HomeMy WebLinkAbout18458 Water & Sewer Report_Part1_ 082918N:\2286\008\03 Pre-Design\Reports\Water and Sewer\Water & Sewer Report.docx
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NELSON MEADOWS SUBDIVISION
PRELIMINARY PLAT SUBMITTAL
WATER AND WASTEWATER DESIGN REPORT
AUGUST 2018
1.0 Introduction
The proposed Nelson Meadows Subdivision property contains a total of 69.47 acres and is
generally located at the northwest corner of Nelson Road and the I-90 Frontage Road. The
property was annexed and zoned M-1, Light Manufacturing, in May of 2018. The subdivision
will consist of 27 industrial lots, 2 stormwater tracts, and a lift station tract. Each industrial lot
will have frontage on streets with 60’ width dedicated right-of-way.
The following is the legal description for the property.
Tract 1C and Tract 1D of Certificate of Survey No. 1372B, located in the SE1/4 of Section 22,
Township 1 South, Range 5 East, Principal Meridian, Gallatin County, Montana, and the
Northeast Quarter of the Northeast Quarter (NE¼NE¼) and the East Half of the East Half of the
West Half of the Northeast Quarter (E½E½W½NE¼) of Section Twenty-seven (27), Township
One (1) South, Range Five (5) East, M.P.M.
Table 1:Project Area
Survey Parcels Zoning Acreage
COS 1372B 1C, 1D M-1 Existing 58.72
NE1/4, NE1/4
E1/2, E1/2,
W1/2, NE1/4
NA M-1 Existing 10.75
Total 69.47
M-1: Light Manufacturing District
Water mains within the subdivision will be located in the right-of-way with services stubbed to
the property line providing connection stubs to the building locations. Future water connection
stubs will also be provided at the north and south ends of the project on Nelson Road, at the
southwest extent of the project near the Frontage Road and Valley Center Intersection, and at the
north end of the proposed Royal Wolf Way. Off-site water mains will be extended from the
existing water main serving MDT and from the Water Reclamation Facility (WRF) site.
Sewer collection for the project will consist of sewer mains located in the right-of-way with
individual services stubbed to the properties. Sewer mains will flow to the northwest extent of
the property into a lift station. The lift station will be sized to handle wastewater generation from
the subdivision. A forcemain from the lift station will pass along a 30 foot access and utilities
easement along the north boundary of the subdivision to Nelson Road, south to the Frontage
Road, and southeast paralleling the Frontage Road to the existing sewer interceptor near
Springhill Road that discharges to the WRF. Another forcemain discharge point may become
available as the Davis Lane Lift Station project (CIP#WWIF24) is developed further.
Public water and sewer main infrastructure installed for the project will be owned and operated
by the City of Bozeman upon completion. There will be an exception for the private sewer lift
station and forcemain which will be privately owned, maintained, and operated by the
subdivision Property Owners Association. A Municipal Facilities Exemption (MFE) process will
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be implemented for DEQ review as the project proceeds through permitting for water and sewer
service capacity. Water supply from the City generally consists of surface water treatment at
Sourdough and the Lyman Creek spring, storage reservoirs, pump stations, pressure reducing
valves, and distribution system piping. City wastewater infrastructure servicing this project
includes collection by a sewer interceptor north of I-90 and the Frontage Road, and treatment at
the WRF.
2.0 Water System
Water Demand
City water service for the Nelson Meadows Subdivision is proposed. The project will include
infrastructure to serve the property as well as incorporation of overall distribution system
concepts according to the Water Facility Plan Update (July 2017).
Water demand for the proposed development includes water services for M-1 Zoning designation
according to property uses outlined in the UDO Sec. 38.300.120. The City Design Standards and
Specifications Policy document (Page 45) accounts for water demand by population and 170
gpd/person plus the maximum hour to average day ratio of 3:1 and the maximum day to average
day ratio of 2.3:1. In order to predict population, the average day wastewater demand of 66,691
gpd calculated in Part 3.0 of this report is divided into the City Design Standards and
Specification Policy (Page 48) value of 89 gpd/capita to produce an equivalent population of 749
people. Table 2 summarizes the projected water demands.
Table 2:Water Demand Projections
Zoning Acreage
Equivalent
Population
(People)
Flow
(gpd/
person)
Average
Day Flow
(gpd)
Maximum
Day Flow
(gpd)1
Maximum
Hour Flow
(gpm)2
M-1 69.47 749 170 127,330 292,859 265
1 Maximum day factor of 2.3:1 (City Design Standards and Specifications Policy, pg 45)
2 Maximum hour factor of 3:1 (City Design Standards and Specifications Policy, pg 45)
x Average daily flow is anticipated to be 127,330 gpd or 88 gpm.
x The maximum day flows are calculated to be 292,859 or 203 gpm.
x The maximum hour flows are calculated to be 265 gpm.
Fire protection will be provided through main line hydrants installed in accordance with
applicable regulations. Fire flows are calculated based on the International Fire Code (IFC) and
concept building sizes expected in the industrial setting. For this project, the preliminary water
distribution system modeling indicates that the new distribution network can produce 2,000 gpm
fire flows with pressures of at least 20 psi in addition to maximum day demands. This could
potentially allow buildings without sprinklers, according to IFC Appendix B, ranging from
38,700 square feet with Type I construction to 6,200 square feet with Type V construction.
Larger square footage buildings could use IFC Appendix B to predict a fire flow requirement
with sprinklers to reduce the fire flow by 75% or not less than 1,500 gpm. Duration of the worst-
case fire flow event would be 4 hours at 2,000 gpm with a storage volume of 480,000 gallons.
Standard hydrant locations will be at 450 foot spacing intervals per IFC Appendix C, and at
intersections, dead ends, and piping high points. Coordination with the Fire Department for
hydrant locations will be completed during detailed design for the subdivision. It may be
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determined during lot specific site plan review submittals that individual buildings may require
additional off-street hydrants located at access points or in parking islands.
Water Improvements
Water main extensions to serve the subdivision are proposed to connect at two existing points in
the distribution system being on the 8” water main fronting the MDT property on the Frontage
Road and on an 8” water main loop on the west side of the WRF. Pipe sizes are coordinated with
the Water Facility Plan Update July 2017, City GIS data, and City Engineering staff input.
Table 3:Water Main Connection Points
Connection Point Existing Main
Size (in)
Proposed
Main Size (in)
Approx. Off-site
Length (ft)
Frontage Road/MDT 8 12 700
WRF Site 8 16 3,800
Water mains are sized to keep velocities at 15 feet per second (fps) or less and minimize friction
losses so that a minimum pressure of 20 psi is maintained during maximum day demand plus fire
flow conditions. Buried gate water valves will be located throughout the subdivision and
provided on off-site water mains as required in the City Design Standards and Specifications
Policy. Water main stubs for future use are included at the north and south extents of the
subdivision on Nelson Road, near the Frontage Road and Valley Center Intersection, and at the
north end of Royal Wolf Way with sizing to match the Water Facility Plan Update. A pressure
reducing valve (PRV) will be located at the intersection of Nelson Road and Royal Wolf Way
since current pressures at the MDT site exceed 120 psi and the proposed PRV location is in
conformance with the Water Facility Plan Update.
Water Modeling
Water modeling using the proposed water main locations has been input into WaterCAD V8i
software to assess expected performance of the new distribution network. Water supply from the
existing City water system has been modeled by a reservoir and pump at Springhill Road and
Campbell Road to mimic distribution system output. Use of fire hydrant flow data and a
reservoir/pump supply is a commonly used method to build a stand-alone model without
reproducing the complete distribution system. Hydrant flow data was provided by staff from the
City Water Department that flowed a hydrant at that intersection as well as at the MDT site to
provide actual system data.
Table 4:Hydrant Tests
Hydrant Location Static
Pressure (psi)
Pitot
Pressure (psi)
Residual
Pressure (psi)Flow (gpm)
Springhill Road and
Campbell Road
Intersection
126 88 116 1575
MDT Property 132 68 82 1365
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In this case, the MDT hydrant is used to check model output while using the Springhill Road and
Campbell Road hydrant as the supply for the model. Reasonable results were observed from the
model when equal flow is applied to the node on the MDT property as a check.
Table 5:Water Model Inputs-3 Point Pump and Reservoir
Connection Condition Flow (gpm) Head (ft) Head (psi)
Springhill Road and
Campbell Road
Intersection
Shutoff 0 291 126
Design 1,572 268 116
Max. Operating1 5,636 46 20
1Calculated Value
Demand on the new water distribution system was placed at the northern end of each of the
project at the furthest point from the existing City distribution system. Fire flows of 2,000 gpm
are applied at the furthest hydrant location in addition to maximum day demands. Concept
distributions sytem modeling results indicate that the proposed water mains will be capable of
providing the needed flows for the project. Information from the water modeling is provided
following this report.
3.0 Wastewater System
Wastewater Generation
The wastewater generation for the proposed development includes sewer services for M-1
Zoning designation includes uses outlined in the UDO Sec. 38.300.120. The City Design
Standards and Specifications Policy document (Table V-1 Page 49) lists wastewater flow rate
based on zoning classification and the peak hour factor is calculated based on the City Design
Standards and Specification Policy (Page 48). The final addition to projected wastewater
generation is infiltration/inflow (I/I) which is 150 gpd/acre per the City Design Standards and
Specifications Policy (Page 48).
Table 6:Wastewater Projections
Zoning Acreage Average Day
Flow (gpd)1
Peak Hour
Flow (gpm)2
Inflow/
Infiltration
(gpd)3
Design Flow
(gpm)4
M-1 69.47 66,691 180 10,421 187
1 Design Standards and Specifications Policy (M-1 is 960 gpd/acre)
2 Equivalent Population of 749 at 89 gpcd. Peak hour factor of 3.87.
3 Design Standards and Specifications Policy (150 gpd/acre)
4 Sum of Peak Hour Flow and I/I
x Average daily flow is anticipated to be 66,691 gpd or 46 gpm.
x The peak hour flows are calculated to be 180 gpm based on a factor of 3.87.
x Sum of peak hour flow and I/I is 187 gpm
Nelson Meadows will utilize City wastewater capacity for 66,691 gpd of average day flow plus
the potential for 10,421 gpd of I/I. Sewer collection mains, lift station, and forcemain
infrastructure will be sized to handle the peak flow requirement of 187 gpm for the development.
Sewer Improvements
Collection of wastewater from the proposed development will consist of lot sewer services,
gravity sewer main piping and manholes, a lift station, a forcemain, and connection to an existing
City sewer outfall. Sewer services will be 6” diameter piping stubbed from the sewer mains to
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the property lines for future connection when buildings are constructed. Sewer mains will be
located in the street right-of-ways draining to the north end of Royal Wolf Way. 8” diameter
sewer mains and 4’ diameter precast concrete manholes will be used for gravity collection. A lift
station will be located at the termination of the gravity collection system and will be deep enough
to allow adequate sewer main pipe slopes throughout the project. The lift station will consist of a
precast concrete wetwell structure with duplex submersible pumps and a building to house check
valves, isolation valves, and flow metering. The lift station building will have utility power
service and generator backup power with space for electrical panels, pump control panels, and a
SCADA panel with alarm notification to the operator. Transport of pumped wastewater will be
accomplished by a 6” diameter forcemain pipe routed in an easement along the north boundary
of the subdivision to Nelson Road, south to the Frontage Road, and parallel southwest along the
Frontage Road to the City’s existing outfall near Springhill Road. A 2” sewer forcemain for
MDT is currently in the same alignment along the Frontage Road. The forcemain route could be
altered to use the Moss Bridge Road alignment or can be integrated with the Davis Lane Lift
Station and forcemain design project (CIP#WWIF24). Ultimately, the sewer outfall will
discharge to the existing 30” interceptor sewer leading to the nearby Water Reclamation Facility
headworks.
Sewer Capacity Calculations
Capacity of proposed infrastructure can be checked by calculating the effect of expected flows
on piping and pumps. New 6” sewer services are proposed for connections from each building
with discharge into sewer collection mains. The maximum capacities of gravity sewer piping
calculated by Bentley FlowMaster V8i software are listed in Table 5. City standards require that
sewer mains be designed to flow 75% or less from those full capacities. Peak hour flow from the
new development is predicted to be 187 gpm, therefore, the sewer mains within the development
will be a 8” diameter pipe to maintain 75% or less capacity of 259 gpm.
Table 5:Gravity Sewer Discharge Rates at Proposed Slopes
Pipe
Diameter
Manning’s
Coefficient
DEQ
minimum
slope
Proposed
minimum
slope
Discharge
full (gpm)
Discharge
75% (gpm)
30” 0.013 0.10% 0.10% 5,821 4,366
8” 0.013 0.40% 0.40% 346 259
6” 0.013 1.0% 1.0% 251 189
4” 0.013 2.0% 2.0% 117 88
Lift station capacity will be based on the peak hour flow needs of the gravity sewer collection
area and the ability to perform with 1 out of the 2 pumps in service. Design of the forcemain pipe
diameter is derived from balancing friction loss over the length of the pipe while maintaining a
minimum flushing velocity of 2 feet/second. Given a forcemain length of 8,347 feet and flow of
187 gpm, expected flow velocity is 2.12 feet/second in a 6” diameter pipe with friction and
minor losses of approximately 40 feet. Elevation difference from the lift station pump off
elevation to discharge in the interceptor sewer is approximately 50 feet. Conceptual pump design
conditions of 187 gpm at 90 feet of head are reasonable for application with submersible pumps.
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Table 6:Forcemain Design Conditions
Lift Station
Pumping
Rate (gpm)
Forcemain
Length
(ft)
Forcemain
Diameter
(in)
Forcemain
Velocity
(ft/s)
Friction
Loss (ft)
Elevation
Head (ft)
Total
Pump
Head (ft)
187 8,347 6 2.12 40 50 90
4.0 Summary
Proposed water and sewer infrastructure for the Nelson Meadows Subdivision are intended to
serve the subject property and integrate into the existing City infrastructure systems according to
the Water and Wastewater Facility Plan Updates. Two water main connections to the existing
system and a new PRV will be needed to bring water service to the site. Sewer connection will
require a lift station and forcemain discharging to the existing 30” interceptor sewer line leading
into the WRF. On-site water and sewer infrastructure will be provided in accordance with
Circulars DEQ-1 and DEQ-2 as well as the City Design Standards and Specifications Policy.
This preliminary plat water and sewer report is intended to demonstrate the feasibility of water
and sewer connections to City infrastructure and further the concepts that will be required in the
final design effort. A detailed water and sewer design report along with plans and specifications
will be provided to the City and DEQ review prior to construction of infrastructure in accordance
with preliminary plat conditions that are issued. When approved, the plan and specification
documents will be used for construction and eventually updated into record drawings when the
project is complete.
8BUFS*NQSPWFNFOUT
18,0560.6MilesThis product is for informational purposes and may not have been prepared for, or be suitable for legal,engineering, or surveying purposes. Users of this information should review or consult the primary data andinformation sources to ascertain the usability of the information. Feet2,1010Legend1,051Location2,101E. BlanksmaPreliminary Plat08/30/2018Created By:Created For:Date:Water MapStreet NamesMainsActiveAbandonedCity Limits
Nelson Meadows SubdivisionPreliminary Plat SubmittalWaterCAD ModelingAugust-18Description: Apply 2,000 gpm fire flow and max hour 265 gpm to J-14 at the north end of Royal Wolf Way.Junction Report Outputs (2,000 gpm fire flow + 265 gpm max hour)Pipe Report Outputs (2,000 gpm fire flow + 265 gpm max hour)Label Elevation FlowHydraulic GradePressure Label LengthStart Node Stop Node Pipe Dia Flow VelocityJ-14 4,591.00 2,265 4,691.69 44 P-17 533 J-13 J-14 8 2,265 14.46J-33 4,609.35 0 4,748.40 60 P-16 248 J-10 J-13 8 1,568 10.01J-34 4,609.14 0 4,748.38 60 P-28 378 J-3 J-19 6 -577 6.55J-13 4,595.00 0 4,735.91 61 P-40 319 J-17 J-21 8 971 6.2J-9 4,603.00 0 4,747.69 63 P-42 95 J-21 J-22 8 971 6.2J-12 4,600.00 0 4,746.32 63 P-44 457 J-22 J-23 8 971 6.2J-10 4,598.00 0 4,746.32 64 P-46 163 J-23 J-24 8 971 6.2J-11 4,598.00 0 4,746.32 64 P-47 154 J-24 J-4 8 971 6.2J-15 4,597.00 0 4,748.12 65 P-56 312 J-28 J-4 8 763 4.87J-16 4,591.00 0 4,748.12 68 P-58 183 J-29 J-28 8 763 4.87J-2 4,652.00 0 4,886.12 101 P-59 358 J-3 J-30 8 763 4.87J-1 4,655.000 4,894.15 103 P-60 237 J-30 J-29 8 763 4.87J-6 4,625.00 0 4,866.75 105 P-2 815 J-1 J-2 8 717 4.57J-30 4,639.00 0 4,881.53 105 P-18 1,304 J-13 J-15 8 -697 4.45J-20 4,640.34 0 4,885.66 106 P-75 32 PRV-1 J-33 16 2,265 3.61J-29 4,632.58 0 4,878.91 107 P-74 18 J-7 PRV-1 16 2,265 3.61J-28 4,629.87 0 4,876.88 107 P-8 3,423 J-2 J-6 8 531 3.39J-8 4,619.00 0 4,866.21 107 P-25 1,264 J-5 J-18 16 1,734 2.77J-4 4,626.00 0 4,873.43 107 P-48 918 J-4 J-25 16 1,734 2.77J-3 4,638.00 0 4,885.48 107 P-53 326 J-25 J-27 16 1,734 2.77J-26 4,618.73 0 4,866.75 107 P-54 1,182 J-27 J-5 16 1,734 2.77J-27 4,622.00 0 4,871.27 108 P-73 572 J-7 J-18 16 -1,734 2.77J-25 4,621.88 0 4,871.84108 P-30 684 J-19 J-17 12 971 2.76J-24 4,626.00 0 4,876.09 108 P-13 955 J-9 J-10 16 1,568 2.5J-23 4,626.00 0 4,878.90 109 P-69 499 J-33 J-9 16 1,568 2.5J-5 4,616.00 0 4,869.23 110 P-31 1,072 J-1 J-19 12 -717 2.03J-19 4,642.00 0 4,895.61 110 P-33 298 R-1 PMP-1 24 2,265 1.61J-18 4,612.00 0 4,867.04 110 P-34 45 PMP-1 J-19 24 2,265 1.61J-7 4,610.00 0 4,866.05 111 P-52 690 J-6 J-8 12 531 1.51J-22 4,626.00 0 4,886.80 113 P-38 570 J-2 J-20 8 186 1.18J-21 4,626.00 0 4,888.45 114 P-39 213 J-20 J-3 8 186 1.18J-17 4,626.00 0 4,893.97 116 P-70 803 J-15 J-34 16 -697 1.11P-72 77 J-33 J-34 16 697 1.11P-11 804 J-7 J-8 16 -531 0.85P-50 745 J-6 J-26800P-19 555 J-15 J-16 16 0 0P-15 117 J-11 J-12 16 0 0P-14 456 J-10 J-11 16 0 0
Nelson Meadows SubdivisionPreliminary Plat SubmittalWaterCAD ModelingAugust-18Description: Apply 2,000 gpm fire flow to J-12 near Frontage Road and Valley Center Intersection and max hour 265 gpm to J-14at the north end of Royal Wolf Way.Junction Report Outputs (2,000 gpm fire flow + 265 gpm max hour)Pipe Report Outputs (2,000 gpm fire flow + 265 gpm max hour)Label Elevation FlowHydraulic GradePressure Label LengthStart Node Stop Node Pipe Dia Flow VelocityJ-33 4,609.35 0 4,748.40 60 P-28 378 J-3 J-19 6 -577 6.55J-34 4,609.14 0 4,748.40 60 P-40 319 J-17 J-21 8 971 6.2J-12 4,600.00 2,000 4,744.02 62 P-42 95 J-21 J-22 8 971 6.2J-9 4,603.00 0 4,747.34 62 P-44 457 J-22 J-23 8 971 6.2J-11 4,598.00 0 4,744.28 63 P-46 163 J-23 J-24 8 971 6.2J-10 4,598.00 0 4,745.31 64 P-47 154 J-24 J-4 8 971 6.2J-13 4,595.00 0 4,745.34 65 P-56 312 J-28 J-4 8 763 4.87J-15 4,597.00 0 4,748.33 65 P-58 183 J-29 J-28 8 763 4.87J-14 4,591.00 265 4,744.51 66 P-59 358 J-3 J-30 8 763 4.87J-16 4,591.00 0 4,748.33 68 P-60 237 J-30 J-29 8 763 4.87J-2 4,652.00 0 4,886.11 101 P-2 815 J-1 J-2 8 717 4.57J-1 4,655.000 4,894.15 103 P-75 32 PRV-1 J-33 16 2,265 3.61J-6 4,625.00 0 4,866.75 105 P-74 18 J-7 PRV-1 16 2,265 3.61J-30 4,639.00 0 4,881.53 105 P-8 3,423 J-2 J-6 8 531 3.39J-20 4,640.34 0 4,885.66 106 P-14 456 J-10 J-11 16 2,000 3.19J-29 4,632.58 0 4,878.91 107 P-15 117 J-11 J-12 16 2,000 3.19J-28 4,629.87 0 4,876.88 107 P-13 955 J-9 J-10 16 1,938 3.09J-8 4,619.00 0 4,866.21 107 P-69 499 J-33 J-9 16 1,938 3.09J-4 4,626.00 0 4,873.43 107 P-25 1,264 J-5 J-18 16 1,734 2.77J-3 4,638.00 0 4,885.48 107 P-48 918 J-4 J-25 16 1,734 2.77J-26 4,618.73 0 4,866.75 107 P-53 326 J-25 J-27 16 1,734 2.77J-27 4,622.00 0 4,871.27 108 P-54 1,182 J-27 J-5 16 1,734 2.77J-25 4,621.88 0 4,871.84108 P-73 572 J-7 J-18 16 -1,734 2.77J-24 4,626.00 0 4,876.09 108 P-30 684 J-19 J-17 12 971 2.76J-23 4,626.00 0 4,878.90 109 P-18 1,304 J-13 J-15 8 -327 2.09J-5 4,616.00 0 4,869.23 110 P-31 1,072 J-1 J-19 12 -717 2.03J-19 4,642.00 0 4,895.61 110 P-17 533 J-13 J-14 8 265 1.69J-18 4,612.00 0 4,867.04 110 P-33 298 R-1 PMP-1 24 2,265 1.61J-7 4,610.00 0 4,866.05 111 P-34 45 PMP-1 J-19 24 2,265 1.61J-22 4,626.00 0 4,886.80 113 P-52 690 J-6 J-8 12 531 1.51J-21 4,626.00 0 4,888.45 114 P-38 570 J-2 J-20 8 186 1.18J-17 4,626.00 0 4,893.97 116 P-39 213 J-20 J-3 8 186 1.18P-11 804 J-7 J-8 16 -531 0.85P-70 803 J-15 J-34 16 -327 0.52P-72 77 J-33 J-3416 327 0.52P-16 248 J-10 J-13 8 -62 0.39P-50 745 J-6 J-26 8 0 0P-19 555 J-15 J-16 16 0 0
Nelson Meadows SubdivisionPreliminary Plat SubmittalWaterCAD ModelingAugust-18Description: Apply 2,000 gpm fire flow to J-16 at North end of Nelson Road and max hour 265 gpm to J-14at the north end of Royal Wolf Way.Junction Report Outputs (2,000 gpm fire flow + 265 gpm max hour)Pipe Report Outputs (2,000 gpm fire flow + 265 gpm max hour)Label Elevation FlowHydraulic GradePressure Label LengthStart Node Stop Node Pipe Dia Flow VelocityJ-33 4,609.35 0 4,748.40 60 P-28 378 J-3 J-19 6 -577 6.55J-34 4,609.14 0 4,748.25 60 P-40 319 J-17 J-21 8 971 6.2J-9 4,603.00 0 4,748.34 63 P-42 95 J-21 J-22 8 971 6.2J-12 4,600.00 0 4,748.23 64 P-44 457 J-22 J-23 8 971 6.2J-15 4,597.00 0 4,746.68 65 P-46 163 J-23 J-24 8 971 6.2J-10 4,598.00 0 4,748.23 65 P-47 154 J-24 J-4 8 971 6.2J-11 4,598.00 0 4,748.23 65 P-56 312 J-28 J-4 8 763 4.87J-13 4,595.00 0 4,747.36 66 P-58 183 J-29 J-28 8 763 4.87J-16 4,591.00 2,000 4,745.43 67 P-59 358 J-3 J-30 8 763 4.87J-14 4,591.00 265 4,746.52 67 P-60 237 J-30 J-29 8 763 4.87J-2 4,652.00 0 4,886.11 101 P-2 815 J-1 J-2 8 717 4.57J-1 4,655.000 4,894.15 103 P-75 32 PRV-1 J-33 16 2,265 3.61J-6 4,625.00 0 4,866.75 105 P-74 18 J-7 PRV-1 16 2,265 3.61J-30 4,639.00 0 4,881.53 105 P-8 3,423 J-2 J-6 8 531 3.39J-20 4,640.34 0 4,885.66 106 P-19 555 J-15 J-16 16 2,000 3.19J-29 4,632.58 0 4,878.91 107 P-70 803 J-15 J-34 16 -1,854 2.96J-28 4,629.87 0 4,876.88 107 P-72 77 J-33 J-34 16 1,854 2.96J-8 4,619.00 0 4,866.21 107 P-25 1,264 J-5 J-18 16 1,734 2.77J-4 4,626.00 0 4,873.43 107 P-48 918 J-4 J-25 16 1,734 2.77J-3 4,638.00 0 4,885.48 107 P-53 326 J-25 J-27 16 1,734 2.77J-26 4,618.73 0 4,866.75 107 P-54 1,182 J-27 J-5 16 1,734 2.77J-27 4,622.00 0 4,871.27 108 P-73 572 J-7 J-18 16 -1,734 2.77J-25 4,621.88 0 4,871.84108 P-30 684 J-19 J-17 12 971 2.76J-24 4,626.00 0 4,876.09 108 P-16 248 J-10 J-13 8 411 2.62J-23 4,626.00 0 4,878.90 109 P-31 1,072 J-1 J-19 12 -717 2.03J-5 4,616.00 0 4,869.23 110 P-17 533 J-13 J-14 8 265 1.69J-19 4,642.00 0 4,895.61 110 P-33 298 R-1 PMP-1 24 2,265 1.61J-18 4,612.00 0 4,867.04 110 P-34 45 PMP-1 J-19 24 2,265 1.61J-7 4,610.00 0 4,866.05 111 P-52 690 J-6 J-8 12 531 1.51J-22 4,626.00 0 4,886.80 113 P-38 570 J-2 J-20 8 186 1.18J-21 4,626.00 0 4,888.45 114 P-39 213 J-20 J-3 8 186 1.18J-17 4,626.00 0 4,893.97 116 P-18 1,304 J-13 J-15 8 146 0.93P-11 804 J-7 J-8 16 -531 0.85P-13 955 J-9 J-10 16 411 0.66P-69 499 J-33 J-916 411 0.66P-50 745 J-6 J-26 8 0 0P-14 456 J-10 J-11 16 0 0P-15 117 J-11 J-12 16 0 0