10 Waste Water

8/12/2019 10 Waste Water

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COMPREHENSIVE SANITARY SEWER

SYSTEM PLAN

Prepared for:

City of Hastings

101 4thStreet EastHastings, MN 55033

Chapter 10 - Hastings 2030 Comprehensive Plan


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Infrastructure Engineering Planning Constructi on 701 Xenia Avenue SouthSuite 300

Minneapolis, MN 55416Tel: 763-541-4800Fax: 763-541-1700

November 4, 2008

Honorable Mayor and City CouncilCity of Hastings101 4thStreet EastHastings, MN 55033

Re: Comprehensive Sanitary Sewer System Plan

City of Hastings, MNWSB Project No. 1784-00

Dear Mayor and City Council Members:


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CERTIFICATION

I hereby certify that this plan, specification, or report was preparedby me or under my direct supervision and that I am a duly licensedprofessional engineer under the laws of the State of Minnesota.

Joseph C. Ward, PE

Date: November 4, 2008 Lic. No. 45855

Quality Control Review by:


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TABLE OF CONTENTS

TITLE SHEETLETTER OF TRANSMITTALCERTIFICATION SHEET

TABLE OF CONTENTS

1.0 EXECUTIVE SUMMARY.....................................................................................................1

2.0 PURPOSE AND SCOPE ........................................................................................................ 5

3.0 LAND USE...............................................................................................................................63.1 Land Use Categorization...............................................................................................63.2 Developable Areas ........................................................................................................ 6

4.0 GROWTH PROJECTIONS...................................................................................................8

4.1 Projected Residential Growth .......................................................................................84.2 Projected Non-Residential Growth............................................................................... 84.3 Projected Land Use Phasing and Summary..................................................................9

5.1 Existing Service Areas................................................................................................105.2 Existing Wastewater Flows.........................................................................................10

5.2.1 Existing Sewer District Wastewater Flows .................................................... 105.2.2 Estimated Unit Wastewater Flows .................................................................12

5.3 Infiltration/Inflow ....................................................................................................... 145.3.1 General ........................................................................................................... 14


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TABLE OF CONTENTS (continued)

7.0 CAPITAL IMPROVEMENTS PLAN (CIP) ...................................................................... 367.1 Estimated Cost of Trunk System Improvements ........................................................ 36

TablesTable 1-1 Capital Improvement Plan SummaryTable 3-1 Gross Developable AcreageTable 4-1 City of Hastings Metropolitan Council System StatementTable 4-2 Potential Service Area

Table 5-1 M602 Historical Wastewater FlowTable 5-2 2006 and 2007 Lift Station Wastewater PumpedTable 5-3 Uncalibrated Estimated Wastewater Flow Generation RatesTable 5-4 SewerCAD Model Wastewater Flow CalibrationTable 5-5 Calibrated Estimated Wastewater Flow Generation RatesTable 5-6 Existing Peak Flow FactorsTable 5-7 Existing Sewer District Estimated Average Wastewater FlowTable 5-8 Existing Lift Station Capacities and Flows

Table 5-9 Existing System Peak FlowsTable 6-1 Summary of 2030 Gross Developable Acres by Sewer DistrictTable 6-2 Future Wastewater Flows by Sewer District Through 2030Table 6-3 Future Wastewater Flows by Sewer District 2010 to 2015Table 7-1 Capital Improvement Plan Summary

Fi


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1.0 EXECUTIVE SUMMARY

The City of Hastings Comprehensive Sanitary Sewer Plan (study) is intended to provide an

inventory of the Citys existing sanitary sewer facilities (trunk sewer system), an analysis of theadequacy of existing facilities, a plan to expand the existing trunk sewer system to collectwastewater flow from future development, and a Capital Improvement Plan (CIP) for fundingfuture trunk sewer system expansions. The trunk sewer system is defined as gravity sewer mainsgreater than 10-inches in diameter, lift stations with upstream gravity sewer mains greater than10-inches in diameter, and force mains associated with trunk lift stations.

The report, analysis, and figures relative to the existing trunk sewer system were based on data

(as-builts, development extents, and wastewater flow data) as of December 31, 2007.Recommended future trunk sewer system improvements were based on data (wastewater flowprojections and development extents) from the land use plan included in the January 8, 2008draft 2030 Comprehensive Plan (draft comprehensive plan) and planning discussions with Citystaff.

Future development plans or the existing trunk sewer system may have changed since thesnapshot in time the report was based on. It is recommended to update the SewerCAD model

completed with this study as development occurs in order to maintain an accurate existingsystem SewerCAD model.

The existing area to which the City provides sanitary sewer service has been divided into eight(8) sewer districts. The existing sewer districts are mostly developed and the existing land usesare shown in Figure 3-1 Wastewater is collected by the Citys trunk sewer system and then


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draft comprehensive plan indicate not all of the land shown in Figure 3-2 will be developed by2030.

Planning for expansion of the trunk sewer system is typically based on developable acresbecause the location of development is critical for determining the capacity of individualdownstream sewers. For that reason, the extents of the future land use plan area have beentermed the 2030 sewer service area. Growth rates will continually change with time; however,the capacity of the trunk sewer system is based on the development of specific areas at specificlocations.

Planning for the trunk sewer system beyond the 2030 boundary was important to identify

potential trunk sewer corridors and preserve the corridors as development occurs. Analysis ofthe topography surrounding Hastings indicated existing gravity sewers could be extended beyondthe 2030 sewer service area. Therefore, the extents of the ultimate sewer service area were notdefined based on topography, but by existing trunk sewer system capacity limitations and theultimate wastewater treatment plant capacity. Ultimate sewer districts are shown in Figure 6-1.Some trunk sewers could be difficult to reconstruct or add capacity; therefore, the boundaries ofultimate sewer districts were influenced by the capacity limitations of individual trunk sewersections.

It is anticipated that development will initially occur within the 2030 sewer service area and theexisting trunk sewer system could be extended to serve new development. However, oncewastewater flow increases to 5.6 million gallons per day (MGD) peak flow in the maininterceptor, it is recommended to increase the capacity of the main interceptor. Main interceptorcapacity could be added by construction of a parallel interceptor, increasing the size of the


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However, once growth has encompassed the 2030 sewer service area, expansion of the trunksewer system could be limited to the west central, east, and east-southeast districts until an eastinterceptor could be constructed to collect future wastewater flows from development beyond the2030 sewer service area in the southeast, south, and southwest districts.

Future wastewater flows generated by the 2030 sewer service area plus the ultimate west centraldistrict would equal approximately 75% of the ultimate main interceptor capacity (ultimateincludes parallel interceptor construction), or 5.0 MGD average flow and 12 MGD peak flow.After the capacity of the ultimate main interceptor is reached (75% of total capacity), expansionof the ultimate trunk sewer system could be limited to an east interceptor. An east interceptorcould be extended south through the east-southeast district along Nicolai Avenue to MN 316 and

continue west as development occurs to collect ultimate wastewater flows from the southeast,south, and southwest districts. The ultimate sewer districts were sized not to exceed 10.0 MGDaverage flow since that is the planned ultimate treatment plant capacity.

Initial development in the east and east-southeast districts will likely generate minimal flowrelative to the capacity of the ultimate 42-inch east interceptor. The ultimate trunk sewer wouldlikely be difficult to maintain when conveying minimum initial wastewater flows. Therefore, itis recommended to preserve the corridor for ultimate trunk sewer construction, but initially a

smaller diameter may be constructed. As development pressures increase in this district a moredetailed evaluation can be completed to determine phasing of the east interceptor.

Topography of the undeveloped areas was studied to determine the route of gravity sewer areasfor future trunk facilities. The intention with laying out the future system was to minimize thenumber of trunk lift stations, while keeping the maximum depth of gravity sewers to less than 40


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Table 1-1 below shows the CIP summary. Future improvement costs were based on 2007construction prices, including a 20% construction contingency, and including 20% overhead (i.e.,legal, engineering, and administrative). Street and easement costs and other miscellaneous coststhat may be related to final construction are not included. Detailed cost estimates for each fiveyear period of the CIP are located in Appendix 2.

Table 1-1

Capital Improvement Plan Summary

District Total

2010-2015 $2,920,000

2015-2020 $7,604,000

2020-2025 $1,138,000

2025-2030 $2,250,000

Total $13,912,000

1. Costs are for budgeting purposes only and are subject to change as projects arestudied, designed, and constructed.

2. Costs are estimated based on 2007 construction costs.3. Land acquisition costs are not included.


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2.0 PURPOSE AND SCOPE

The City of Hastings is located in northeastern Dakota County in the southeast suburbs of the

Twin Cities Metropolitan area. Hastings has experienced considerable growth in recent yearsand anticipates similar growth to continue. It continually experiences development pressures dueto its location relative to transportation arterials (MN 55 and US 61) and its proximity to theTwin Cities.

The purpose of this study is to update the Citys existing Comprehensive Sanitary Sewer SystemPlan in accordance with Minnesota Statute 473.513. The study provides an inventory of existingsanitary sewer facilities, an analysis of the adequacy of the existing trunk sewer system, a plan to

expand the existing trunk sewer system to collect wastewater flow from future development, anda CIP for funding future trunk sewer system expansions. The trunk sewer system is defined asgravity sewer mains greater than 10-inches in diameter, lift stations with upstream gravity sewermains greater than 10-inches in diameter, and force mains associated with trunk lift stations.

The study provides flow projections for the City of Hastings through the year 2030, and has beendeveloped in accordance with the draft Comprehensive Plan and the 2030 Regional DevelopmentFramework adopted by the Metropolitan Council. The 2030 Regional Development Framework

includes forecasts of population, households, employment, and wastewater flows forcommunities within the Metropolitan Sewer District.

Capacity analysis for the existing trunk sewer system was completed by creating a model of theexisting trunk sewer system using SewerCAD software (SewerCAD V5.6) and as-builts providedby the City Future trunk sewer system improvements were determined by modeling the


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3.0 LAND USE

3.1 Land Use Categorization

Figure 3-1 shows existing land use for the City of Hastings as included in the January 8,2008 draft 2030 Comprehensive Plan. Existing land use is separated into fifteen (15)different land use categories.

Figure 3-2 shows the Citys 2030 land use plan as included in the draft ComprehensivePlan. The 2030 land use plan includes fourteen (14) land use categories, not all of whichare consistent with existing land use.

Land use is a critical factor in determining existing trunk sewer system capacity andsizing future trunk sewer extensions because different land uses generate differentwastewater flow rates. Further detail regarding wastewater flows generated by land usecategories is discussed in sections 5 and 6.

3.2 Developable Areas

As discussed in the draft Comprehensive Plan, the future land use plan provides sufficientdevelopment area to meet the Citys growth needs in accordance with the MetropolitanCouncil Regional Development Framework. Growth projections included in the draftComprehensive Plan indicate not all of the land shown in Figure 3-2 will be developed by2030.


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The developable land use area was identified as Gross Developable Acreage because itincludes roads and common or public areas potentially included in developments. Roads,common areas, and parks typically consume 25% to 30% of the gross area within adevelopment. The Gross Developable Acreage by land use categories is summarized inTable 3-1.

Table 3-1

Gross Developable Acreage1

Land Use Acres

Low Density 16

Medium and High Density Housing 46

Business Park 170

Future Neighborhood 2,284

Industrial 126

Institutional 10

Mixed Commercial and High Density Residential 123

Total 2,775

1 Gross developable acreage is based on the land area shown in Figure 3-3 which corresponds to theexisting and future land use Figures 3-1 and 3-2. Gross developable acreage shown in Table 3-1 does notdirectly correlate to growth projections included in the January 8, 2008, draft 2030 Comprehensive Plan.


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4.0 GROWTH PROJECTIONS

4.1 Projected Residential Growth

Historical population data for the study area from the Minnesota State Demographers

office and future population data from the Metropolitan Council System Statement are

shown in Figure 4-1 and Table 4-1. Hastings exhibited consistent growth prior to 1950,

but the population has nearly tripled since 1950.

The draft Comprehensive Plan projects residential growth based on the Metropolitan

Council System Statement. Table 4-1 below shows the future residential population and

employment projections provided by the Metropolitan Council included in the CitysSystem Statement.

Table 4-1

City of Hastings Metropolitan Council System Statement

Revised Development Framework1990 2000

2010 2020 2030

Population 15,478 18,204 23,000 27,500 30,000

Households 5,403 6,642 8,800 11,000 12,500

Employment 6,982 8,317 8,800 9,500 10,300


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4.3 Projected Land Use Phasing and Summary

As discussed in the previous section, growth projections have been included in the Citysdraft Comprehensive Plan that do not correspond directly to the 2030 sewer service area.However, for sewer planning purposes it is critical to project which areas will developwithin a particular time frame. The City of Hastings planning department providedprojections of which areas are likely to develop and when. The potential service areas ateach interval are shown in Figure 4-2 and summarized in Table 4-2. The potentialservice area is shown for the years 2007 (existing), 2010, 2015, 2020, 2025, and 2030.The existing sewer service area shown in Figure 4-2 is approximately 5,290 acres. Thegreatest development pressure is expected to occur in the northwest, west, southwestern,

and southeastern areas of the City.

No growth in the service area was projected prior to 2010. As discussed in the draftComprehensive Plan, the City currently has a four year supply of approved residentialunits that are not yet constructed or occupied.

Table 4-2

Potential Service Area

2010 (ac) 2015 (ac) 2020 (ac) 2025 (ac) 2030 (ac)

Total Service Area 5,290 5,737 6,475 6,835 8,190


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5.0 EXISTING SANITARY SEWER SYSTEM

5.1 Existing Service Areas

Sanitary sewer systems consist of two elements: collection and treatment. The existingCity sanitary sewer system is a collection system only; Metropolitan CouncilEnvironmental Services (MCES) is responsible for treatment.

The MCES Hastings Wastewater Treatment Plant is located along the Mississippi Riverin downtown Hastings. Due to the site limitations of the existing wastewater treatmentplant, MCES is planning to relocate the treatment plant southeast of downtown.

The existing sewer service area is defined as the area from which wastewater flows arecollected, and is approximately 5,290 acres. It was broken down into sewer districtsbased on its connection points to existing City trunk sewers and lift station service areas.Figure 5-1 shows the existing sewer service area, sewer districts (and sub-districts),sanitary sewer system, and lift stations.

There are 4 remaining properties within the City sewer service area without sewer

service. The remaining unserved properties are generally located near the intersection ofRed Wing Boulevard and Vermillion Street and the intersection of 8 thStreet East andBailey Street. Wastewater treatment at the remaining unserved properties isaccomplished by Individual Sewage Treatment Systems (ISTSs). Figure 5-2 shows theexisting ISTSs within the existing City service area.


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Table 5-1

M602 Historical Wastewater Flow

Avg. Day Flow(MGD) Peak Flow(MGD) PeakingFactor

2003 1.617 3.850 2.38

2004 1.607 3.353 2.09

2005 1.591 4.631 2.91

2006 1.572 3.663 2.33

2007 1.556 4.254 2.73

Avg. 1.589 3.950 2.488

Wastewater flows pumped by each lift station were estimated by multiplying liftstation run times by the design flow rate of the lift station pumps. City staffconfirmed lift station pumps are well maintained and pumping rates are likelyconsistent with the design flow rate. Furthermore, lift station data was reviewedfor both 2006 and 2007 to confirm lift station pumping data was consistent. Table5-2 below shows the capacity of each lift station, which is the capacity of all

pumps assuming the largest out of service, and the estimated wastewater pumped.The wastewater pumped by each lift station is an estimation of the average dailywastewater flow being generated within the lift stations service area.

Table 5-2

2006 and 2007 Lift Station Wastewater Pumped


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5.2.2 Estimated Unit Wastewater Flows

In order to provide a detailed trunk sewer system model, wastewater flows wereestimated within each of the 8 sewer districts and their sub-districts. Therefore,unit wastewater flows for each land use type were estimated to determine the totalflow generated in each sub-district. Estimated wastewater flows were calibratedwith the existing system information.

MCES typically estimates 274 gpd/connection or 100 gallons per capita per day(gpcd) for residential development and estimates 800-1500 gallons per acre perday (gpad) for non-residential development depending on the land use. Initial

assumptions regarding residential densities were made by WSB, then the existingCity land use plan was coordinated with the MCES planning guidelines todevelop the uncalibrated estimated flow generation rates shown in Table 5-3.

Table 5-3

Uncalibrated Estimated Wastewater Flow Generation Rates

Land Use Category Units/Acre Per/UnitFlow/Per

(gpcd)

Flow/Acre

(gpad)

Farmstead 0

Single Family Housing 3 3 100 900

Single Family Attached 4.5 3 100 1,350

Multifamily Housing 6 3 100 1,800


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The assumed wastewater flow generation rates for each land use type wereadjusted so the wastewater generated by all land uses corresponded toapproximately 5% higher than existing treatment plant flow data. Wastewaterflow generated per land use type was increased slightly higher than existing lift

station data and flow meter data in order to be conservative and allow for existingdeveloped areas that may not be generating wastewater flow. For example, someresidential units within the existing land use acres may not be occupied, or notcompletely developed, therefore not generating wastewater flow. The Table 5-4below shows the calibration factors considered.

Table 5-4

SewerCAD Model Wastewater Flow Calibration

LS Service AreaInitial

EstimatedFlow (GPD)

1

Actual FlowGenerated

(GPD)2

Winter WaterDemand Avg.

(GPD)3

FinalEstimated

Flow (GPD)4

E 10th St. (NE-2)5 60,718 46,089 18,706

Glendale Hts. (SE-3) 13,197 4,682 6,590

HWY 55 (NW) 516,050 212,055 255,642Riverdale (NW-1) 28,630 8,211 14,315

Tuttle (SE-1) 98,995 48,789 49,226

Westwood (S-1) 79,243 24,633 39,344

General Sieben Drive(WC-8)

114 0 57


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Table 5-5 below shows the estimated wastewater flow generation rates for eachexisting land use found through data calibration. These estimated wastewaterflow generation rates were applied to sub-districts within each sewer district todevelop a detailed SewerCAD model. The resulting calibrated estimated

wastewater flow generation rates were very similar to other cities throughout theTwin Cities area for which WSB has completed Comprehensive Sanitary SewerPlans. Non-residential area wastewater flows are typically found near 500 gpadand residential wastewater flows are typically found near 75 gpcd, with singlefamily housing nearing 500 gpad.

Table 5-5

Calibrated Estimated Wastewater Flow Generation Rates

Land Use Category Units/Acre Per/UnitFlow/Per(gpcd)

Flow/Acre(gpad)

Farmstead 0

Single Family Housing 2 3 75 450

Single Family Attached 3 3 75 675

Multifamily Housing 4 3 75 900

Manufactured Housing Park 4 3 75 900

Office 500

Retail and Commercial 500

Industrial and Utility 500

Institutional 500


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Water from inflow and infiltration can consume available capacity in thewastewater collection system and increase the hydraulic load on the treatmentfacility. In extreme cases, the added hydraulic load can cause bypasses oroverflows of raw wastewater. This extra hydraulic load also necessitates larger

capacity collection and treatment components, which results in increased capital,operation and maintenance, and replacement costs. As sewer systems age anddeteriorate, I/I can become an increasing problem. Therefore, it is imperative thatI/I be reduced whenever it is cost effective to do so.

The MCES has established I/I goals for each community discharging wastewaterinto the Metropolitan Disposal System (MDS). In February 2006, MCES adoptedan I/I Surcharge Program that requires communities within their service area toeliminate excessive I/I over a period of time. The City of Hastings was notidentified by MCES as a community with excessive I/I, therefore, is not on theMCES I/I Surcharge List.

5.3.2 I/I Analysis

Included in the Citys System Statement for the 2030 Regional Development

Framework adopted by the Metropolitan Council in 2004 was the Citys I/I goalfor the years 2010, 2020, and 2030 based on MCES assumed flow increases.MCES assumed peak flow factors used as the limit for peak I/I flow rates arevariable depending on the average flow. The sliding scale used by MCES hasbeen included in Appendix 1. The Citys current peaking factors are below theMCES guidelines as shown in Table 5-6 below.


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5.3.3 Municipal I/I Reduction

The Citys strategy for preventing excess I/I is based on requiring development toconform to City standards as new sewers are constructed and removing existing

I/I by its annual street reconstruction program. Several streets within the City arereconstructed annually. As a part of street reconstruction projects, sanitary sewersare televised and replaced or lined if they are in poor condition.

The City Code includes prohibiting the connection of eave troughs, rain spouts,footing drains, or any other conductor used to carry precipitation or ground waterto the sanitary sewer system. In addition, any connection to the sanitary sewermust be reviewed and approved by the City prior to construction. City Coderequires that notification be provided to the City so any construction or altering ofsewer service lines can be inspected prior to final completion. Construction of allsanitary sewers is observed to verify construction is in accordance with plans andCity standards. All newly constructed sanitary sewers are televised and leaktested to confirm they have been constructed in accordance with City standards.

5.4 Evaluation of Existing Facil ities

The existing system capacity analysis was completed by modeling the existing trunksewer system using SewerCAD software. A SewerCAD model was developed for theexisting trunk sewer system based on as-built information provided by the City.Wastewater flows were estimated for each sewer district, as discussed in the precedingsections and included in the model Estimated average wastewater flow generated in


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The SewerCAD model was completed based on the existing trunk sewer system as shownin Figure 5-1 which shows existing trunk sewers, lift stations, force mains, MCESfacilities, and sewer districts. The trunk sewer system was divided into pipe lengths withcollection points. Each district was broken down into sub-districts with one designated

collection point. The collection point was assumed to be the location where the sub-districts flow entered the trunk system. The collection points were assumedconservatively and were determined based on estimating where the majority of lateralsentered the trunk main.

Based on the average estimated wastewater flow generation rates (Table 5-5) for eachland use, average flows generated within each district were estimated. Estimated peakwastewater flows were used for pipe capacity analysis in the model, and were based onthe estimated average flow within each sewer district as shown in Table 5-7. Asdiscussed previously, estimated wastewater flows included in the model were furtherbroken down by sub-district, not shown in Table 5-7, to provide analysis with greaterdetail.

5.4.1 Wastewater Treatment

As discussed previously, the City of Hastings is responsible for wastewatercollection only. Treatment is provided by MCES at the Hastings wastewatertreatment plant that will be relocated in the near future. Based on discussion withMCES, the existing treatment plan has approximately 1.4 MGD remainingcapacity. MCES indicated they plan to relocate the treatment plant as the Cityswastewater flow increases to the plants treatment capacity of 3.0 MGD. The


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Table 5-8

Existing Lift Station Capacities and Flows

Lift Station 2007 AverageDay Flow (GPD)

Estimated 2007Peak Flow (GPD-GPM)

Existing LiftStation Capacity(GPD-GPM)

Remaining LiftStation Capacity(GPD-GPM)

E 10th St. 45,616 182,464-127 360,000-250 177,536-123

Glendale Hts. 5,802 23,208-16 460,800-320 437,592-304

HWY 55 211,660 804,308-559 1,728,000-1,200 923,692-641

Riverdale 8,186 32,744-23 432,000-300 399,256-277

Tuttle 49,312 197,248-137 763,200-530 565,952-393

Westwood 24,164 96,656-67 432,000-300 335,344-233General Sieben Dr. 0 0-0 172,800-120 172,800-120

Results from modeling indicated all existing lift stations have adequate capacityto convey existing peak wastewater flows. As shown in Table 5-8, all lift stationsare utilizing 50% or less of their capacity.

5.4.3 Trunk Mains

The existing City of Hastings sanitary sewer system is comprised of gravitysewers ranging in size from 6 inches in diameter to 27 inches in diameter. TheCity sanitary sewer mains flow to the wastewater treatment plant. Figure 5-1shows the existing City sanitary sewers and existing wastewater treatment plant.


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Figure 5-3 shows the results of the trunk sewer system model. Trunk mains havebeen color coded to identify remaining pipe capacity and the locations of liftstations are identified. Table 5-9 above shows only one section of trunk sewermain capacity, there are other sections of trunk main with less and more capacity

than what is shown in the Table. Figure 5-3 shows the remaining capacity of eachsection of the trunk sewer system based on the estimated wastewater flow and as-builts of each trunk sewer.

Results from the modeling indicate the existing trunk sewer system has adequatecapacity for conveying existing peak flows. There are a few sections of sewermain shown in Figure 5-3 where trunk sewers are nearing capacity (less than250,000 gpd remaining), however, these bottlenecks are minimal and typical ofmost sewer systems. Due to the large upstream and downstream capacity oneither side of each bottleneck section, only minimal surcharging is likely to occurunder peak flow events. City staff confirmed that no sanitary overflows havebeen observed within the City.

5.4.4 Summary of Existing System Evaluation

The SewerCAD model created for analysis of the existing system included thefollowing parameters:

Existing trunk mains 10-inches and larger (as-built information) Existing lift stations Existing trunk main flows (estimated per land use type and calibrated with


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6.0 FUTURE SANITARY SEWER SYSTEM

6.1 Future Service Areas

Design of a cost effective future trunk sewer system is completed by defining a futuresewer service area, determining how existing sewers would be extended to collect futurewastewater flows from the future sewer service area, and analyzing the impact of futurewastewater flows on the existing downstream sewers. Extension of the existing trunksewer system to the future sewer service area is based on dividing the future sewerservice area into major sewer districts and sub-districts. Selection of future sewerdistricts and sub-districts was generally governed by existing topography, other existing

features such as roadways and conservation areas, and the future wastewater treatmentplant location.

Two future sewer service areas were defined:

1. The 2030 sewer service area as discussed in Section 3 and shown in Figure 3-3.2. The ultimate sewer service area based on capacity limitations of the existing trunk

sewer system and planned future treatment plant capacity is shown in Figure 6-1.

Planning for the trunk sewer system beyond the 2030 boundary was important to identifypotential trunk sewer corridors and preserve the corridors as development occurs.Analysis of the topography surrounding Hastings indicated existing gravity sewers couldbe extended beyond the 2030 sewer service area. Therefore, the extents of the ultimatesewer service area were not defined based on topography but by existing trunk sewer


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The following is a brief summary of the steps taken to develop the ultimate and 2030 trunksewer system:

1. Regional topography was analyzed to determine which trunk sewers could be

extended to serve future development and their potential extents based on slope.

2. Potential future collection areas (preliminary sewer districts and sub-districts) wereidentified based on which trunk sewers would be extended.

3. Wastewater flow projections were developed for the preliminary sewer districts andsub-districts based on the 2030 land use. If the preliminary district was beyond the2030 land use area, future land use was assumed to be future neighborhood.

4. The SewerCAD model for the existing trunk sewer system was used to model severalpotential trunk sewer extensions to the preliminary sewer districts and the effect offuture wastewater flows on the existing trunk sewer system.

5. The ultimate potential service area was defined by limiting development extentsdepending on the remaining capacity of downstream critical sections of the trunk

sewer system and the ultimate treatment plant capacity. Critical sections of trunksewer for each sewer district are discussed further in this section.

6. The ultimate service area was divided into districts and sub-districts based on gravitysewer constraints, roadway boundaries, and conservation area constraints. Trunksewers were routed with minimal crossing of the Vermillion River, Sand Coulee


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10.A 2030 trunk sewer system was designed based on the 2030 land use plan, with theintent of being a phase of the ultimate trunk sewer system. The 2030 trunk sewersystem extended sewer only to the limits of the 2030 land use plan.

The remaining developable area for the 2030 sewer service area, summarized in Table 3-1 and shown in Figure 3-3, has been further broken down by sewer district and is shownin Table 6-1 on the following page. Table 6-1 shows the amount of developable area ineach sewer district by land use category.

6.2 Future Wastewater Flows

6.2.1 Estimated Unit Wastewater Flows

Future sanitary sewer flows, in conjunction with available slope, govern thecapacity of sanitary sewers. To project future sanitary flows, existing wastewatergenerated per land use (Section 5) and MCES recommendations were considered.MCES typically estimates 274 gpd/connection or 75-100 gpcd for residentialestimates and 800 gpad for non-residential developments for interceptor sewers.On a local design level MCES recommends sizing sanitary sewers for greater than

800 gpad for non-residential. Typically 1,000 gpad for commercial/business parkareas, and 1,500 gpad for industrial/mixed use areas.

As discussed in Section 5, existing wastewater flow generated by non-residentialland uses is estimated to be 500 gpad in Hastings and was used in project futurewastewater flows. Although 500 gpad was assumed for future wastewater flow


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It was assumed 50% of gross acres would be net acres of developmentonce roads, common areas, and parks were considered, resulting in 2.4units/gross acre.

3 people per unit would generate 100 gallons per day of wastewater each(100 gpcd) resulting in 720 gpad.


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Table 6-1

Summary of 2030 Gross Developable Acres by Sewer District1

Sewer DistrictFuture

NeighborhoodLow

Density

Mediumand HighDensityHousing

Mixed Commercialand High DensityResidential Land

Use

IndustrialBusine

Park

Northwest 255 2 44 58

West Central 1,040 1 65 42 170

Southwest 447 1

South 342

Southeast 200 2

Northeast 10 2 84

North

South Central

Total 2,284 16 46 123 126 170

Table 6-1 does not include land uses that do not generate wastewater flow (e.g. conservAlso, land uses were not included in Table 6-1 for which no growth was projected withDowntown, commercial, retail). As discussed previously in Section 3, there are areas othe existing and future land use plans. City staff indicated that only future perimeter grplan since no major areas of redevelopment are projected. The existing trunk sewer sys


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6.2.2 Future Sewer District Flows

The estimated unit wastewater flows previously described were tied to theremaining developable acres (Figure 3-3 and Table 6-1) and potential service area

(Figure 4-2 and Table 4-2) in to project the future average future flows to 2030 infive year increments as shown below in Table 6-2. East and East-Southeastdistricts were not included because they are not projected to generate wastewaterflow prior to 2030.

Table 6-2

Future Wastewater Flows by Sewer District Through 2030

Sewer District

2010Avg.Flow

(MGD)

2015Avg.Flow

(MGD)

2020Avg.Flow

(MGD)

2025Avg.Flow

(MGD)

2030Avg.Flow

(MGD)

Northwest 0.256 0.359 0.471 0.471 0.532

West Central 0.337 0.440 0.602 0.696 1.308

Southwest 0.037 0.037 0.037 0.145 0.360

South 0.049 0.049 0.107 0.165 0.296

Southeast 0.426 0.522 0.569 0.569 0.569

North 0.370 0.370 0.370 0.370 0.370

South Central 0.095 0.095 0.095 0.095 0.095

Northeast 0 093 0 093 0 093 0 093 0 093


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6.3 Future Trunk Sanitary Sewer System

The 2030 trunk sewer system layout is shown in Figure 6-2. The ultimate trunk sewersystem is shown in Figure 6-3. Both figures show the proposed trunk sewers, lift

stations, force mains, and sewer districts.

The existing system SewerCAD model was expanded for the future trunk system basedon estimated collection points for each future sewer district. Trunk sewers were extendedfrom the existing trunk sewer system and sized based on the peak wastewater flowgenerated from the future sewer districts. The SewerCAD model was also used toidentify any downstream capacity limitations in the existing trunk sewer system whenfuture wastewater flow was generated.

The sanitary sewer collection system must be capable of handling not only average flows,but also the anticipated peak flows. These peak flows can be expressed as a variable ratioapplied to average daily flow rates. This variable ratio, called the peak flow factor, hasbeen found to decrease as average flow increases. The peak flow factors applied in thisstudy are listed in Appendix 1. These values were obtained from MCES. They aregenerally considered conservative, and are widely used for planning in municipalities

throughout the Twin Cities metropolitan area.

6.3.1 North District

The north sewer district includes a wide variety of existing land uses and isgenerally located in the north central area of the City. Land uses for the area


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6.3.2 South Central District

The south central sewer district consists mostly of single family land use,although there are a few parcels of institutional and commercial land uses near the

US 61 corridor. The district is generally located in the central area of the City.There are no plans for redevelopment in the district included in the future land useplan.

Existing sanitary sewers range in size from 8 to 24 inches in diameter and flow tosouth to the Citys main interceptor. The main interceptor flows from southwestto northeast along CR 47 near the southern boundary of the district. Wastewaterflows from the northern part of the district flow to the Westwood lift station, and

then are pumped south through a 6-inch force main to the main interceptor. TheWestwood lift station has a capacity of 300 gpm and receives an estimated peakflow of 67 gpm, therefore the lift station has 233 gpm capacity remaining.

Trunk sewer improvements will be necessary in this district although there are nopotential changes in wastewater flows generated in the district. As discussed inthe west central district section, after peak wastewater flows increase to 5.6 MGDin the main interceptor, as a result of development in other districts, constructionof additional capacity for the main interceptor could be triggered. Maininterceptor capacity could be added by construction of a parallel interceptor,increasing the size of the existing interceptor, or a combination of both, as shownin Figures 6-2 and 6-3. A detailed evaluation is recommended to determine themost cost effective construction method for adding interceptor capacity and


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main along Pleasant Drive to the existing 15-inch trunk sewer ultimately flowingto the Highway 55 lift station.

This district currently has some of the greatest growth pressure. Future

development is expected to grow north and west from the existing sewer servicearea. The ultimate sewer service boundary was established based on the capacityof the existing trunk sewer located on Louis Lane. Discussions with City staffindicated increasing the capacity of the Louis Lane trunk sewer might be difficultbecause of the potential disruption within a well established neighborhood. Forplanning purposes it was assumed that once the trunk sewer reaches 90% of totalcapacity, a different trunk sewer route would likely convey wastewater flows outof the northwest district. As wastewater flows increase a more detailed evaluation

can be completed to determine feasibility of reconstruction of the Louis Lanetrunk sewer.

The existing wastewater flow in the district was estimated to be 0.256 MGD onaverage and 0.947 peak flow. The capacity of the Louis Lane trunk sewer is 2.3MGD, so future peak wastewater flows were designed for 90% of the trunksewers total capacity (2.07 MGD) to be conservative. Therefore, ultimate flowsfrom the northwest district and the section of the west central district upstream ofthe Louis Lane section are projected to 2.07 MGD peak flow or 0.610 MGDaverage flow. 2030 wastewater flows would be less than 0.610 MGD, 0.532MGD as shown in Table 6-2 because there is additional area within the ultimateservice area not planned to be developed by 2030 (Figure 4-2). The ultimatefuture wastewater flow increase would require increasing the capacity of the


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The main trunk sewer flows from the northern edge of the district south to thesoutheast corner of the district along Louis Lane. The upstream end of the maintrunk sewer is 15-inches in diameter, but increases to 24-inches prior to thedownstream connection with the Citys main interceptor. Lateral sanitary sewers

range in size from 8 to 15 inches in diameter and flow from west to east to themain trunk sewer running from north to south. The only existing lift station in thedistrict is located in the southwest corner of the district near the Vermillion River.The General Sieben Drive lift station currently has a very small service area andpumps through an 8-inch force main to a 10-inch trunk sewer running alongSouthview Drive. The existing capacity of the General Sieben Drive lift station is120 GPM.

The west central districts ultimate size is limited by the capacity of thedownstream main interceptor flowing from southwest to northeast along CR 47.Based on discussions with City staff, it would be possible to construct a parallelinterceptor along the same route as the existing main interceptor.

The existing wastewater flow in the district was estimated to be 0.337 MGD onaverage. The capacity of the downstream main City interceptor is approximately7.6 MGD in many of the capacity limiting sections. Once future flows from thecumulative northwest, west central, south, southeast, and southwest districtsreaches 5.6 MGD or 75% of the capacity of the existing main interceptor, it couldtrigger the construction of a parallel interceptor sewer. The potential developmentextents that would trigger construction of the parallel interceptor are shown inFigure 6-3. Based on the land use phasing plan (Figure 4-2), development prior to


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The main collection point for the ultimate west central district would be theexisting CR 46 lift station as shown in Figure 6-3. Trunk sewers extending fromthe CR 46 would range from 8 to 36-inches in diameter. The ultimate capacity ofthe CR 46 lift station would be 4,400 GPM and would pump wastewater to the

main City interceptor, which would be extended southwest along CR 46 and 47 asa 36-inch trunk sewer. Reconstructing the existing 10-inch trunk sewer alongSouthview Drive might be difficult because of the potential disruption within awell established neighborhood so, future flows would be routed through the forcemain along CR 46 and 47 to the main City interceptor extension.

Two additional lift stations, with capacities of 350 and 700 GPM, would benecessary to collect wastewater generated from the northern area of the district.

Northwest district mains could serve the northern area however, capacity ofexisting downstream sections in the northwest district limit the capacity ofupstream development.

The 2030 sewer service area would essentially be a phase of the ultimate trunksewer system. Since the ultimate service area would extend beyond the 2030service area, trunk sewers would be installed that could be extended to serve theultimate service area as shown in Figure 6-2.

6.3.5 Southwest District and Expansion

Only single family, single family attached, parks, and conservation land uses arein the exiting southwest district. The district is located in the southwest corner of


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trunk sewer flowing from the west central district would be immediately upstreamof the 27-inch section through the southwest district. It was assumed the 27-inchtrunk sewer would be constructed at the same grade as the existing 12-inch main,which have the same capacity as a 36-inch main constructed at minimum grade.

A 15-inch diameter trunk sewer could be extended to collect flows from the 2030sewer service area and flow into the 27-inch main interceptor. Wastewatergenerated by the ultimate sewer service area could be collected by the eastinterceptor that would range in size from 15 to 21-inches in diameter in thesouthwest district.

6.3.6 South District and Expansion

Existing land uses in the south district include single family housing, singlefamily attached, parks, and conservation. The south district is located at thesouthern extents of the existing sewer service area and south of the VermillionRiver.

The south district sanitary sewer system consists of 8-inch collection mainsflowing into an 18-inch trunk main flowing from south to north where that tiesinto the main City interceptor along CR 47. The existing main interceptor is a 12-inch diameter sewer at the connection point. There are no existing lift stations inthe south district.

The future land use plan indicates development in the district will expand south


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Wastewater generated by the ultimate sewer service area could be collected by afuture trunk sewer, ranging in size from 18 to 24-inches flowing south to northinto a future east interceptor. The east interceptor flowing east from the southwestdistrict could be 21-inches in diameter until meeting the 24-inch trunk sewer, at

which point a lift station might be required to pump wastewater to the southeastdistrict with a capacity of 3,700 GPM.

6.3.7 Southeast Distric t and Expansion

Existing land uses in the Southeast district vary widely and include single familyhousing, manufactured housing park, multifamily housing, single family attached,retail and commercial, institutional, industrial and utility, office, and conservation.

The Southeast district is located at the southeastern extents of the existing sewerservice area, south the Vermillion River and west of the Hastings Sand Couleeprairie area.

The trunk sewer conveying existing wastewater flows in the Southeast districtconsists of 8-inch collection mains flowing into a west trunk main (10-inchdiameter) and an east trunk main (10-inch to 18-inch diameter) that ultimatelyflow northeast to the main City interceptor along CR 47.

There are two existing lift stations in the Southeast district. The Tuttle lift stationis located in the far southeast corner and has an existing capacity of 530 GPM.The Glendale lift station is near the western extents of the district and has acapacity of 320 GPM.


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6.3.8 Northeast District

The northeast sewer district is located directly east of the existing north districtand includes mostly single family housing land use, however there are other

existing land uses of industrial and utility, institutional, and commercial. Thereare no plans for redevelopment in the district included in the future land use plan,with the exception of the future wastewater treatment plant. The futurewastewater treatment plant is identified as industrial land use in the future landuse plan shown in Figure 3-2.

Existing sanitary sewers in the district are typically 8-inch collection mains withthe exception of the main interceptor flowing from south to north through the

district. The existing main interceptor ranges in size from 21 to 27-inches indiameter flowing to the existing treatment plant at the northwest corner of thedistrict where the treatment plant is located.

The existing treatment plant has a capacity of 3.0 MGD and is confined in thedowntown area. MCES plans to relocate the treatment plant southeast of the Cityas wastewater flows increase to near plant capacity. Based on discussions withMCES, the treatment plant would be constructed initially with an average flowcapacity of 5.0 MGD, but ultimately expandable to 10.0 MGD average flowcapacity.

Although there are no plans for redevelopment within this district future trunksewer system improvements may be required. Future development in other sewer


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Additional trunk sewer improvements would be required to route flows to thefuture wastewater treatment plant location near the intersection of Ravenna Trailand CSAH 91 (Glendale Road). The parallel 18-inch interceptor and the existinginterceptor could be tied together and flow southeast along Ravenna Trail in a

combined main interceptor ranging in size from 36 to 42 inches in diameter to therelocated treatment plant. Also, a 1,000 GPM lift station could be constructed atthe existing treatment plant location to pump wastewater south to the expanded36-inch main interceptor flowing to the future treatment plant. The lift stationwould pump wastewater generated in the north district and some of the northeastdistrict.

The trigger point for construction of the parallel interceptor includes development

projected to approximately the year 2020, so all improvements in this districtwould likely be constructed by 2030.

6.3.9 East-Southeast District

The east-southeast district is an ultimate sewer district. There is no existing east-southeast district as shown in Figure 6-1. Existing land uses in the east-southeastdistrict includes agriculture and conservation. Existing land uses generateminimal wastewater and there is no existing sanitary sewer in the district. Thefuture land use plan does not include any land uses that would generatewastewater in the district.

As discussed in the west central district section, wastewater flows from the 2030


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Initial development will likely generate minimal flow relative to the capacity ofthe ultimate 42-inch trunk main possibly making maintenance difficult.Therefore, it is recommended to preserve the corridor for ultimate trunk sewerconstruction, but initially a smaller diameter trunk sewer may be constructed. As

development pressures increase in this district a more detailed evaluation can becompleted to determine phasing of the east interceptor.

No improvements would be necessary in this district for the 2030 sewer servicearea. It is possible to convey wastewater flows from the 2030 sewer service areaand the ultimate west central district through the main interceptor to the futurewastewater treatment plant prior to extending the east interceptor to increasedevelopment in the east-southeast district.

6.3.10 East Dist rict

Similar to the east-southeast district, the east district is an ultimate sewer district.Existing land uses in the east-southeast district consist of agriculture andconservation. Existing land uses generate minimal wastewater and there is noexisting sanitary sewer in the district. The future land use plan does not includeland uses that would generate wastewater.

Service to the east district is mostly dependent on relocation of the treatmentplant. Relocation of the treatment plant is anticipated to occur as developmentreaches the trigger point for additional main interceptor capacity as discussed inthe west central district section and shown in Figure 6-3, which could occur near


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7.0 CAPITAL IMPROVEMENTS PLAN (CIP)

7.1 Estimated Cost of Trunk System Improvements

The projected 2030 trunk sewer system was broken down into phases in accordance withdevelopment phasing as included in Table 4-2 and shown in Figure 4-2. The overall costassociated with trunk system components over the next 22 years is estimated to beapproximately $13,912,000 in 2007 dollars. Table 7-1 summarizes the trunkimprovement costs necessary for each phase of development. Detailed cost estimates foreach development phase are available in Appendix 2. Furthermore, phasing of trunksewer construction to serve the 2030 sewer service area is shown Figure 7-1.

Future improvement costs were based on 2007 construction prices, including a 20%construction contingency, and including 20% overhead (i.e., legal, engineering, andadministrative). Street and easement costs and other miscellaneous costs that may berelated to final construction are not included.

Table 7-1

Capital Improvement Plan Summary

District Total

2010-2015 $2,920,000

2015-2020 $7,604,000


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FIGURES


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APPENDIX 1


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Average Flow Range (mgd) MCES Peaking Factor0 - 0.11 4.0

0.12 - 0.18 3.9

0.19 - 0.23 3.8

0.24 - 0.29 3.7

0.30 - 0.39 3.6

0.40 - 0.49 3.5

0.50 - 0.64 3.4

0.65 - 0.79 3.3

0.80 - 0.99 3.21.00 - 1.19 3.1

1.20 - 1.49 3.0

1.50 - 1.89 2.9

1.90 - 2.29 2.8

2.30 - 2.89 2.7

2.90 - 3.49 2.6

3.50 - 4.19 2.5

4.20 - 5.09 2.4

5.10 - 6.39 2.3

6.40 - 7.99 2.2

8.00 - 10.39 2.1

10.40 - 13.49 2.0

13.50 - 17.99 1.9

MCES Hourly Peaking Factor

Appendix 1


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APPENDIX 2


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Description UnitEstimated

Total

Quantity

Estimated

Unit Price

Estimated

Total Cost

Gen. Sieben Dr. LS UPGRADE TO 4,400 GPM (Standard submersible type, no stand-by generator) LUMP SUM 1.00 $550,000.00 $550,000.00

18" PVC FORCE MAIN (Gen. Sieben Dr. LS to Main Interceptor) LIN FT 1800.00 $52.00 $93,600.00

8" PVC SEWER LIN FT 9500.00 $0.00 $0.00

12" PVC SEWER (NW District) LIN FT 1550.00 $60.00 $93,000.00

27" RCP SEWER (Reconstruction of existing Main Interceptor) LIN FT 1550.00 $180.00 $279,000.00

30" RCP SEWER (Business Park to Gen. Sieben Dr. LS) LIN FT 3000.00 $140.00 $420,000.00

30" RCP SEWER (Reconstruction of existing Main Interceptor) LIN FT 650.00 $200.00 $130,000.00

36" RCP SEWER (Extension of existing Main Interceptor west) LIN FT 1900.00 $175.00 $332,500.00

SANITARY SEWER INSPECTION (TELEVISING) LIN FT 8650.00 $1.00 $8,650.00

CONST 48" DIA SAN SEWER MANHOLE EACH 34.60 $3,000.00 $103,800.00

CASTING ASSEMBLY EACH 34.60 $500.00 $17,300.00

$2,027,850.00

$405,570.00

$2,433,420.00

$486,680.00

$2,920,100.00

1

2

4

3

Comprehensive Sanitary Sewer System PlanCity of Hastings MN

2010-2015 Capital Improvement Plan

Item No.

7

6

Engr/Legal 20%

10

11

8

SUB TOTAL

5

9

1. Costs are for budgeting purposes only, and are subject to change as projects are s tudied, designed, and constructed.

2. Costs are estimated based on 2007 construction costs.

3. Land acquisition costs are not included.

TOTAL

SUB TOTAL

Cont. 20%


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Description Unit

Estimated

Total

Quantity

Estimated

Unit Price

Estimated

Total Cost

1,000 GPM LS at WWTP (Standard submersible type, no stand-by generator) LUMP SUM 1.00 $400,000.00 $400,000.00

8" PVC FORCE MAIN (WWTP to Main Interceptor) LIN FT 3400.00 $36.00 $122,400.00

12" PVC SEWER (NW District extension) LIN FT 2000.00 $44.00 $88,000.00

15" PVC SEWER (WC and S District extensions) LIN FT 4550.00 $70.00 $318,500.00

18" RCP SEWER (WC District extension) LIN FT 6425.00 $90.00 $578,250.00

18" RCP SEWER (North Section of Parallel Main Interceptor) LIN FT 2900.00 $120.00 $348,000.00

21" RCP SEWER (WC District extension) LIN FT 2000.00 $105.00 $210,000.00

30" RCP SEWER (West to East Section of Parallel Main Interceptor) LIN FT 7150.00 $200.00 $1,430,000.00

36" RCP SEWER (West Section of Main Interceptor to Relocated WWTP) LIN FT 2500.00 $175.00 $437,500.00

42" RCP SEWER (East Section of Main Interceptor to Relocated WWTP) LIN FT 4350.00 $200.00 $870,000.00




$5,280,775.00

$1,056,160.00

$6,336,935.00

$1,267,390.00

$7,604,325.00TOTAL

SUB TOTAL

Cont. 20%

SUB TOTAL

1. Costs are for budgeting purposes only, and are subject to change as projects are studied, designed, and constructed.

Engr/Legal 20%

12

13

9

8

11

10

6

7



Item No.

1

5

2

3

4


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Description Unit

Estimated

Total

Quantity

Estimated

Unit Price

Estimated

Total Cost

700 GPM LS in WC District (Standard submersible type, no stand-by generator) LUMP SUM 1.00 $350,000.00 $350,000.00

6" PVC FORCE MAIN (WC District Extension) LIN FT 2600.00 $32.00 $83,200.00

18" RCP SEWER (SW District Extension) LIN FT 3400.00 $90.00 $306,000.00




$790,200.00

$158,040.00

$948,240.00

$189,650.00

$1,137,890.00

3

2



Item No.

1

Engr/Legal 20%

5

6

4




TOTAL

SUB TOTAL

Cont. 20%

SUB TOTAL


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Description Unit

Estimated

Total

Quantity

Estimated

Unit Price

Estimated

Total Cost

230 GPM LS in S District (Standard submersible type, no stand-by generator) LUMP SUM 1.00 $250,000.00 $250,000.00

HWY 55 UPGRADE (1,400 GPM Standard submersible type, no stand-by generator) LUMP SUM 1.00 $100,000.00 $100,000.00

350 GPM LS in WC District (Standard submersible type, no stand-by generator) LUMP SUM 1.00 $275,000.00 $275,000.00

4" PVC FORCE MAIN (Extensions in WC and S Districts) LIN FT 4500.00 $28.00 $126,000.00

8" PVC SEWER LIN FT 2200.00 $0.00 $0.00

12" PVC SEWER (WC District extension) LIN FT 2050.00 $60.00 $123,000.00

15" PVC SEWER (WC and SW District extensions) LIN FT 7350.00 $70.00 $514,500.00




$1,562,500.00

$312,500.00

$1,875,000.00

$375,000.00

$2,250,000.00TOTAL

SUB TOTAL

Cont. 20%

SUB TOTAL




Engr/Legal 20%

9

10

8

1

3

4



Item No.

6

5

7

2


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170th St. E.

160th St. E.

Jaco

bAve.

VermillionSt.

W. 8th St.

W. 2nd St.

NiningerR

d.

RavennaTrailLeDuc Drive

NicolaiAve.

W. 15th St.

GlendaleRoad

UV91

UV291

61

61

UV316

UV47

UV55

UV42

UV47

0 0.5 10.25

Miles

Figure 3-1Existing Land Use

City of HastingComprehensive San

Sewer Plan

Legend

Municipal Boundaries

Land Use

Farmstead

Single Family Housing

Single Family Attached

Multifamily Housing

Manufactured Housing Par

Office

Retail and Commercial

Industrial and Utility

Institutional

Park, Recreational or Prese

Golf Course

Railway

Agricultural

Undeveloped

Water

K:\01784-00\GIS\Maps\Report Figures\Fig_3_1_ Existing_Land_Use.mxd


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W. 8th St.

Jaco

bAve.

160th St. E.

170th St. E.

N

icolaiAve.

W. 15th St.

VermillionSt.

W. 2nd St.

NiningerR

d.

LeDuc Drive

RavennaTrail

UV291

GlendaleRoad

UV91

UV47

UV55

UV55

UV42

UV316

61

61

0 0.5 10.25

Miles

Figure 3-2Future Land Use

City of HastingComprehensive Sa

Sewer Plan

Legend

Future Neighborhood

Low Density Housing

Medium & High Density Housing

Mixed Commercial and HighDensity Residential Land Use

Commercial, Retail, Service or O

Downtown

Industrial

Business Park

InstitutionalPark

Golf Course

Agriculture or Very Low Density

Conservation

Right of Way

Approximate Stage One Develo

K:\01784-00\GIS\Maps\Report Figures\Fig_3_2_Future_Land_Use.mxd


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NiningerRd.

160th St. E.

170th St. E.

Jac

obAve.

NicolaiAve.

W. 15th St.

W. 8th St.


VermillionSt.

W. 2nd St.

UV31661

UV47

UV42

UV55

61

UV291

GlendaleRoad

UV91

0 0.5 10.25

Miles

Figure 3-3Gross Developable

Acreages

City of HastingsComprehensive Sani

Sewer Plan

Legend

Ex Municipal Bdry

Sanitary Pipes

Existing Sewer Service Area

Future Nei ghborhood

Low Density Housing

Medium & High

Density HousingMixed Commercial andHigh DensityResidential Land Use

Commercial, Retail,Service or Office

Dow

Indu

Bus

Inst

Par

Gol

AgrLow

Con

Righ

K:\01784-00\GIS\Maps\Report Figures\Fig_3_3_Gross_Developable_Acres.mxd


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Figure 4-1Population Projectio


Sewer Plan

K:\01784-00\GIS\Maps\Report Figures\Fig_4_1_Population_Projections.mxd

Figure 4-1

Historical and Projected Population

0

5,000

10,000

15,000

20,000

25,000

30,000

35,000

1880 1900 1920 1940 1960 1980 2000 2020 2040

Year

Population

UV42


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170th St. E.

160th St. E.

UV47

JacobAve.

W. 15th St.

W. 8th St.

VermillionSt.

W. 2nd St.

NiningerR

d.

.


UV291

GlendaleRoad

UV91

UV55

UV55

UV47

UV316

61

61

0 0.5 10.25

Miles

Figure 4-2Future Land Use

Development Phasing

City of HastingsComprehensive San

Sewer Plan

Legend

Year

Ex Municipal Bdry

2030 Swr Svc Ar ea Bdry

Current

2010 - 2015

2015 - 2020

2020 - 2025

2025 - 2030

RIVERDALE LS432,000 GPD /

300 GPMCAPACITYUV42


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GENERAL SIEBEN DRIVE LS172,800 GPD /

120 GPMCAPACITY

WESTWOOD LS432,000 GPD /

300 GPMCAPACITY

TUTTLE LS763,200 GPD /

530 GPMCAPACITY

GLENDALE LS460,800 GPD /

320 GPMCAPACITY

10th STREETLS360,000 GPD /

250 GPMCAPACITY

HWY 55 LS1,728,000 GPD /

1,200 GPM CAPACITY HASTINGS WASTEWATERTREATMENT PLANT3.0 MGD CAPACITY

160th St. E.

170th St. E.

JacobAve.

NicolaiAve.

W. 15th St.

W. 8th St.


VermillionSt.

NiningerRd.

W. 2nd St.

EAST HASTINGS LS115,000 GPD /

80 GPMCAPACITY

UV291

GlendaleRoa

d

UV91

UV47

UV42

UV316

61

61

0 0.5 10.25

Miles

Figure 5-1Existing Sanitary

Sewer System


Sewer Plan

K:\01784-00\GIS\Maps\Report Figures\Fig_5_1_Existing_ Sanitary_Sewer_System.mxd

Legend

Lift Station

Sanitary Pipes

4

6

8

10

12

15

16

18

21

24

27

Forcemain

Sub Districts

District

North

North

North

Sout

Sout

Sout

Sout

Wes

UV42


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160th St. E.

170th St. E.

J

acobAve.

NicolaiAve.

W. 15th St.

W. 8th St.


NiningerR

d.

W. 2nd St.

VermillionSt.

UV291

UV91

GlendaleRoad

61

61

UV316

UV47

UV55

UV42

0 0.5 10.25

Miles

Figure 5-2

Existing ISTS


Sewer Plan

Legend

ISTS

K:\01784-00\GIS\Maps\Report Figures\Fig_5_2_ Existing_ISTS.mxd

RIVERDALE LS399,000 GPD / 277 GPMCAPACITY REMAINING

UV42


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GENERAL SIEBEN DRIVE LS173,000 GPD / 120 GPMCAPACITY REMAINING

WESTWOOD LS335,000 GPD / 233 GPMCAPACITY REMAINING

TUTTLE LS565,000 GPD / 233 GPMCAPACITY REMAINING

GLENDALE LS438,000 GPD / 304 GPMCAPACITY REMAINING

10th STREETLS178,000 GPD / 123 GPMCAPACITY REMAINING

HWY 55 LS924,000 GPD / 641 GPMCAPACITY REMAINING

HASTINGS WASTEWATERTREATMENT PLANT

1.4 MGDCAPACITY REMAINING

170th St. E.

160th St. E.

Nico

laiAve.

NiningerRd.

W. 15th St.

W. 8th St.

VermillionSt.


UV291

GlendaleRoad

UV91

UV55

UV316

UV47

61

61

0 0.5 10.25

Miles

Figure 5-3Existing Remaining

Sewer Capacity


Sewer Plan

Legend

Lift Station

Range

< = 250,000

< = 500,000

< = 750,000

< = 1,000,000

< = 5,000,000

5,000,000 +

Sub Districts

K:\01784-00\GIS\Maps\Report Figures\Fig_5_3_Existing_Remaining_Sewer.mxd

780

840

730

8 5 0

8606

880

690

720

740

770

840

770870 6

90

740

810

830

730

840

780

700760

7

780

790

730820

840


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170th St. E.

160th St. E.

JacobAve.

NicolaiAve.

RavennaTrail

LeDuc Drive

W. 15th St.

W. 8th St.

NiningerR

d.

VermillionSt.

W. 2nd St.

UV291

GlendaleRoad

UV91

61

61

UV42

UV55

UV316

UV55

UV47820

690

680

700

710

880

83

0

750

740

890

760

810

770

780

790

720

84

0

910

730

920

850

800

860

870

930

900

940

950

960

690

780

820

830

820

910

930

830

830

780

920

890

760

690

940

810

790

720

830

770

810

860

830

900

890

750

810

830

690

790

810

680

6 8 0

900

680

810

830

830

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830830

810

830

0 0.5 10.25

Miles

Figure 6-1Ultimate Sewer Distri c


Sewer Plan

K:\01784-00\GIS\Maps\Report Figures\Fig_6_1_Ultimate_Sewer_DistrictsA.mxd

Legend

SewerSheds

District

Future MCES WWTP

2030 Sewer ServiceArea Boundary

N

NE

NW

S

SC

SE

SW

WC

E

ESE

HWY 55 LS

LS350 GPMCAPACITY


59/61

UV291

GENERAL SIEBEN DR. LS6.35 MGD /

4,400 GPM CAPACITY

TREATMENT PLANT LS1.44 MGD /

1,000 GPM CAPACITY

HWY 55 LS1.97 MGD /

1,400 GPM CAPACITY

170th St. E.

160th St. E.

JacobAve.

W. 15th St.

W. 8th St.

NiningerR

d.W. 2nd St.

VermillionSt.

RavennaTrail

LeDuc Drive

NicolaiAve.

LS230 GPMCAPACITY

LS700 GPMCAPACITY

HASTINGS WASTEWATERTREATMENT PLANT5.0 MGD CAPACITY

FUTURE EXPANSION TO10.0 MGD CAPACITY

18 INCH PARALLELINTERCEPTOR




GlendaleRoad

UV91

UV316

UV55

UV42

61

61

UV47

0 0.6 1.20.3

Miles

Figure 6-22030 Trunk System

Layout & Sizes

City of HastinComprehensive S

Sewer Plan

Legend

Size

8"

12"

15"

18"

21"

24"

27"

30"

33"

36"

42"

Forcemain

Existing Sanitary Sew

Future MCES WWTP

2030 Sewer ServiceArea Boundary

Sewer Districts

K:\01784-00\GIS\Maps\Report Figures\Fig_6_2_2030_Trunk_System_Layout.mxd


60/61

UV291

170th St. E.

160th St. E.

JacobAve.

W. 15th St.

W. 8th St.

NiningerRd.

VermillionSt.


NicolaiAve.

LS940 GPMCAPACITY

LS5,250 GPM CAPACITY

LS3,700 GPM CAPACITY



Text



GlendaleRoad

UV91

UV316

UV55

UV42

61

61

UV47

0 0.5 10.25

Miles

Figure 6-3Ultimate Trunk Syste

Layout & Sizes


Sewer Plan

Legend

Size

8"

10"

12"

15"

18"

21"

24"

27"

30"

36"

42"

Forcemain

Existing SaSewer

DevelopmenTrigger FutuInterceptor

Future MCE

2030 Sewer Area Bou nd

Sewer Distr

K:\01784-00\GIS\Maps\Report Figures\Fig_6_3_Ultimate_Trunk_System_Layout.mxd

LS 2025-2030


61/61

LS 2025 - 2030

LS 2010 - 2015

LS 2015 - 2020

LS 2025 - 2030

LS 2020 - 2025

170th St. E.

160th St. E.

NicolaiAve.

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W. 8th St.

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UV291

Glen

daleRoad

UV91

UV316

UV55

UV42

61

61

UV47

N

SE

WC

NW

S

NE

SC

SW

0 0.5 10.25

Miles

Figure 7-12030 Trunk Syst em

Phasing


Sewer Plan

Legend

Phase

2010 - 2015

2015 - 2020

2020 - 2025

2025 - 2030

Future MCES WWTP

2030 Sewer Service Area B

Sewer Districts

K:\01784-00\GIS\Maps\Report Figures\Fig_7_1_2030_Trunk_System_Phasing.mxd

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