peak wet weather flow rate plus an additional 20% capacity to account
for wear, miscellaneous debris, etc. that may reduce pumping performance. Lift stations should be capable
of meeting the following criteria with the largest capacity pump serving as standby:
x Manufacturers recommended cycling times for pumping equipment.
x All lift stations will incorporate dual force mains beginning from pumps and ending at gravity flows.
x 60 percent pump efficiency should be assumed, except where other information is available.
x 90 percent motor efficiency should be assumed, except where other information is available.
x Wet well sized to minimize retention time such that maximum pump cycling time (usually at ½ design
inflow) is within manufacturer’s recommendations.
x Separate from wet well operating volume, emergency storage volume shall be sufficient to
accommodate storage of six-hour pumping volume at average ultimate flow.
4-2
APPENDIX B
DRAINAGE FIXTURE UNITS ESTIMATES
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APPENDIX C
SEWER ANALYSIS
1. Existing Flows – Existing Sewer
2. Existing Flows plus Project – Proposed Sewer
x Reference Exhibit A for Manhole Diagram
FACILITY PIPE ID DOWNSTREAM UPSTREAM DOWNSTREAM DOWNSTREAM PIPE PIPE PIPE MAX. MAX. MAX. MAX. MAX. HGL DEPTH MAX. FULL MAX.
SEQUENCE MH ID MH INV. EL. MH INV. EL. MH RIM EL. SLOPE DIAMETER LENGTH VELOCITY DEPTH d/D HGL EL. EGL EL. BELOW RIM FLOW CAPACITY Q/CAP
NUMBER (FT) (FT) (FT) (FT/FT) (IN) (FT) (FT/SEC) (IN) (%) (FT) (FT) (FT) (MGD) (MGD) (%)
CITY OF SAN DIEGO
HYDRAULIC MODEL RESULTS TABLE
TRUNK SEWER 92 - OTAY VALLEY
2025 DWF AS-BUILT
5472707 N33S55.1 N33S54 113.44 112.27 120.27 0.025 27 46 4.81 8.33 30.9 112.96 113.33 7.30 3.25 31.92 10.2
5472705 N33S54.1 N33S53 112.27 108.93 116.49 0.006 27 527 4.78 8.37 31.0 109.63 109.98 6.86 3.25 15.93 20.4
5472701 N33S53.1 M33S187 108.93 104.05 112.41 0.006 27 782 3.51 10.52 39.0 104.93 105.12 7.49 3.25 15.81 20.5
5472698 M33S187.1 M33S185 104.05 103.48 112.47 0.006 27 95 2.15 15.36 56.9 104.76 104.83 7.71 3.25 15.50 20.9
5472697 M33S185.1 M33S186 103.48 103.43 112.80 0.000 27 397 4.22 9.16 33.9 104.19 104.47 8.61 3.25 2.25 144.5
5472695 M33S186.1 M33S184 103.43 99.18 106.89 0.011 27 397 4.49 9.03 33.4 99.93 100.25 6.96 3.38 20.71 16.3
5472685 M33S184.1 M33S183 99.18 96.84 104.13 0.005 27 445 4.49 9.02 33.4 97.59 97.91 6.54 3.38 14.51 23.3
5472684 M33S183.1 M33S182 96.84 96.27 103.65 0.006 27 96 4.48 9.04 33.5 97.02 97.33 6.63 3.38 15.42 21.9
5472665 M33S182.1 M33S181 96.27 95.41 104.88 0.005 27 159 3.73 10.35 38.3 96.27 96.49 8.61 3.38 14.72 23.0
5472690 M33S181.1 M33S16 95.41 95.33 103.33 0.016 27 5 3.40 11.10 41.1 96.26 96.44 7.07 3.38 25.32 13.3
64513 M33S16.1 M33S17 95.33 94.51 101.51 0.002 27 341 3.41 11.07 41.0 95.43 95.61 6.08 3.38 9.82 34.4
64531 M33S17.1 M33S26 94.51 93.48 99.38 0.002 27 428 4.25 9.40 34.8 94.26 94.54 5.12 3.38 9.82 34.4
64530 M33S26.1 M33S25 93.38 93.32 98.22 0.002 27 27 3.83 10.16 37.6 94.17 94.40 4.05 3.38 9.44 35.8
64527 M33S25.1 M33S152 93.22 93.05 99.05 0.002 27 67 3.13 11.88 44.0 94.04 94.19 5.01 3.38 10.08 33.5
64537 M33S152.1 M33S15 93.05 93.00 99.00 0.002 27 22 4.12 11.62 43.0 93.97 94.23 5.03 4.36 9.54 45.7
5530021 M33S15.1 M33S198 93.00 90.85 106.00 0.003 27 659 4.59 10.72 39.7 91.74 92.07 14.26 4.36 11.43 38.1
5530260 M33S198.1 M33S197 90.75 90.66 108.07 0.005 27 20 4.61 10.72 39.7 91.55 91.88 16.52 4.38 13.46 32.5
5530258 M33S197.1 M33S196 90.56 89.26 107.80 0.009 27 144 5.87 8.97 33.2 90.01 90.54 17.79 4.38 19.01 23.0
5530020 M33S196.1 M33S18 89.16 88.10 107.34 0.009 27 118 4.15 11.59 42.9 89.07 89.33 18.27 4.38 18.98 23.1
5530019 M33S18.1 M33S14 88.10 86.31 95.31 0.003 27 536 3.72 12.61 46.7 87.36 87.57 7.95 4.38 11.57 37.8
64523 M33S14.1 M33S7 86.31 85.79 100.79 0.002 27 215 3.95 12.04 44.6 86.79 87.04 14.00 4.38 9.84 44.5
64521 M33S7.1 M33S9 85.79 85.70 101.60 0.002 27 37 4.09 11.75 43.5 86.68 86.94 14.92 4.38 9.87 44.3
64526 M33S9.1 M33S10 85.60 85.15 97.15 0.002 27 186 3.39 13.55 50.2 86.28 86.46 10.87 4.38 9.84 44.5
64525 M33S10.1 M33S8 85.15 83.73 103.73 0.002 27 744 4.60 10.73 39.7 84.62 84.95 19.11 4.38 8.74 50.1
64524 M33S8.1 M33S13 83.73 83.10 104.00 0.009 27 71 4.18 11.58 42.9 84.07 84.34 19.93 4.38 18.85 23.2
64515 M33S13.1 M33S12 83.00 81.66 105.66 0.002 27 556 3.66 12.78 47.3 82.73 82.93 22.93 4.38 9.83 44.6
64516 M33S12.1 M33S11 81.66 80.11 99.01 0.002 27 646 4.60 10.74 39.8 81.01 81.33 18.00 4.38 9.80 44.6
64514 M33S11.1 M33S6 80.01 79.91 98.81 0.002 27 42 4.60 10.74 39.8 80.81 81.13 18.00 4.38 9.77 44.8
64519 M33S6.1 M33S4 79.81 79.62 97.52 0.002 27 79 4.60 10.74 39.8 80.51 80.84 17.01 4.38 9.82 44.6
64518 M33S4.1 M33S5 79.52 79.46 97.36 0.003 27 22 4.24 11.41 42.3 80.41 80.69 16.95 4.38 10.45 41.9
64517 M33S5.1 M33S2 79.36 78.54 91.44 0.002 27 339 4.60 10.74 39.8 79.43 79.76 12.01 4.38 9.84 44.5
64533 M33S2.1 M33S3 78.44 78.41 91.31 0.002 27 14 4.41 11.08 41.0 79.33 79.63 11.98 4.38 9.27 47.2
64535 M33S3.1 M33S1 78.31 77.86 94.76 0.002 27 186 4.60 10.74 39.8 78.76 79.08 16.00 4.38 9.84 44.5
64534 M33S1.1 M33S21 77.76 77.69 94.59 0.002 27 28 4.60 10.74 39.8 78.59 78.91 16.00 4.38 10.01 43.7
61269 M33S21.1 L33S2 77.59 74.96 87.86 0.004 27 598 4.59 10.76 39.8 75.86 76.18 12.00 4.38 13.27 33.0
61263 L33S2.1 L33S1 74.86 74.65 87.55 0.004 27 48 4.59 10.76 39.8 75.55 75.87 12.00 4.38 13.24 33.1
61262 L33S1.1 L33S4 74.55 73.00 84.90 0.005 27 328 4.70 10.56 39.1 73.88 74.22 11.02 4.38 13.76 31.8
61265 L33S4.1 L33S3 72.90 72.54 84.44 0.014 27 25 6.63 8.21 30.4 73.22 73.91 11.22 4.38 24.02 18.2
61264 L33S3.1 L33S18 72.44 71.52 82.42 0.014 27 65 6.59 8.24 30.5 72.21 72.88 10.22 4.38 23.81 18.4
61266 L33S18.1 L33S5 71.42 71.00 82.90 0.014 27 29 6.65 8.19 30.3 71.68 72.37 11.22 4.38 24.09 18.2
6/23/2014 3 C:\Users\pubdoc\Downloads\TS 092 - Otay Valley - 2025 DWF AS-BUILT Heritage 3 mgd cap.xlsx
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