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HomeMy WebLinkAbout06 - Design Report - Knolls at Hillcrest - Water, Sewer, Stormwater, Roads • DEVELOPMENT September 19, 2006 Bob Murray, PE City of Bozeman, Engineering Dept. 20 East Olive Bozeman, MT 59715 RE: Engineering Design Report for the Knolls at Hillcrest Dear Bob: Enclosed is the engineering design report prepared for the infrastructure improvements within "The Knolls at Hillcrest" property. This report addresses the water, sewer, stormwater and roads being designed for the property in accordance with the City of Bozeman's Design Standards and Specifications Policy and other applicable regulations. We are submitting this design report ahead of the complete plans and specifications to begin the review process for the infrastructure. All of the improvements are currently being designed according to the t t information contained in this report and we anticipate having a completed plan set some time early next week for your review. We understand the differences between the self certification versus full review and recognize that we as an organization have not submitted plans to you for review through self t certification in the past. However, we are confident that the plans will meet your requirements for the improvements required for the subdivision following our discussions with you and others at the City through this design process. We may have a plan set ready for you prior to your review of the report, which will allow you an initial review before the final plans are submitted. Sime Construction has stripped topsoil on the site, and is working on cut/fills in areas with no existing utilities. There is a significant amount of grading to be completed prior to installation of any underground utilities and we wanted to get a start. We understand that there may be some modifications to the design plans, however, I believe you've gone through enough iterations with Joe on the roadways making it close enough to warrant the rough grading work. We're looking forward to getting the utility construction started and are anxious to get this through the review process. As I indicated before, we will likely have a full plan set available for your review some time next week to give you a chance to review them prior to submittal of the final plans following your comments. ,;ha u, To S. i chell PE Senior Project Manager TSM:tsm Enclosures: Design Report 3985 Valley Commons Drive Bozeman,MT 59718 (406)586-9922 • FAX(406)586-9921 Engineering Design Report 2006 ""1 The Knolls at Hillcrest ..............!1-�---- Prepared For: LEGEND: The City of Bozeman 9q PROPERTVBOUNDARV / Engineering Department ey --'� FINISHED GRADE CONTOUR 20 East Olive NEWROADWAV : Bozeman, Montana 59715 OO -; - 1 f li _ L III.J l� J _ --- — HOLLY OR ' _ - s �ALEGENM 'J pa r - •I� I K Prepared By: PC Engineering, LLC ■ . 3985 Valley Commons Drive KNOLLS AT HILLCREST Bozeman, Montana 59718 September 14, 2006 Certification This Engineering Design Report has been prepared by the undersigned to detail the proposed infrastructure improvements to serve The Knolls at Hillcrest. The methodology, engineering analyses, results and recommendations for the required infrastructure designed for the property have been prepared using standard practices for projects of this nature with the degree of care exercised by engineering professionals practicing in similar projects. The information contained in this design report is specific to improvements for "The Knolls at Hillcrest" property and has been prepared on behalf of Highland Heights and Bozeman Deaconess Health Services. ONTA/V Todd S. Mitchell, PE iELL Montana 14925 PE 14925PE PC Engineering, LLC TABLE OF CONTENTS SECTION PAGE 1.0 Introduction........................................................................................................................1 2.0 Water System Design.........................................................................................................2 2.1 Water System Design Criteria .................................................................................2 2.2 Connections to Existing Water Transmission Mains...............................................2 2.2.1 Kenyon Drive Water Main Extension..........................................................4 2.2.2 Additional Connections ...............................................................................4 2.3 Domestic Water Demands .......................................................................................4 2.4 Fire Flow Requirements...........................................................................................5 2.5 Booster Station Design............................................................................................5 2.6 Water Distribution Mains ........................................................................................6 2.7 Service Connections.................................................................................................6 3.0 Sanitary Sewer System Design..........................................................................................7 3.1 Sanitary Sewer Design Criteria................................................................................7 3.2 Sanitary Sewer Demands.........................................................................................7 3.2.1 Upgradient Contributors ..............................................................................7 3.2.2 On-site Sanitary Sewer Flows......................................................................9 3.2.3 Infiltration..................................................................................................10 3.2.4 Cumulative Wastewater Flows, Routing and Peak Hour Flow .................10 3.3 Sanitary Sewer Capacities......................................................................................11 3.4 Sewer Alignments and Manholes ..........................................................................13 3.5 Service Connections...............................................................................................13 4.0 Storm Water Drainage....................................................................................................14 4.1 Stormwater Runoff Calculation.............................................................................14 4.2 Detention Pond Sizing...........................................................................................15 4.2.1 Pond 1, Northwest Property Corner...........................................................15 4.2.2 Pond 2, Northeast Property Corner............................................................16 4.2.3 Detention Pond Outflow Structures...........................................................16 4.3 Stormwater Drainage System Design....................................................................16 4.4 Stormwater Drainage System Maintenance...........................................................19 5.0 Streets and Alleys.............................................................................................................20 5.1 Geotechnical Evaluation and Pavement Design....................................................20 5.2 Interior Street Typical Section...............................................................................21 5.3 Alley Typical Section............................................................................................22 5.4 Horizontal and Vertical Geometry.........................................................................22 5.4.1 Stopping Sight Distances...........................................................................22 5.4.2 Stopping Distance, Icy Conditions ............................................................22 6.0 Infrastructure Extensions and Off-Site Improvements................................................24 6.1 Water System Extensions ......................................................................................24 6.2 Sewer System Extensions ......................................................................................24 6.3 Road Extensions.....................................................................................................24 6.4 Off-Site Improvements ..........................................................................................25 Appendices Appendix A—Water System Analysis Appendix B —Sanitary Sewer Analysis Appendix C—Storm Water Drainage Analysis Appendix D—Road Design and Deviations LIST OF TABLES TABLE PAGE 2-1. Domestic Water Demands.......................................................................................................5 3-1. Wastewater Flowrate Calculation Summary.........................................................................11 3-2. Sanitary Sewer Manhole Design Parameters.........................................................................12 3-3. Sanitary Sewer Main Design Parameters ..............................................................................13 LIST OF FIGURES SECTION PAGE 2-1. Proposed Water Main and Service Connections Plan View....................................................3 3-1. Proposed Sanitary Sewer System Plan View ..........................................................................8 4-1. Preliminary Stormwater Drainage System Plan View ..........................................................17 Engineering Design Report Page 1 The Knolls at Hillcrest September 14, 2006 1.0 Introduction This design report has been prepared to summarize the infrastructure design and engineering analysis for "The Knolls at Hillcrest"; a proposed subdivision with preliminary plat approval for the development of 78 lots including 76 single household residential lots, one bed and breakfast lot, and one additional lot for contiguous Hillcrest Retirement Community expansion. This proposed development is located south of the existing Hillcrest Retirement Community and west of Highland Boulevard within the City Limits of Bozeman. This report details the infrastructure design required to serve the property including water, wastewater, stormwater, roadways and other site improvements required by the City of Bozeman and the State of Montana. The infrastructure design and this report were prepared under the direction of a registered Professional Engineer in the State of Montana. As required by the City of Bozeman, the infrastructure design is being completed according to the guidelines provided in the Design Standards and Specifications Policy, dated March 2004. All infrastructure extensions for sewer, water and stormwater utilities to the property meet the City requirements as described in the policy. Design calculations for capacities and anticipated off-site impacts from the development were compared to the larger Master Plan prepared for the Bozeman Deaconess Health Services Sub-area plan to ensure consistency with the previous study results and adequacy of the off-site infrastructure to serve the development. The proposed development received Preliminary Plat Approval from the City of Bozeman late in July this year. Following preliminary plat approval, this engineering design report is being submitted to the City of Bozeman for review and approval of the proposed improvements. The report has been organized into the following sections to detail the infrastructure being designed for the development. • Chapter 2: Water System Design: Details the water system design and anticipated demands for the development, including a preliminary discussion of the booster station. • Chapter 3: Sanitary Sewer Design: Details the sanitary sewer system design criteria, demands and sewer capacities within the development. • Chapter 4: Stormwater Drainage System Design: Describes the pre- and post-development stormwater runoff and the drainage system design required to serve the property. • Chapter 5: Roads and Alleys: Provides the typical street and alley sections, geometry and pavement requirements for the property, including extension to existing streets and new intersections. • Chapter 6: Provisions for Extensions and Off-site Improvements: Provides information for extensions of infrastructure and the off-site improvements required as a part of the Preliminary Plat approval. tau f_l:hil(i ir�wiare De,.g,i Rcl !,i ,'-_,'°,4Hi,im Engineering Design Report Page 2 The Knolls at Hillcrest September 14, 2006 2.0 Water System Design The water system design for "The Knolls at Hillcrest" is being designed according to the requirements of the Montana Department of Environmental Quality Circular DEQ-1 and the City of Bozeman design guidelines. The proposed development is located in close proximity to the Hilltop Water Tank in Bozeman and existing water transmission mains, requiring relatively simple extension of those existing facilities. However, in close proximity to the Hilltop tank, there is little elevation difference to the site, limiting the amount of available pressure in water mains in the vicinity of the proposed development. In order to provide adequate pressures in conjunction with required residential and fire flow demands, a booster station is being designed to supply the proposed development with domestic water. The following sections of the report describe the water system being designed to serve "The Knolls at Hillcrest." 2.1 Water System Design Criteria The water system design was completed using the following criteria as required by the City of Bozeman. Daily Demand: 200 gpdpc 2.54 people per household Minimum pressure: 20 psi at any point with fire flow • Controlling Fire Flow: 2,000 gpm for anticipated community center • Water mains: Class 51 Ductile Iron Pipe with compatible fittings The controlling fire flow demand is based on the Uniform Fire Code and Uniform Building Code requirements for a 10,000 square foot building with Type A-1 construction (UBC). The exact nature of the community center proposed for contiguous Hillcrest expansion lot is not known, however, preliminary discussions indicate that this building size and type is representative of what will be built on the site. 2.2 Connections to Existing Water Transmission Mains The Hilltop Tank is located immediately south of the proposed development with water mains extending east and west from the tank into the city's distribution network. Water mains will be extended into the subdivision from three connection points in order to create a looped system and to meet redundancy requirements for maintenance and replacement purposes. Although the development will be connected to existing mains at several locations, only one connection extending through Kenyon Drive will be utilized under normal operating conditions. Additional connections will be made to the 12-inch main located along Highland Boulevard and to the 14-inch main on the south side if the existing Hillcrest buildings. The additional connections will have normally closed valves due to the limited available pressure and the need for the booster station at the site. The normally closed valves and the booster station will create a localized pressure zone serving the development. A preliminary layout of the proposed water system is shown in Figure 2-1. Knoll;rrl aoiracnire Desi rr Repoo R 28-o6,do, Engineering Design Report Page 3 The Knolls at Hillcrest September 14, 2006 uu 1 I r---1 I LEGEND '-• � WRIER LIFE u L �, I I � I L___J I WPIER SERVI� I I I � 1 I j I I � I i o• WPIER VALVE 1 1 I L___J I d• nnE wrnwn r---� I + ! -� L---J L___J L---j I L___J L---J ' ! L_—_J 1 .ra ' ___ I ,.. I -�r"i r-1 r-1 r-'1 ( uu• I 1 I L___J I r---1 luu•11•�^Illaellautl lYu•1 r---'1 uuL 1 11 II 11 11 I 1 1 I I L___J I I I I I nu I L_J N-t r--�r-�r-�r-� r-�r--ir-ter--�r-� r-ii,,--�r1t1 (,, I 1lu l l laa 1 Iola II 1 u•a 1I1II1 1_J L_J L_J _J �- _ I .� 71 r--ir--sr--ir--i r--or--i —=ir--i II r --,r--�r--�r--i 1 11 11 1 I I II 1 II 1 I tl 11 It 1 1 � t l !� 1 1 �+ I t�Yt 1 1 uu 1 1 •e• I I .s I I lat I I .a, l 1 ru I I tau 1 I v1n 11 sviu 1 �j, � 1 1 1 I II 11 I I II 11 II 1 I II I II 1 -raxs I I 1 , I r L--_�L__J L__J L__J L--JL--J L__J L--J L__J 1 I 11 I Figure 2-1. Proposed Water Main and Service Connections Plan View. m i,,1 (irlr(olrucime De.4Qlr Engineering Design Report Page 4 The Knolls at Hillcrest September 14,2006 2.2.1 Kenyon Drive Water Main Extension There is an 8-inch water main coming from the Hilltop Tank into Kenyon Drive, south of the proposed development. This main will serve as the primary water transmission main for this development, as well as the lots located in LeClair's rearrangement. A 12-inch Class-51 DIP main will be extended from the 8-inch line to the booster station located at the southwest corner of the property. The 12-inch pipe will reduce head loss in the pipe under normal operating and fire flow conditions. It will be extended into the building to the booster pumps, with the pressurized line coming out of the building and into the distribution network for the subdivision. The booster station is currently being design by HKM, Inc. and a separate report will be prepared for submittal to the City of Bozeman and the MDEQ for review and approval. The booster station pumps will be adequately sized and designed to provide domestic flows in conjunction with the required fire flows everywhere in the system and is further discussed in section 2.4 of this report. 2.2.2 Additional Connections Two additional connections to the existing main lines adjacent to the development will be made for redundancy and to ensure continuous service to the development. There is a 14-inch diameter main line located immediately south of the existing Hillcrest retirement facilities. An 8-inch main line will be extended from this main into proposed Pilot Knob Road with a normally closed valve. One additional connection will be made with the 12-inch main located along Highland Boulevard. An 8-inch main will be extended into proposed Knolls Lane and will also have a normally closed valve. The normally closed valves will create an isolated system served by the booster station, necessary due to the limited available water pressure under gravity conditions. 2.3 Domestic Water Demands The proposed development will add 76 single-household lots, one community center and a bed and breakfast lot. Additionally, there is room for expansion of the Hillcrest Facilities to include up of 65 single households in attached buildings. Although the exact nature of the contiguous Hillcrest expansion area in the subdivision is not known at this time, the water demand is being accounted for to determine the maximum water supply required for the proposed development. Per the City of Bozeman's requirements, a water demand of 200 gallons per day per capita(gpdpc) was used to determine the total water requirements for the proposed development. Where a specific population is not available, a single family equivalent based on wastewater flows from the wastewater facility plan was used to determine water demands. Total water demands for the proposed development are shown in Table 2-1. Knells lr!lr,wrftc•ru+'c Dc's'i,�rt ficpart Engineering Design Report Page 5 The Knolls at Hillcrest September 14, 2006 Table 2-1. Domestic Water Demands Number Demand Total Demand Peak Day Peak Hour Description of Units Population (gpdpc) (gpd) Demand(gpd) Demand(gpm) Single Household Residence 76 2.54 200 38,608 96,520 80 Contiguous Hillcrest Expansion 65 2.54 200 33,020 82,550 69 Community Center 1 13.71(') 200 2,742 6,855 6 Bed and Breakfast 1 13.71111 200 2,742 6,855 6 Total Water Demand: 77,112 192,780 161 (1)-Equivalent population based on R-3 zoning from the Wastewater Facility Plan 2.4 Fire Flow Requirements The fire flow requirements for the proposed development include residential flows as well as commercial demands for the community center and the bed and breakfast site. The fire flow requirement for single family residential structures, under 3,600 square feet, is 1,500 gpm for a 2 hour duration. The community center in the development is anticipated to be approximately 10,000 square feet with Type A-1 construction according to the Uniform Building Code and the Uniform Fire Code. The fire flow requirement for a building of this size and type is 2,000 gpm for a 2 hour duration. This flow demand must be met while maintaining a minimum of 20 psi residual pressure in the main lines everywhere in the system. The fire flow demands will be met with the booster station pumps being designed for the proposed development, which will include pumps large enough to provide all of the required flow. A preliminary analysis of the water supply system is included in Appendix A. Two conditions were used to evaluate flow and pressure in the preliminary analysis, including the peak day demand, and the peak day demand with 2,000 gpm fire flow pulled from a hydrant located in the northeastern corner of the development. Pressures in the system under the peak day demand range from 50 to 75 psi in the subdivision property, with the minimum pressure located upgradient in LeClair's rearrangement at approximately 37 psi. Under the peak day demand, with 2,000 gpm fire flow being drawn from the hydrant, pressures range fro . to psi in the development, with the minimum pressure located in LeClair's rearrangemen a 25 psi 2.5 Booster Station Design 35P�1 04,1 Due to the limited available pressure under gravity flow conditions, the proposed development will require a booster station to provide domestic water at the rates and pressures required by the DEQ and the City of Bozeman. Installing the booster station will create an isolated pressure zone in the City's distribution network, beginning at the discharge of the booster station pumps, limited to the proposed development and the additional lots in LeClair's rearrangement. The booster station design is being completed to provide all necessary domestic and fire flow demands. It will be located in the southwestern corner of the proposed development in a building designed to house the booster pumps, associated equipment, a backup power generator and public restrooms. A 12-inch water main line will be extended in Kenyon Drive from the Hilltop Tank to the booster station building where it will be plumbed through the booster pumps and i�f�:,![a tr�lrca;Nnrra�r Dc'sz,�,t1,'_c'I�o�ri.-�-i)riri, Engineering Design Report Page 6 The Knolls at Hillcrest September 14, 2006 discharged into 8-inch mains serving the proposed development. An additional 8-inch main will be extended up to the edge of the property for future extension into LeClair's rearrangement. Two types of pumps are anticipated in the booster station in order to provide the wide range of flows necessary in the development. Under normal operating conditions, smaller, variable frequency drive pumps will provide domestic flows to the residences, the community center, and the bed and breakfast site. During a fire when the fire department draws water from any hydrant in the system, pressure will drop in the lines to the minimum 20 psi with the smaller domestic flow pumps operating. At the minimum 20 psi limit, two fire flow pumps will start automatically and being pumping the necessary flows, up to 2000 gpm at or above the minimum 20 psi. A preliminary layout of the booster station floor plan is provided in Appendix A. The City of Bozeman Water Department had been reviewing the building floor plan and requirements for construction in order to ensure that the City's requirements are met for operation and maintenance. The booster station design is being completed by HKM, Inc of Bozeman, including all modeling, pump sizing, plumbing and the associated electrical/SCADA design. The booster station will require DEQ and City of Bozeman review and approval prior to installation and construction of the system. The design report for the booster station will be submitted to the City of Bozeman and the DEQ under separate cover upon completion. 2.6 Water Distribution Mains Water distribution mains will be extended from the booster station throughout the subdivision to create a looped network to serve the individual lots. All water mains within the subdivision will be 8-inch diameter, Class 51 ductile iron pipe as required by the City of Bozeman. Mains will be buried a minimum of 6.5 feet to the top of the pipe to prevent freezing and to eliminate the need for insulation. The majority of the mains will be looped through the development in order to provide redundancy and to allow shutdown of individual segments for maintenance and repair purposes. One "dead-end" line will be extended in Kenyon Drive north of proposed Knolls Lane and will terminate at a fire hydrant located near the northwest corner of the subdivision. Fire hydrants will be positioned throughout the development with a maximum 500 foot spacing as required to meet fire protection requirements. Also, hydrants or blow-off valves will be positioned in the lines where high points exist due to topography and the proposed main line profiles. Valves in the main lines will be located such than only one fire hydrant will be out of service if a segment of the line is closed for maintenance or repair. 2.7 Service Connections Service connections will include the tap and service line to each lot as required by the City of Bozeman's design standards. Service lines will be 1-inch copper with the appropriate curb stops and fittings meeting the COB's standards. Service lines will be extended 8 feet onto each lot as required for future extension to the building. hi«!Lt btho,i�i��mit L?€s�,gtr Reim;;R 28-06 dor Engineering Design Report Page 7 The Knolls at Hillcrest September 14, 2006 3.0 Sanitary Sewer System Design The sanitary sewer system designed for the Knolls at Hillcrest is an extension of the existing infrastructure serving the Hillcrest Retirement Community. New sanitary sewer mains will be installed throughout the development and connected to an existing manhole located near the northeastern corner of the property at the intersection of Old Highland Boulevard and the Hillcrest access drive. This section of the report has been prepared to detail the sanitary sewer demands and capacities provided in the new sewer mains. 3.1 Sanitary Sewer Design Criteria The engineering analysis and design for the sanitary sewer system was completed using the current City of Bozeman design guidelines, the Draft Wastewater Facility Plan and Circular DEQ-2 from the Montana Department of Environmental Quality. Criteria used in designing the system include the following: • Wastewater flow: 89 gpcpd, Single family household: 2.54 people • Peak Hourly Demand: Population based equation provided by COB guidelines • Infiltration: 150 gal/day/acre • Pipe design capacity: 75-80% full flow maximum • All sewer mains to be SDR 35 PVC piping, 8-in minimum diameter • Minimum pipe slope: 0.004 ft/ft, Minimum cover: 5.5 feet with no insulation These criteria were used to design the sanitary sewer mains for the proposed development, with manholes located as necessary to meet spacing requirements and to direct the mains through curves in the roadways. The sanitary sewer system layout is shown in Figure 3-1. 3.2 Sanitary Sewer Demands The wastewater flows anticipated from this development and upgradient contributors were evaluated using the daily flow rates, number of lots, and population and peaking factors as described in the design criteria. Individual sanitary sewer mains were analyzed and designed to accommodate upgradient flows as well as individual service lines connected to the main. Additional flow from off-site contributors was also added to the system to evaluate the required capacity. The following sections describe the wastewater flows utilized in the design of the sewer mains for this development. 3.2.1 Upgradient Contributors LeClair's Rearrangement to Graf's First Subdivision will require extension of the sanitary sewer main in Kenyon Drive to serve the new lots located south of "The Knolls at Hillcrest". In discussions with Ken Le Clair and Ray Center, PE, (Rocky Mountain Engineers) their intent was to extend a main across Josephine Park to an existing manhole located in Highwood Estates. The extension of the sanitary sewer main in Kenyon Drive up to LeClair's Rearrangement will provide a shorter main distance and eliminate disturbance to Josephine Park. Accordingly, the flows from the upgradient contributors to the Knolls sewer system were included in the analysis and design prepared for this project. A f!+7(S 111fIYoIri!['i 1!}'C DCSq4 i!iiL'?!i%i i IO i(oC Engineering Design Report Page 8 The Knolls at Hillorest September 14, 2006 ~,, 1 W ' 13'! ` W LEGEND ..M"W"M. — SANTARYSEl5ER5EMICE 1 KWOOMMAMM 1tlY I e am 2V � — — W, WA .r uu rra ws uu wa W. wa Ll uu w I i Figure 3-1. Proposed Sanitary Sewer System Plan View. Km'Hs htfra)11iu!zeIe Pcyyri 'if Engineering Design Report Page 9 The Knolls at Hillcrest September 14, 2006 LeClair's rearrangement will add 7 new single household residential lots to the subdivision located south of "The Knolls at Hillcrest." Daily flow from the upgradient lots was calculated using 89 gallons per day per capita (gpdpc) and 2.54 people per household. The total daily flow contributing to the sanitary sewer system for LeClair's rearrangement is 1,582 gallons. Daily and peak flow calculations for the upgradient contributions to the sanitary sewer system are included in Appendix B. 3.2.2 On-site Sanitary Sewer Flows The sanitary sewer mains will be extended throughout the proposed development to provide a service connection to every lot including the proposed public restrooms, community center and the bed and breakfast lot. Wastewater flows for each individual lot were calculated using 2.54 people per household and 89 gpdpc as required in the City of Bozeman's design guidelines and the current wastewater facility plan. Accordingly, each single family household contributes 226 gallons per day to the sanitary sewer system. This flow rate was used to calculate a total daily flow of 17,180 gallons from the 76 single household lots. The larger lot reserved for contiguous Hillcrest Expansion (Lot 2, Block 4) has previously been planned for up to 65 residential units in multi-family residential buildings. The exact nature of the additional units to be built on the lot is not known at this time, however, sanitary sewer demands for those 65 units was added to the total daily wastewater flow rate. The total flow from these potential residences was calculated using the same 89 gpdpc and 2.54 people per household. The potential flow from these residential units is 14,690 gallons per day. Additional wastewater flow was added to the daily demands for a proposed community center to be located on approximately 1 acre at the northeast corner of Lot 2, Block 4. Wastewater flows for this building were determined using general zoning criteria provided in the wastewater facility plan update. According to the most recent facility plan, areas zoned R-3 contribute 1,220 gallons per day per acre for planning purposes. This value was used to determine the daily flow rate and an equivalent population of 13.7 people. Wastewater flow from the Bed and Breakfast lot(Lot 1, Block 4) was determined using the same zoning criteria as described for the community center. Assuming 1 acre within the R-3 zoning, this site will also contribute also 1,220 gallons per day. An equivalent population of 1.5 people, or 134 gallons per day was added to the wastewater flows to account for the public restrooms to be located at the southwest corner of the subdivision based on zoning for public lands and parks in the wastewater facility plan. The total daily wastewater flow from the proposed development is the accumulation of the single family residential lots, the contiguous Hillcrest Expansion lot, the community center and the proposed bed and breakfast lot. The development will contribute approximately 34,450 gallon of wastewater per day. With LeClair's rearrangement included, the wastewater flow delivered to the existing downgradient system and the wastewater treatment plant will be approximately 36,000 gallons per day. A summary of the contributing flows to each sanitary sewer main segment is included in Appendix B. e{,77,.)fi;lttl a'r tali ttr+tt,r�'tP5_r�N,`�:'�tc>r•: -_, _'_ti-1�fi i(i-,r Engineering Design Report Page 10 The Knolls at Hillcrest September 14, 2006 3.2.3 Infiltration Infiltration into the sanitary sewer system was added to the wastewater flow rates as required by the City of Bozeman design guidelines. An infiltration rate of 150 gallons per day per acre was used to determine the total infiltration for the sewer system, which was subsequently distributed into the main lines. The total daily infiltration rate at 150 gpd/ac for 31.5 acres in this development is 4,725 gallons. This total flow was divided equally between the 25 main line segments and added to the daily wastewater flow rate, or 189 gallons per day per segment. A constant infiltration flow was added to the peak hour wastewater flow rate utilized in determining the peak demands. 3.2.4 Cumulative Wastewater Flows, Routing and Peak Hour Flow In order to determine the capacity requirements within the proposed main line segments, wastewater flows and infiltration were added successively traveling downstream in the piping, according to the proposed layout shown in Figure 3-1. Flows from upgradient main line segments were added to the anticipated flow from service connections along individual sections of the main lines and utilized to determine total flow as well as the peak hour flow. The peak hour flow in each line segment was calculated using the standard population- based formula provided for sanitary sewer flows. The formula provides a peak hour factor to be multiplied by the daily flow rate and is shown in the following: I /� Qmax = Qavex 18+P2 , where P=population/1000 4+Pz The cumulative wastewater flows contributing to each main line segment in the proposed system is summarized in Table 3-1. Note that the peak hour factor is adjusted to the cumulative population served by the main lines segments, including upgradient lines. The cumulative peak hour flow with infiltration calculated for each main line segment was subsequently used to evaluate the required capacity of the main line segments in the sanitary sewer system. Engineering Design Report Page 11 The Knolls at Hillcrest September 14, 2006 Table 3-1. Wastewater Flow Rate Calculation Summary. rumlul'INV@ Segment Cumulative Peak Hour Cumulative Cummulative Upsowm Downstream Segment Cumulative infiltration IneMiallon Wastewater Wastewater Factor Peak Flow Peak Flow Manhole Mannolo Population Population gpd) (gpd) Flow(gpdi Flo w(gpd) (PHF) %4pm) (cls) SSMH-1 SSMH-2 20.3 20.3 205 205 1,808 1,808 4.38 5,64 0.013 SSMH-3 SSMH-2 1.5 1.5 205 205 134 134 4.47 0.56 0.001 SSMH-4 SSMH-2 17.8 17.8 205 205 1,582 1,582 4.39 4.96 0.011 SSMH-2 SSMH-5 10.2 49.8 205 822 904 4,429 4.32 13.84 0.031 SSMH-5 SSMH-6 17.8 67.5 205 1,027 1,582 6,011 4.29 18.61 0.041 SSMH-7 SSMH-8 12.7 12.7 205 205 1,130 1,130 4.40 3.60 0.008 SSMH-8 SSMH-6 0.0 12.7 205 411 - 1,130 4.40 3.74 0.008 SSMH-6 SSMH-9 10.2 90.4 205 1,643 904 8,046 4.26 24-92 O.Ose SSMH-9 SSMH-10 5.1 95.5 205 1,849 452 8,498 4.25 26.36 0.050 SSMH-10 SSMH-11 5.1 100.6 205 2,054 452 8,950 4,24 27.80 0,002 SSMH-11 SSMH-12 55.9 156.4 205 2,260 4.973 13,923 4.19 42.03 0.094 SSMH-12 SSMH-13 55.9 212.3 205 2.465 4,973 18,896 4.14 5602 0,125 SSMH-13 SSMH-14 53.3 265.7 205 2,671 4.747 23.&W 4.10 6918 0.154 Subtotal SSMH-15 SSMH-16 10.2 10.2 205 205 904 904 4.41 291 0.006 SSMH-16 SSMH-17 15.2 25.4 205 411 1,356 2,261 4.37 714 0.01 SSMH-17 SSMH-18 7.6 33.0 205 616 678 2,939 4.35 9.30 0.021 SSMH-18 SSMH-19 7.6 40.6 205 822 678 3,617 4.33 11.45 0.02 SSMH•20 SSMH-21 30.5 30.5 205 205 2,713 2,713 4.35 &34 0.01 SSMH-21 SSMH-22 22.9 53.3 205 411 2,035 4,747 4.31 14.49 0.032 SSMH-22 SSMH-19 0.0 53.3 205 616 4,747 4.31 1463 0,033 SSMH-19 SSMH-23 18.79 112.8 205 1,643 1,672 10,037 4,23 3062 0.068 SSMH•23 SSMH-14 26.41 139.2 205 1,849 2,350 12.387 4,20 3742 0.083 Subtotal 0.083 SSMIA•14 E)dsting 0.0 404.8 205 4.725 36.0'31 4.02 10386 0.231 76(81 Owly MW r5w., 40,7M Total Peak Flow(cis): 0.231 3.3 Sanitary Sewer Capacities The sanitary sewer main segments were designed to convey the peak hour flow calculated as described in the previous section. In general, the topography of the proposed development site provides more than adequate elevation difference and grade to minimize the need to bury the mains at depths in excess of the minimum required to prevent freezing. In areas where adverse grades or sags in the roadways are present, invert depths at the sewer manholes were increased to provide sufficient burial depths in the mains to eliminate the need for insulating the lines. The sanitary sewer main line capacities were determined using Manning's equation and a roughness coefficient of 0.013 which is standard for new PVC piping. All mains were analyzed using FlowMasterTM to determine flow depth, velocity, and pipe capacity. The data output for each pipe segment in the proposed system is included in Appendix B. Summaries of the manhole and pipe parameters including elevations, slopes and other pertinent information are shown in Tables 3-2 and 3-3. Engineering Design Report Page 12 The Knolls at Hillcrest September 14, 2006 Table 3-2. Sanitary Sewer Manhole Design Parameters Rim Manhole Manhole Manhole Manhole Northing Easting Elevation Invert In Invert Out Depth SSMH-1 519182.7 1578759.8 5024.2 5018.2 5018.2 6.0 SSMH-2 519181.0 1578518.1 5022.4 5015.6 5015.4 6.9 SSMH-3 519180.4 1578439.8 5023.1 5017.1 5017.1 6.0 SSMH-4 518994.7 1578494.9 5034.5 5028.0 5027.8 6.6 SSMH-5 519411.0 1578518.2 5015.5 5009.8 5009.6 5.8 SSMH-6 519641.0 1578516.6 5011.4 5001.0 5000.8 10.5 SSMH-7 519387.5 1578668.8 5017.6 5009.7 5009.7 7.9 SSMH-8 519642.0 1578667.1 5007.9 5001.8 5001.6 6.2 SSMH-9. 519967.0 1578523.7 4999.1 4993.2 4993.0 6.0 SSMH-10 520043.3 1578550.8 4996.3 4990.7 4990.5 5.7 SSMH-11 520179.7 1578629.7 4992.6 4986.9 4986.7 5.7 SSMH-12 519966.8 1578770.1 4997.6 4985.8 4985.6 11.9 SSMH-13 519931.5 1578927.2 4991.9 4984.9 4984.7 7.1 SSMH-14 520121.2 1579279.3 4970.3 4962.9 4962.7 7.6 SSMH-15 519183.4 1578869.8 5023.3 5017.3 5017.3 6.1 SSMH-16 519185.4 1579159.8 5011.1 5004.1 5003.9 7.1 SSMH-17 519187.0 1579389.0 5002.7 4997.1 4996.9 5.7 SSMH-18 519449.5 1579387.2 4995.1 4988.6 4988.4 6.7 SSMH-19 519647.0 1579385.9 4986.2 4978.8 4978.6 7.5 SSMH-20 519328.2 1578845.7 5019.9 5014.0 5014.0 5.9 SSMH-21 519331.0 1579243.1 5003.8 4997.7 4997.5 6.2 SSMH-22 519646.0 1579240.9 4988.8 4981.3 4981.1 7.6 SSMH-23 519832.0 1579380.3 4980.3 4973.1 4972.9 7.3 Existing 520285.9 1579398.4 4965.0 4952.1 4952.1 9.0 Engineering Design Report Page 13 The Knolls at Hillcrest September 14, 2006 Table 3-3. Sanitary Sewer Main Design Parameters Pipe Pipe Pipe Capacity Peak Flow Peak Velocity Peak.-Capacity US MH DS US IE Out DS IE In Slope (cfs) (cfs) (Als) (Percent) SSMH-1 SSMH-2 5018.170 5015.5 0.011 1.42 0.01 1.17 0.92 SSMH-3 SSMH-2 5015.420 5009.7 0.025 2.06 0.01 1.44 0.49 SSMH-4 SSMH-2 5017.090 5015.5 0.020 1.71 0.01 1.33 0.64 SSMH-2 SSMH-5 5027.810 5015.5 0.066 3.34 0.03 2.81 0.93 SSMH-5 SSMH-6 5009.610 5000.9 0.038 2.36 0.04 2.54 1.74 SSMH-7 SSMH-8 5000.770 4993.1 0.024 2.01 0.01 1.42 0.40 SSMH-8 SSMH-6 5009.720 5001.7 0.032 2.33 0.01 1.57 0.34 SSMH-6 SSMH-9 5001.560 5000.9 0.004 0.82 0.06 1.31 6.71 SSMH-9 SSMH-10 4992.970 4990.6 0.030 2.25 0.06 2.59 2.58 SSMH-10 SSMH-11 4990.450 4986.8 0.023 1.97 0.06 2.42 3.15 SSMH-11 SSMH-12 4986.730 4985.7 0.004 0.82 0.09 1.48 11.34 SSMH-12 SSMH-13 4985.580 4984.8 0.004 0.82 0.13 1.63 15.24 SSMH-13 SSMH-14 4984.720 4962.8 0.055 3.05 0.15 4.31 5.05 SSMH-15 SSMH-16 5017.3 5004.0 0.046 2.79 0.01 3.58 0.22 SSMH-16 SSMH-17 5003.9 4997.0 0.030 2.25 0.02 1.89 0.71 SSMH-17 SSMH-28 4996.9 4988.5 0.032 2.33 0.02 1.93 0.90 SSMH-18 SSMH-19 4988.4 4978.7 0.049 2.88 0.03 2.53 0.87 SSMH-19 SSMH-23 4978.6 4973.0 0.031 2.29 0.07 2.81 2.97 SSMH-20 SSMH-21 5014.0 4997.6 0.041 2.63 0.02 2.10 0.72 SSMH-21 SSMH-22 4997.5 4981.2 0.052 2.96 0.03 2.59 1.08 SSMH-22 SSMH-19 4981.1 4978.7 0.016 1.64 0.07 2.22 4.15 SSMH-23 SSMH-14 4972.9 4962.8 0.046 2.79 0.08 3.36 2.98 SSMH-14 Existing 4962.7 4952.1 0.053 2.99 0.23 4.81 7.73 3.4 Sewer Alignments and Manholes Manholes will be located along the centerline in Kenyon Drive to reduce the number of manholes required to fit the sewer line through the curve at the northern end of the roadway. All other sanitary sewer mains will be aligned according to City of Bozeman standards, located 5.5 feet east or south of all roadway centerlines. In areas where the roadways are curvilinear, manholes were positioned within the travel lanes, away from anticipated wheel paths of vehicles on the road. All sanitary sewer mains are located at least the required minimum 10 feet laterally from any water main, and at least the minimum 5 feet laterally from any storm sewer. Sewer mains will be buried with a minimum of 5-feet cover to the top of the pipe with all vertical clearance requirements met at crossing locations, including 18 inches for any water main and 6 inches for any storm sewer. 3.5 Service Connections Typical 4-inch PVC service lines will be extended to each lot at locations required by the City of Bozeman's design guidelines. Service connections will generally be located 15 feet upstream of the downstream lot line, extending past the front or rear property line, depending on where the sanitary sewer main is located relative to the lots. Engineering Design Report Page 14 The Knolls at Hillcrest September 14, 2006 4.0 Storm Water Drainage The stormwater drainage plan for "The Knolls at Hillcrest" was prepared according to the City of Bozeman's Design Standards and Specifications Policy, using the Rational Method for the analysis. Detailed site topography surveyed for this project was used to delineate drainage areas to evaluate pre-development conditions and determine the necessary stormwater management requirements for the subdivision. The following section provides a summary of the analysis used in evaluating stormwater runoff, the proposed drainage network and detention requirements. 4.1 Stormwater Runoff Calculation The existing site consists of three small drainage basins separated by topography as shown in Appendix C. Each basin collects additional stormwater "run-on" from off-site areas, identified as areas Al, B1, B2 and Cl. The property consists of currently vacant land historically used for agricultural purposes. Areas contributing run-on to the property consist primarily of open space with native vegetation. Approximately two-thirds of stormwater runoff from existing conditions is collected in a detention pond at the northeast corner of the property, ultimately draining through a culvert to the east side of Highland Boulevard. Drainage from the property flows towards an unnamed drainage across cultivated lands, and largely infiltrates to the subsurface prior to reaching any surface water. One small portion of the property currently drains to the northwest into a small detention basin, and another small area drains to an existing culvert under Highland Boulevard. Again, runoff from these areas likely infiltrates to the subsurface soils prior to reaching any surface water source. The Rational Method includes assumptions for runoff coefficients, overland flow time, shallow concentrated flow time and pipe flow time. As required by City standards, the 10-year event was used to size the proposed detention ponds. However, the system will allow for passage of the 25-year event. The data, flow determination calculations, detention pond sizing calculations as well as plans showing pre-development conditions and post-development drainage improvements are included in Appendix C of this report. The following is a summary of the methodology used in the stormwater analysis. • Determine pre-development basin sizes based on existing topography and drainage patterns. Determine runoff coefficient C for each land use within each respective pre- development basin(Pre-Development Runoff Coefficient Determination). Determine total time of concentration for each pre-development basin (Pre- development Runoff Calculations). • Determine the rainfall intensity (I) for the 10-year storm event using the power curve formula provided with Figure I-2 "Rainfall Intensity" in the City of Bozeman Design Standards and Specifications Policy. K ails hilromucim-c Dr 1i°u RcyaN;8-)8-w�,o, Engineering Design Report Page 15 The Knolls at Hillcrest September 14, 2006 • Determine the pre-development peak discharge for each pre-development basin (Pre-Development Runoff Calculations). • Determine post-development basin sizes for the proposed subdivision layout. • Determine runoff coefficient C for each land use (pavement, roof, lawn, open space, etc.) within each respective basin (Post-Development Runoff Coefficient Determination). • Layout subdivision storm drainage system and determine time of concentration for each post-development basin(Post-Development Runoff Calculations). • Determine the intensity (I) for the 10-year event using the power curve formula provided with Figure 1-2 "Rainfall Intensity" in the City of Bozeman Design Standards and Specifications Policy. To determine the intensity, duration equal to the time of concentration was applied (minimum of 5 minutes). • Determine peak discharge (Qlo) using the Rational Method formula. • Using the Modified Rational Method, determine runoff volumes and required storage volumes for storm durations equal to or greater than the time of concentration for each basin (Basin 1 and Basin 2 Detention Pond Sizing). Allow for release of pre-development runoff and storage for excess. Using the methodology described above, peak discharge rates for pre-development and post-development conditions, detention pond size requirements and allowable stormwater release rates were calculated for the development. Further discussion of the analysis and results are included in the following sections. 4.2 Detention Pond Sizing Stormwater runoff will be controlled on the property through two ponds designed for detention and sediment removal. The ponds will be located near the northwestern corner of the property (Pond 1) and near the existing culvert under Highland Boulevard (Pond 2). The pond located near the northeastern corner of the property has been designed with consideration of existing drainage patterns from the Hillcrest Facilities. The ponds will be constructed with 3:1 maximum side slopes, 1.5-foot maximum water depth, 2.5-foot maximum depth and will allow for proper overflow of runoff in excess of the 25-year event. 4.2.1 Pond 1, Northwest Property Corner The contributing area to Pond 1 is approximately 4.7 acres, including areas off of the property contributing run-on. Pre-development conditions indicate a peak runoff during the 10- year event of 0.78 cfs and 6.19 cfs following development, for approximately the same contributing area. The peak discharge of 0.78 cfs was used as the limit for the post-development release rate and sizing of the inlet opening and weir slots for the pond. Calculations indicate that this requires 6,312 square feet of area with a maximum water depth of 18 inches. The minimum pond surface area required for settling is 898 square feet. Engineering Design Report Page 16 The Knolls at Hillcrest September 14, 2006 4.2.2 Pond 2, Northeast Property Corner The contributing area to Pond 2 is approximately 25.3 acres, which includes upgradient areas contributing run-on to the property. Pre-development conditions in this basin indicate a peak runoff during the 10-year event of 4.49 cfs and 19.7 cfs following development. The peak discharge of 4.49 cfs was used as the limit for the post development release rate and sizing of the inlet opening and weir slots for the pond. The pond in this basin will require 9,265 square feet of area with a maximum water depth of 18 inches to retain excess stormwater runoff. The minimum pond surface area required for settling is 2,856 square feet. 4.2.3 Detention Pond Outflow Structures Using the typical concrete outlet structure for stormwater detention ponds in the City of Bozeman Design Standards, the inlet openings, weir slots and outlet pipes were designed to release the 10-year, pre-development runoff(Qlo) for each respective basin. For storms in excess of the 10-year event, stormwater will be collected by the outlet structures via 24-inch slotted manhole covers (grates). The release pipes from the outlet structures have been designed to allow passage of the 25-year event (Q25). Pre-development runoff from Detention Pond #1 will be released into a grass-lined swale to the northwest of the pond. Pre-development runoff from Detention Pond #2 will be released into a storm drain system east of the pond under Highland Boulevard. This system releases flow to the existing drainage swale along the east side of Highland Boulevard. Detailed calculations for the pre-development and post-development runoff, detention pond sizing, and required outflow structures and pipes are included in Appendix C. 4.3 Stormwater Drainage System Design The stormwater drainage system was designed to limit stormwater runoff from the development site to the pre-development runoff rates. Post-development runoff will be collected in curbside catch inlets and piped to either of two new detention ponds located at the northwest and northeast corners of the site. A plan view layout of the proposed stormwater drainage network is shown in Figure 4-1. The stormwater drainage system will consist of eight (8) standard storm drain inlets, thirteen (13) combination manhole/curb inlets, two (2) standard storm drain manholes and two (2) detention pond outlet structures. Off-site storm drain structures have been designed to accommodate the flow leaving the subdivision, including the culvert under Highland Boulevard near the northeastern corner of the property and the existing inlets and piping under Highland Boulevard near the southeastern property corner. kilos InItar Iiu_inre L7� I,gnRepot I8-28-06.&Pc Engineering Design Report Page 17 The Knolls at Hillcrest September 14, 2006 au � 11t1 r �/��1�' /f ` 1 ��•t �1 r _ i LEGEND °AV6 " 1 OO carwllLEriluwroce• IW /� ',. �_._..� (1 1 _ °• DRNNIGE SYMIE I r _-, I 1 1 ( t 1 __1 I �rmrllrlwlrle 1-YLL 1 1 -- -J _y I 1 • r 1 Mr I � I _a �. P--_1 a--- r----1 , -J r___� 1 1931 1 IL J I� 1 IL _ _ Y ♦ ___ r--'l 1 I 1 f___, 1.•_11.-11•J.I1.-11�1 f��-� r___l I 1 � t .�y' I L_--J I E---J I 1 I I r---'+ — -- _--A&Lbd-r--'_____.—.L__._. Nor t `— I i t---•1 1 1 L___J r-. •r -�r-rr-, r-ter--,r--Ir"lr-� r-�r_lr__�r__� I I � ' r�--, I l 11 II II I 1 11 11 11 1) I : II It it I 1 Nly I 1 1 1 1 Ym 1 1. 11.�11._I 1•—11 .•,. 1 I•°—1 1 me I('i I 1._11.°,.11 rra 1 1 nu 1 L__-J Iv \rn I I 1 (1 II 11 1 I1 11 11 II I 1 11 11 11 J L J4-_J4_J1._ L_J L__J L_Jt.__J l_J L_J1._JL_-J N -�1IT 1 I 1 11 11 1 1 1111 L�I t .°„ 11 � 11 w+ l i � 1 1 • . I I „ I t .°,I 1 11 II 11 I 1 11 II I�..w.... IL___J a—_AL__J a__J a_ _J L_-Jl.._J L_-JI __JL.-_J L__J L i L I Figure 4-1. Preliminary Stormwater Drainage System Plan View. E-xnll�In/'r'cr-allllt'rl re Deeivt Rrpr�rl c;'-gib'-11i1,[£Oi Engineering Design Report Page 18 The Knolls at Hillcrest September 14, 2006 The curb catch inlets and pipes were both designed to accommodate the 25-year event (Q25). The interior roads within this subdivision will have roll type curbing and roll type curb inlets such as Neenah R-3501-TR or EJIW 7495 with vane type grates. The curb catch inlets were analyzed for spread, efficiency, intercepted flow and bypass flow using the latest version of S S' Bentley F1owMasterTM (see enclosed worksheets). The maximum spread at any of the curb catch p inlets is 7.06 feet. The subdivision was broken into sub-basins to determine the amount of stormwater directed to each catch inlet during the 25-year event. Pipe capacity for each pipe downstream of an inlet was analyzed by adding the flow intercepted by the respective catch inlet to the cumulative flow in the upstream pipe. The majority of the storm drain pipe for this subdivision will be Class III RCP. Some SDR 35 PVC may be specified for detention pond outlet structures or in other non-load bearing _ situations. Each pipe was analyzed using Bentley FlowMasterTM to determine capacity based on the given pipe diameter, slope and discharge(Appendix Q. 4Q, The drainage system for Basin 1 consists of a series of catch inlets and storm drain pipe that directs runoff to Pond 1 at the northwest portion of the property. A small amount of flow from the 25-year event would bypass the drainage inlets leading to Pond 1 (near Kenyon/Knolls Intersection), which will subsequently be collected at the inlets along the south side of Knolls Lane and directed to Pond 2. The drainage system for Basin 2 also consists of a series of catch inlets and storm drain pipe that directs runoff to Pond #2 at the northeast corner of the project. The existing pond at ez this location will be expanded to accommodate the required storage. Inlets #7 and #8 collect runoff along the south side of Knolls Lane and release it to the surface on the north side of the road. Until Lots 1 and 2 are constructed in the future, this runoff will be collected via the existing natural swale running northeasterly across Lot 2. This flow, along with additional IL runoff from Basin 2(p) will be collected by an inlet structure and pipe at the northeast corner of Lot 2 and piped to Detention Pond #2. Upon development of Lots 1 and 2 in the future, a drainage system consisting of swales and settling ponds as well as catch inlets and pipes will be designed as necessary to control runoff from Basin 2(p) and the flow from inlets #7 and#8. The majority of the runoff from Basin 2 is collected by the drainage system along the southerly portion of Pilot Knob Road and the easterly portion of Knolls Lane and piped to a swale along the east side of Highland Boulevard. This grass-lined swale will help to control pollutants and ultimately delivers the runoff to Detention Pond #2. Remaining portions of Basin 2 are collected in the system along the northerly portion of Pilot Knob Road and piped to Detention Pond#2. The drainage system for Basin 3 consists of a grass-lined swale which will divert runoff to a pipe system under Highland Boulevard. The post-development runoff for this basin is less than the pre-development flow and therefore a detention pond is not necessary. A portion of the runoff that currently flows to the existing culvert under Highland Boulevard will be directed to Detention Pond #2 via the drainage system for Basin 2. A portion of the off-site run-on from Josephine Park will be collected by a swale along the southern boundary of the project and channeled to the drainage system for Basin 3. i�.rn(Ic I!?i;r�f!'tu'tid!'e Ll{;p(�!1 hCJiP1 R�ti If(i,((trr Engineering Design Report Page 19 The Knolls at Hillcrest September 14, 2006 4.4 Stormwater Drainage System Maintenance The stormwater drainage system designed to serve "The Knolls at Hillcrest" will be owned and maintained by Hillcrest and/or the Homeowners' Association as provided in the covenants prepared for the subdivision. Maintenance of the stormwater system including surface and subsurface facilities will be subject to the following: • The Homeowners' Association shall hire or provide a maintenance supervisor responsible for inspection and routine maintenance of the storm drainage facilities. • At a minimum, inlet and outlet structures and detention ponds shall be inspected monthly and after any major storm or runoff event. Garbage, sticks, leaves, ice and other debris that may impede or alter normal flow, shall be removed from all structures. h'tu/li lit Iivi f1'?I I11'e 1c;ri a Repr.,;'1 ts-8-0l,.do Engineering Design Report Page 20 The Knolls at Hillcrest September 14, 2006 5.0 Streets and Alleys Several new roadways will be constructed through the development, providing access and connection to existing streets. Additional alleys will be constructed to access several lots within the interior of the development. All streets within the development will be constructed to generally meet City standards within the required right of way. However, they will be private streets with a public access easement and will be maintained by the Hillcrest Retirement Community and/or the Homeowners' Association. The following section describes the roadways and connections anticipated in the subdivision. 5.1 Geotechnical Evaluation and Pavement Design Based on the near surface materials encountered in the backhoe test pits performed by HKM, Inc., the subgrade consists of varying layers of clay and interbedded sands and gravels with cobbles. Where sandy gravels are encountered during construction, the roadway section can be constructed directly on the native materials. Where clayey materials exist, over-excavation and replacement with suitable fill, or placement of a geotextile fabric layer will be required to allow suitable compaction of the sub-base and base course materials. The magnitude and frequency of wheel load applications have been estimated based on a minimum 20-year design life, and the following parameters were used along with the AASHTO Pavement Design Method of Analysis to develop flexible pavement sections as detailed below: • Reliability (R) =74% • Standard Deviation(So) =0.45 Design Period (N) = 20 years 18-kip Equivalent Single Axle Loads (ESAL's) for Local Roads = 50,000 • CBR(clay) =4.0 (Mr =6,000 psi) • Design Serviceability Loss = 1.9 The proposed roads and alleys shall be constructed as follows, with a 17-inch total section depth assuming native sandy gravel subgrade material is present following initial site grading: • 3 inches hot mix asphaltic concrete • 6 inches of 3/4"-minus crushed base course gravel • 8 inches of 4"-minus sub-base course gravel (Pit Run) • Scarify and re-compact 12" of native subgrade Geotextile fabric may be required between re-compacted subgrade and sub-base course; to be determined in field by the engineer at time of construction if clayey soils are present at the proposed road subgrade elevations following initial site grading. F;rt�(!a Ir,rlrrrlr�u'r�ut I_�c irn Rcp rl 8 2R-O'S," ( Engineering Design Report Page 21 The Knolls at Hillcrest September 14, 2006 The following pavement specifications will be included on the engineering plans prepared for this project. 1. Hot Mix Asphaltic Concrete Surface — Per Bozeman Modifications to Montana Public Works Standard Specifications (MPWSS) the type and grade of asphalt cement shall be performance grade 58-28 (AASHTO Performance Graded Binder Specification MP-1) 2. Crushed Base Course - 3/4 inch Minus Gravel conforming to Section 02235 of the Montana Public Works Standard Specifications (MPWSS). Material shall be compacted to a minimum of 97 percent of ASSHTO T-99 Proctor near optimum moisture content. 3. Sub-Base Course — 4 inch Minus Pit Run Gravel. Material shall be compacted to a minimum of 97 percent of ASSHTO T-99 Proctor near optimum moisture content. 4. Geotextile Fabric — Mirafi 60OX Woven fabric, or equivalent, shall be used to facilitate compaction of sub-base over saturated, pumping sub-grade soils. The fabric shall be placed between the gravel sub-base course and the native subgrade using the manufacturer's recommendations. The analysis and recommendations submitted in this report are based upon data obtained from soil test pits performed by HKM Engineering in April 2006. A field inspection of the subgrade materials present on the site during and following initial site grading will be performed to confirm the proposed pavement section design. Design modifications or the addition of geotextile separation fabric may be considered based on specific soil and site conditions at the time of construction. 5.2 Interior Street Typical Section All roadways within the development will generally be constructed to City standards for local access streets. The roadways will include the following elements: • (2) 9-foot driving lanes • (2) 7-foot parking lanes (includes gutter width) • Curb and gutter (Catch or spill depending on road crown) • (2) 7.5-foot boulevards • (2) 5-foot sidewalks • 1-foot offsets to property lines The right of way requirement for this street section is 60 feet and is depicted in the typical sections of the Greater Bozeman Area Transportation Plan, Figure 11-1, Suggested Local Street Standards (middle section). This street section will be used for Knolls Lane, Pilot Knob Road, Kenyon Drive, Josephine Lane and Birchwood Lane. The roadways will be crowned with a 3% cross slope from the centerline, with the exception of Josephine Lane and Birchwood Lane which will be straight graded at 3% across the pavement width for drainage purposes. Kiwi'!s fra'r�islr ire ti�r'e Lh�si,grt f qjo,-!8-2846,dw' Engineering Design Report Page 22 The Knolls at Hillcrest September 14, 2006 5.3 Alley Typical Section All alleys within the development will be constructed with the same pavement section as the roadways and will include the following elements: • (2) 10-ft travel lanes • Spill curb and gutter, both sides The alleys will be v-shaped in cross-section providing drainage down the center. At the intersections with the main roadways, alley approaches will be constructed according to the City of Bozeman's Modifications to the MPWSS drawing number 02529-7A. 5.4 Horizontal and Vertical Geometry The horizontal and vertical geometry has been designed according to the requirements of the City of Bozeman and AASHTO, to the extent feasible. The rolling topography of the site requires adjustment of the road profiles to provide a best-fit scenario between intersection approach grades, sag and crest vertical curves, sight distances and stopping distances. Due to the nature of the site, several deviations from City Standards will be required to construct the local roadways without the need for substantial site grading beyond what is currently expected. The deviations include slopes at intersection approaches in excess of the required 3% and minimum K values for sag and crest vertical curves. A detailed description of the deviations, along with calculated stopping sight distances through vertical curves is provided in Appendix D. 5.4.1 Stopping Sight Distances Stopping sight distances were calculated using the current methodology as described in the Policy on Geometric Design of Highways and Streets (AASHTO, 2004). Stopping sight distance includes brake reaction time and the braking distance once the brakes are applied. Under normal conditions, all streets and intersections in the proposed development meet braking requirements to bring the vehicle to a complete stop. Braking distances were also compared to available sight distance through vertical curves in the proposed roadways to ensure adequate sight distance, brake reaction distance and braking distance. Sight distances were calculated using a driver vision height of 3.5 feet, and an obstacle height of 2.0 feet. All curves through the proposed development meet the minimum stopping sight distances under normal conditions. The calculated SSDs for each vertical curve in the proposed development are shown in Appendix D. The AASHTO methodology accounts for wet pavement under normal conditions. 5.4.2 Stopping Distance, Icy Conditions Due to the grades in the proposed roadways and the concern for additional braking distance required under icy conditions, stopping distances were determined for a range of tire- roadway friction factors according to AASHTO methodology. Recent research indicates that friction factors on icy roads may vary from 0.1 to 0.25, depending on the vehicle weights, tire make and model and a variety of other factors. Stopping distances for the range of slopes anticipated for the proposed development, along with a range of friction factors were calculated to determine potential stopping distances necessary during icy conditions. The distances for icy 1Cirofli fit!',tslrucow Re1)o;Y R-',-0(uh,, Engineering Design Report Page 23 The Knolls at Hillcrest September 14, 2006 conditions as well as the standard conditions (wet) using the effects of friction and grade are included in Appendix D. Under icy conditions, with the minimum friction factor of 0.1, the stopping distance is calculated to be 264 feet for a vehicle traveling 20 mph on a 3% downgrade, and 740 feet for an 8% downgrade. Increasing the friction factor to 0.15 decreases the stopping distance to 184 feet and 264 feet for those same grades and speed. Upgrade slopes are significantly less than these values due to the effect of gravity. The grades and intersection approach slopes designed for the subdivision represent a best-fit solution for the existing topography, following several design iterations and discussions with the City of Bozeman. Due to the topography in the site and the potential for icy conditions, roadway plowing and sanding will be required to reduce stopping distances on the roads and near the intersections within the development. Maintenance will be performed by the Hillcrest Retirement Community and the Homeowner's Association which will allow faster response following snowfall and ice formation. While the potential exists for drivers to exceed the available sight distances during stopping maneuvers, adequate maintenance and snowplowing will provide reduced stopping distances within the required guidelines of AASHTO. Engineering Design Report Page 24 The Knolls at Hillcrest September 14, 2006 6.0 Infrastructure Extensions and Off-Site Improvements The design being completed for the Knolls at Hillcrest includes extensions of the infrastructure for future connection by surrounding properties as well as off-site improvements relating to traffic. As required by the City of Bozeman, utility mains will be extended to the property lines, along with roadways as required by the conditions for preliminary plat approval. Off-site roadway improvements are being designed according to the required guidelines and are being submitted under separate cover to the City of Bozeman, the Department of Environmental Quality and the Montana Department of Transportation. The following is a brief summary of the extensions and off-site improvements being designed in conjunction with the Knolls at Hillcrest. 6.1 Water System Extensions Four water main line extensions are being provided as a part of the design for "The Knolls at Hillcrest". One water main will extend to the end of Josephine Lane near Burke Park for future extension to the Burke Property if necessary. The line will be terminated at a blowoff valve at the end of the constructed roadway. A second water main extension will be constructed to the southern property line from the pressurized lines downstream of the booster station in order to provide the lots within LeClair's rearrangement with adequate water supply at the pressures meeting the City's requirements. Two additional main line extensions will be installed under Highland Boulevard at proposed Knolls Lane and Old Highland Boulevard. The two extensions will be 10-inch and fl- inch Class 51 DIP, respectively, and will terminate at 2-inch blow off valves. These two main lines are included with the design of Highland Boulevard currently being prepared for resubmittal to the City of Bozeman and the MDT. They will be installed to serve the anticipated development as outlined in the Deaconess Subarea Plan and according to the recommendations of the Master Water, Wastewater and Stormwater Plan prepared for the property. 6.2 Sewer System Extensions Two sewer main line extensions will be provided to serve adjoining properties. One extension will be in Josephine Lane to near the end of the constructed roadway near the Burke property in the event that it is developed at some time in the future. A second main line extension will be made in Kenyon Drive to serve Le-Clair's rearrangement to the south. In coordination with Ray Center, this main line extension will eliminate the need for them to construct their proposed main across Josephine Park. 6.3 Road Extensions Kenyon Drive will be extended to the property line for future connection as LeClair's rearrangement is built. We have been coordinating with Ray Center on final grading of the roadway and believe the proposed vertical alignment will allow their connection with little variance from their originally proposed design. Josephine lane will be extended to within approximately 60 feet of the Burke property with the right-of-way extending all the way to the property line. In the event that the Burke L:xnll, fuhva .11 fwli ire LV i,,Io Rel;oa S' -06 dni Engineering Design Report Page 25 The Knolls at Hillcrest September 14, 2006 Property is developed in the future, the right of way can be used to finish Josephine Lane as would normally be required. 6.4 Off-Site Improvements Several off-site improvements were required as conditions for the preliminary plat approval. The following is a listing of the required off-site improvements which will be addressed through design reports provided to the City of Bozeman, the Department of Environmental Quality, and/or the Montana Department of Transportation as appropriate. • The portion of Highland Boulevard along the property including the intersection with Old Highland Boulevard and an additional —400 feet north is under redesign according to the City of Bozeman's and the MDT's initial comments. The redesign will be submitted to the City shortly after submittal of this design report. • The additional of a northbound left turn lane at the intersection of Highland and Main Street is currently under design and will be submitted to the City of Bozeman and the MDT as soon as the design is complete. • The intersection of Ellis and Highland Boulevard may require addition of a northbound through lane to manage additional traffic from the development. The improvements to Highland and Ellis will be designed according to AASHTO standards during the winter months for submittal to the City of Bozeman and MDT. A financial guarantee for the improvements will be provided to the City at the time of filing of the final plat, in the event that the improvements are not constructed at that time. • The intersection of Highland Boulevard and Kagy Boulevard requires the redesign to mitigate a LOS F northbound left-turn movement. The specific improvements to this intersection will be designed over the winter months, according to the recommendations provided in the Traffic Impact Assessment prepared for the entire Deaconess Subarea for submittal to the City of Bozeman and the MDT. A financial guarantee for the improvements will be provided to the City at the time of filing of the final plat, in the event that the improvements are not constructed at that time All other site improvements relating to parks, trails, landscaping, lighting, maintenance, and other conditions identified in the conditions of preliminary plat approval will be addressed through separate submittal prior to or at the time of filing the final plat application. J:i,oll5 Irifm:,lnirrr:r'u 1),__r,trr Repori e'�1rN 06.dr,.. Appendix A Preliminary Water System Design And Analysis Water System Design Plan View 0 0 r maj um ---J I Lw \ I ima �, • I � rueuc I �•.. I I gym. , '' IL___, I I i I ceex sauce I L ,' •I I :I -r- i I i I -_-J I LEGEND I WATERLINE gym, I nor, I� I r WATER SERVICE L___J If WATER VALVE �me I I L---J 1 I •- j p, FIRE HYDRANT L---J r-- f 1 r----I 0, I L L---J �orx I I I 1 1 ---� I !.••,� I L--_J I r__—� r P B GOPEXlV�CE r� --, L---J r---, I pare I III �o.,. r---� I I .197]L I r---, � I I L---J i t �mr L= I- i L---J i r----� L---J ---J r----1 r MA I ior,e I gym+ r1L7 r-, F— L-_-I L-_-J L___J 1 I I I I I I iL -J r---� L---Jr---� - 1 11++ I I�n*+� Lo*a I I I r--_, _uor� j I � I �I j lsatn I L_�JWr- I `•,. I L_J L_J L_J L—J I F- I I 1 L----J , L---J L--_J L---J j j • j ry j North — — — -- —�j L---J (---1 r r -- ry 1 r-1 f -1 r-1 r- '1 r 1 r -1 r-, (- -1 r 1 r '-1 r ---� I I I 1 I 11 I I I I I I I I I I I I I I I I I I I 11 1 uaT—� 1 1 s1B 11 era I—I I 10lII I I ory I uo*v I I—1 1 uo I I I stx I I sp>y I I I I 1 I I 11 I I I 11 I I I I I I I I I I I L-_-J I L--J L-_J L-J L-J L-J L--J L-J _J L-J L L- _J L-J L__J L--J - , I z — < ---- I, „ r--� r--� r--� r--� 11 4•ra 1 1 �m. 1 •*+ I I scLa I I im, I I iv I I I wru+. I I wn+ I I wn: I I < „ — oe.��.T w— I unewPua � oeow•reo ruauc I J L--J L-_J L--J L--J L--J L--J L--J L__J L__J I uxev+>u,x I � �� III. •— o L------J aM,e•+e•ruMsu,•MNYw I '� - 1p , o 0 I o Y ® o 40 go---� REVISION DATE: BY: REVISED FOR: THE KNOLLS AT HILLCREST SHEET o o Scale in Feet WATER SYSTEM Bozeman Deaconess PROJECT ENGINEER: TSM DESIGNED BY: TSMIJJK 3985Valley Commons Drive CHECKED BY: TSM DRAWN BY: JJK MASTER PLAN Bozeman,MT 59718 Health Services < �4o6�586-9922 PROJECT NO: 06-006 DATE: SEPTEMBER 15,2006 i Booster Station Building Plan View Q:\00\A283102\KNOLLS_PUMP-STATION\Wl.Awg,9/I11/2006 3:02:56 PM r 0 L r m z ;o ;O to A 08b/33W vav3S 6 EK )I • _....._........_............... .. .._ �. W_..._... ._ . . ._._.......__.. ._�. a a IF 6 •r,•n.l n. oxs:u.lo • •on•xxxx •a.y,,., xx.•0.x..m•u.xx.•_r.w•+x_ \ HKM Englneedng Inc. BOZEMAN DEACONESS LAND BANK WA mO w• N..io ly oNx X 60I Nikles Drive THE KNOLLS AT HLLCREST PUMP STATION ' ENGINEERING �SUIte2 Y N Bozeman,Montana 59715 PRELL94ARY PUMP ROOM PLAN (406(506-8834,FAX(406(586-1730 11 Preliminary Water System Analyses Knolls Pump Station - Weak Day + 2,000 gpm Fire (Pressures) Case 1 ICA �� J, 8.7 Ab cm I .�. - o.s SO k CO 37.2 - N , 1430. o .8 — L _ _ I �%� 136.1 N' J �! 23.3 99.6, C6 ;33.2 00. c\j 0.7 476-�W.2 2495.9 . 21.22396.3 33.9 1 rn 8.6 0 50 Knolls Pump Station - Weak Hour (Pressures) Case 2 9oi.8 407 7.6 / 75.7" - r_ 5 ------6947'- 7:4--�._ 1 -- M�J 6-- 10 r 135.5 M its23.31r.6 M ~32.9 52.4 a�.f05. _ a �. LO 12.5 7 c- — 35 ,3 2946 2�• 828.4 $ 5:133.8 128.2 rn o. ci 9.7 ,I Q 600 - - jo 1 Appendix B Sanitary Sewer System Analysis Sanitary Sewer System Design Plan View . o D 0, VIM VIM Lgu r LEGEND wra I 1 0 SANITARY SEWER MANHOLE PII- �L . 1 SANITARY SEWER Loma I I SANITARY SEWER SERVICE MANHOLE NUMBER LM I I I VOL, I I =_-- - ------`(mou-IANF I I 7 Lora r l arm I Lan lox LM MA LaT 1e rl I T. LOTA ♦I I L-03a1 ___ LOLL, Iffi� s:i I r OT 1 LEI _ I _ Lam I I LOB lore LOTre o�a L 1 14I]I M" L°T< Leo Lr •1 r I 'I ( L rr I Lma Lola I t I --- �------ - - _ - ---_--- -- Lord North Lm,a lift!ml LOM LaIL {OIL Loris LOIN L°Tn LQLN COLD LOL IOI.S -- man — kQJLu _ 17 � j 9 - a ,I. I I n a .I�I ; L°T� L� {�] Lg� _ Lm< Lmr Loro wry LgT S) Lor�s °vu°iein°PPiwc� OE LIN�PIRDP 0 o 3 0 ° 6° REVISION DATE: BY: REVISED FOR: - THE KNOLLS AT HILLCREST Y � SHEET Scale inFeet SANITARY SEWER SYSTEM S Bozeman Deaconess PROJECT ENGINEER: TSM DESIGNED BY: TSMIJJK 9985 Valley Commons Drive CHECKED BY: TSM DRAWN BY: JJK MASTER PLAN Bozeman,MT 5971" Health Services (406)586-9922 PROJECT NO: OB.006 DATE: SEPTEMBER 15,2006 Sanitary Sewer System Design Wastewater Flow Demands M O ao O O N V V f0 0 (D m N M o0 M O M V O 0 0 0 (D m N O O N N M M O a0 M M C) C, O O O O O O O O O O O O O O O CO N M iC• 3 0 0 0 0 0 0 0 0 0 0 0 0 0 o o o 0 0 0 0 0 o O o N ~ D O O O Q E rt J a U m m (0 f0 O V O V N (D O M N a0 V O O V m M N N CD 3 O m DD CD O n m M DD O O .-- m Mlo: (M ll� (D (D I: DD 1 O In C. 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C) N N N N N O N N N N N N (/� 0) N N N (n 07 N N N N t] v a1 O v m Q ._. b � v O o C v O v O c� t a rn rn rn rn c a rn rn rn rn rn rn Y rn rn 0) Y rn rn rn a� n co o co ao C a co co 0 co co co �, O o 0 0 �, cl co 0 ao rn o rn o m c rn 0 0 a a N C N C p > p 0 0 m m 0 CD m m C O cNo O N 7 m O (ND m O fNo y E p, N O E a N O cC7 N to E a N Ln E a cV LO f` C U a U n c) a U a O V O fA c c co 0 W d o o . _ v i d v v v v feo '7 v v 6 v v v Q Cln U) U) Cln Cln U> Cn U7 Cln cC') to 0 0 a a N N fV N a N cV cV (V (V fV a N CV fV a N CV CV ro d a d 0 a CD aLLLLLL O' LL LL LL LL a LL LL LL LL LL LL T LL LL LL LL LL LL LL 3 co en co rL 2 Y Y O N N N N O N N N N M M O N N N O N N N y y m m m m Y O N In (o p M v LL1 p c0 ti o C1 C J co f` a0 J Of M cn J J F► fq 1 y Y Cyr N C ILN M In O CO T a-- N v M I- M M d v N M O w O N v O O O O O O O O O O O O J 3 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 O 0 0 0 0 0 O O O o 0 0 0 o o o o 0 0 0 O o 0 o O o 0 0 0 0 0 U LL U LL co LL m 0 o _ LL E y � Y tG a 0 CD co n CD v N 0 00 LO M O O m n 0 O) O r- 0 v N O 00 00 G1 d N r cn 0 h v — CO 0 M 0 N N N r- M O r.- a0 W a O CV Co CV CM v v 6 w fh 00 Co d O O � N N OM v v O �C7 CD Co O E LL O LL d Q. 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O N f6 O N CO N M COO d0' 0v1 f0 f0 a0 N fD O� N � M COO 7 O CO O N LL7 f� O N 0 f� o � O CV uOj' � C CV y E Oa N N N N N M E On N N � �j a U a v C C v v v v v v v v v v .t6 v v v v v v v 0 Q. f° � Lq � � � Lq � � � u�i Un Lq in u� � U� Lq Un Lq �i Un a Na N N N N N N N N N N N N CL N N N N N N N N O O cp a a a a a � a LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL ++ � Cn N CA fn N Cn Cn (n fA fA Cn CA � Cn fn Cn (n N Cn M N Cn O 3 O M M M M eM M M M M M M M O cM Cl) CM M M M M M M N! D m m co sO N M v CO 0 O NM N p LOCO f� CO O O N M = J N N M M M M J N N N N ti Cl) � ® \ o o / n LO o m o 0 8 8 \ Q § ƒ 6 a 6 a ( o o a a a a a ƒ 0 0 E \ y LL y a s 4 � n # a o 0 c r, c N 2 ■ ■ © a o o e a 5@ o _ t § m v w a 5 ) o & & w R K ( E § LL C o Q E § 2 § I � ; I LL ) E 9 m m « $ $ k k m « k k - ¥ § ) o v ¥ q -q 4 a. � CD / ■ � $ a 2 a § % 0. q ■ p - k m m g r 3 R 2 § ( § 2 - E § - © � R U) O E ^ m g E { / / CD 7 7 B ■ » ƒ a o c o § § ƒ ? o 0 0 o c o § m OL & N CN ■ a N N N N N q - a V CN m (a � - a %U) 70 cc e CL cc 0 0 0 k 0 > g a 2 G $ e k G@ 2 m@ G 0 0 o e E E Cl) o . J k § m k \ I q o 17 \ 2 § # § \ ( & a § § k b 0 o / o / @ % E E co ; 0 ; 0 cx # § $ $ # & I $ Lq $ r E OR & & 0 W & & & & § � a � a $ a ■ (D a o m 3 E § J § » / CL § ) ) / % $ $ § $ \ o k0 � � © ) « E ) m w) w) LO L - ƒ cok ) m \ \ o 0 n 't LO � � k d Sanitary Sewer System Design Sanitary Sewer Manholes The Knolls at Hillcrest Prepared by: TSM Sanitary Sewer Manholes Date: 9/18/2006 Rim Manhole Manhole Manhole Manhole Northing Easting Elevation Invert In Inveil Out Depth SSMH-1 519182.7 1578759.8 5024.2 5018.2 5018.2 6.0 SSMH-2 519181.0 1578518.1 5022.4 5015.6 5015.4 6.9 SSMH-3 519180.4 1578439.8 5023.1 5017.1 5017.1 6.0 SSMH-4 518994.7 1578494.9 5034.5 5028.0 5027.8 6.6 SSMH-5 519411.0 1578518.2 5015.5 5009.8 5009.6 5.8 SSMH-6 519641.0 1578516.6 5011.4 5001.0 5000.8 10.5 SSMH-7 519387.5 1578668.8 5017.6 5009.7 5009.7 7.9 SSMH-8 519642.0 1578667.1 5007.9 5001.8 5001.6 6.2 SSMH-9 519967.0 1578523.7 4999.1 4993.2 4993.0 6.0 SSMH-10 520043.3 1578550.8 4996.3 4990.7 4990.5 5.7 SSMH-11 520179.7 1578629.7 4992.6 4986.9 4986.7 5.7 SSMH-12 519966.8 1578770.1 4997.6 4985.8 4985.6 11.9 SSMH-13 519931.5 1578927.2 4991.9 4984.9 4984.7 7.1 SSMH-14 520121.2 1579279.3 4970.3 4962.9 4962.7 7.6 SSMH-15 519183.4 1578869.8 5023.3 5017.3 5017.3 6.1 SSMH-16 519185.4 1579159.8 5011.1 5004.1 5003.9 7.1 SSMH-17 519187.0 1579389.0 5002.7 4997.1 4996.9 5.7 SSMH-18 519449.5 1579387.2 4995.1 4988.6 4988.4 6.7 SSMH-19 519647.0 1579385.9 4986.2 4978.8 4978.6 7.5 SSMH-20 519328.2 1578845.7 5019.9 5014.0 5014.0 5.9 SSMH-21 519331.0 1579243.1 5003.8 4997.7 4997.5 6.2 SSMH-22 519646.0 1579240.9 4988.8 4981.3 4981.1 7.6 SSMH-23 519832.0 1579380.3 4980.3 4973.1 4972.9 7.3 Existing 520285.9 1579398.4 4965.0 4952.1 4952.1 9.0 Sanitary Sewer System Design Sanitary Sewer Mains Pipe Pipe Pipe Capacity Peak Flow Peak Velocity Peak:Capacity US MH DS US IE Out DS IE In Slope (cfs) (cfs) (ft/s) (Percent) SSMH-1 SSMH-2 5018.170 5015.5 0.011 1.42 0.01 1.17 0.92 SSMH-3 SSMH-2 5015.420 5009.7 0.025 2.06 0.01 1.44 0.49 SSMH-4 SSMH-2 5017.090 5015.5 0.020 1.71 0.01 1.33 0.64 SSMH-2 SSMH-5 5027.810 5015.5 0.066 3.34 0.03 2.81 0.93 SSMH-5 SSMH-6 5009.610 5000.9 0.038 2.36 0.04 2.54 1.74 SSMH-7 SSMH-8 5000.770 4993.1 0.024 2.01 0.01 1.42 0.40 SSMH-8 SSMH-6 5009.720 5001.7 0.032 2.33 0.01 1.57 0.34 SSMH-6 SSMH-9 5001.560 5000.9 0.004 0.82 0.06 1.31 6.71 SSMH-9 SSMH-10 4992.970 4990.6 0.030 2.25 0.06 2.59 2.58 SSMH-10 SSMH-11 4990.450 4986.8 0.023 1.97 0.06 2.42 3.15 SSMH-11 SSMH-12 4986.730 4985.7 0.004 0.82 0.09 1.48 11.34 SSMH-12 SSMH-13 4985.580 4984.8 0.004 0.82 0.13 1.63 15.24 SSMH-13 SSMH-14 4984.720 4962.8 0.055 3.05 0.15 4.31 5.05 SSMH-15 SSMH-16 5017.3 5004.0 0.046 2.79 0.01 3.58 0.22 SSMH-16 SSMH-17 5003.9 4997.0 0.030 2.25 0.02 1.89 0.71 SSMH-17 SSMH-28 4996.9 4988.5 0.032 2.33 0.02 1.93 0.90 SSMH-18 SSMH-19 4988.4 4978.7 0.049 2.88 0.03 2.53 0.87 SSMH-19 SSMH-23 4978.6 4973.0 0.031 2.29 0.07 2.81 2.97 SSMH-20 SSMH-21 5014.0 4997.6 0.041 2.63 0.02 2.10 0.72 SSMH-21 SSMH-22 4997.5 4981.2 0.052 2.96 0.03 2.59 1.08 SSMH-22 SSMH-19 4981.1 4978.7 0.016 1.64 0.07 2.22 4.15 SSMH-23 SSMH-14 4972.9 4962.8 0.046 2.79 0.08 3.36 2.98 SSMH-14 Existing 4962.7 4952.1 0.053 2.99 0.23 4.81 7.73 Worksheet for SS PIPE - 1 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.012 ft/ft Diameter 8.00 in Discharge 0.01 ft3/s Results Normal Depth 0.54 in Flow Area 0.01 ft2 Wetted Perimeter 0.35 ft Top Width 0.33 ft Critical Depth 0.05 ft Percent Full 6.8 % Critical Slope 0.00817 ft/ft Velocity 1.17 ft/s Velocity Head 0.02 ft Specific Energy 0.07 ft Froude Number 1.18 Maximum Discharge 1.42 ft/s Discharge Full 1.32 ft'/s Slope Full 0.00000 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 6.77 Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.001 9/181200612:55:04 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for SS PIPE - 1 GVF Output Data Normal Depth 0.54 in Critical Depth 0.05 ft Channel Slope 0.012 ft/ft Critical Slope 0.00817 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/18/2006 12:65:04 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for SS PIPE - 2 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.066 ft/ft Diameter 8.00 in Discharge 0.03 ft3/s Results Normal Depth 0.56 in Flow Area 0.01 ft2 Wetted Perimeter 0.36 ft Top Width 0.34 ft Critical Depth 0.08 ft Percent Full 7.0 % Critical Slope 0.00727 ft/ft Velocity 2.81 ft/s Velocity Head 0.12 ft Specific Energy 0.17 ft Froude Number 2.79 Maximum Discharge 3.34 ft'/s Discharge Full 3.10 ft3/s Slope Full 0.00001 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 6.98 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/181200612:55:17 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755.1666 Page 1 of 2 Worksheet for SS PIPE - 2 GVF Output Data Normal Depth 0.56 in Critical Depth 0.08 ft Channel Slope 0.066 ft/ft Critical Slope 0.00727 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/18/2006 12:65:17 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for SS PIPE - 3 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.025 ft/ft Diameter 8.00 in Discharge 0.01 ft9/S Results Normal Depth 0.42 in Flow Area 0.01 ftZ Wetted Perimeter 0.31 ft Top Width 0.30 ft Critical Depth 0.04 ft Percent Full 5.2 % Critical Slope 0.00833 ft/ft Velocity 1.44 ft/s Velocity Head 0.03 ft Specific Energy 0.07 ft Froude Number 1.66 Maximum Discharge 2.06 ft'/s Discharge Full 1.91 ft'/s Slope Full 0.00000 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 5.21 Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/18/2006 12:56:31 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for SS PIPE - 3 GVF Output Data Normal Depth 0.42 in Critical Depth 0.04 ft Channel Slope 0.025 ft/ft Critical Slope 0.00833 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/18/2006 12:55:31 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for SS PIPE - 4 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.020 ft/ft Diameter 8.00 in Discharge 0.01 ft3/s Results Normal Depth 0.44 in Flow Area 0.01 ftZ Wetted Perimeter 0.32 ft Top Width 0.30 ft Critical Depth 0.05 ft Percent Full 5.5 Critical Slope 0.00820 ft/ft Velocity 1.33 ft/s Velocity Head 0.03 ft Specific Energy 0.06 ft Froude Number 1.49 Maximum Discharge 1.84 ft3/s Discharge Full 1.71 ft3/s Slope Full 0.00000 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 5.50 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/181200612:55:43 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755.1666 Page 1 of 2 Worksheet for SS PIPE - 4 GVF Output Data Normal Depth 0.44 in Critical Depth 0.05 ft Channel Slope 0.020 ft/ft Critical Slope 0.00820 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/1812006 12:55:43 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for SS PIPE - 5 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.038 ft/ft Diameter 8.00 in Discharge 0.04 ft3/s Results Normal Depth 0.73 in Flow Area 0.02 ft' Wetted Perimeter 0.41 ft Top Width 0.38 ft Critical Depth 0.09 ft Percent Full 9.1 % Critical Slope 0.00711 ft/ft Velocity 2.54 ft/s Velocity Head 0.10 ft Specific Energy 0.16 ft Froude Number 2.21 Maximum Discharge 2.53 ft'/s Discharge Full 2.36 ft3/s Slope Full 0.00001 ft/ft Flow Type Supercritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 9.06 Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/181200612:55:56 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-765-1666 Page 1 of 2 Worksheet for SS PIPE - 5 GVF Output Data Normal Depth 0.73 in Critical Depth 0.09 ft Channel Slope 0.038 ft/ft Critical Slope 0.00711 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/181200612:56:56 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for SS PIPE - 6 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.004 ft/ft Diameter 8.00 in Discharge 0.06 ft3/s Results Normal Depth 1.51 in Flow Area 0.05 ftz Wetted Perimeter 0.60 ft Top Width 0.52 ft Critical Depth 0.11 ft Percent Full 18.9 Critical Slope 0.00681 ft/ft Velocity 1.31 ft/s Velocity Head 0.03 ft Specific Energy 0.15 ft Froude Number 0.78 Maximum Discharge 0.82 ft3/s Discharge Full 0.76 ft3/s Slope Full 0.00002 ft/ft Flow Type SubCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 18.93 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/18/200612:56:10 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203.755-1666 Page 1 of 2 Worksheet for SS PIPE - 6 GVF Output Data Normal Depth 1.51 in Critical Depth 0.11 ft Channel Slope 0.004 ft/ft Critical Slope 0.00681 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster 108.01.066.00] 811812006 12:56:10 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06796 USA +1-203-755-1666 Page 2 of 2 Worksheet for SS PIPE - 7 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.024 ft/ft Diameter 8.00 in Discharge 0.01 ft3/s Results Normal Depth 0.42 in Flow Area 0.01 ft2 Wetted Perimeter 0.31 ft Top Width 0.30 ft Critical Depth 0.04 ft Percent Full 5.3 % Critical Slope 0.00856 ft/ft Velocity 1.42 ft/s Velocity Head 0.03 ft Specific Energy 0.07 ft Froude Number 1.63 Maximum Discharge 2.01 ft3/s Discharge Full 1.87 ft/s Slope Full 0.00000 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 5.26 Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/181200612:56:24 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for SS PIPE - 7 GVF Output Data Normal Depth 0.42 in Critical Depth 0.04 ft Channel Slope 0.024 ft/ft Critical Slope 0.00856 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 911812006 12:56:24 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for SS PIPE - 8 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.032 ft/ft Diameter 8.00 in Discharge 0.01 ft/s Results Normal Depth 0.39 in Flow Area 0.01 ft2 Wetted Perimeter 0.30 ft Top Width 0.29 ft Critical Depth 0.05 ft Percent Full 4.9 % Critical Slope 0.00820 fVft Velocity 1.57 ft/s Velocity Head 0.04 ft Specific Energy 0.07 ft Froude Number 1.87 Maximum Discharge 2.33 ft3/s Discharge Full 2.16 ft3/s Slope Full 0.00000 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 4.91 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster 108.01.066.00] 9/18/200612:56:38 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for SS PIPE - 8 GVF Output Data Normal Depth 0.39 in Critical Depth 0.05 ft Channel Slope 0.032 ft/ft Critical Slope 0.00820 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/18/2006 12:66:38 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for SS PIPE - 9 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.030 ft/ft Diameter 8.00 in Discharge 0.06 ft'/s Results Normal Depth 0.90 in Flow Area 0.02 ft2 Wetted Perimeter 0.46 ft Top Width 0.42 ft Critical Depth 0.11 ft Percent Full 11.3 Critical Slope 0.00684 ft/ft Velocity 2.59 ft/s Velocity Head 0.10 ft Specific Energy 0.18 ft Froude Number 2.02 Maximum Discharge 2.25 ft3/s Discharge Full 2.09 ft'/s Slope Full 0.00002 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 11.26 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9118/2006 12:56:54 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for SS PIPE - 9 GVF Output Data Normal Depth 0.90 in Critical Depth 0.11 ft Channel Slope 0.030 ft/ft Critical Slope 0.00684 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster (08.01.066.00] 9/18/2006 12:66:54 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for SS PIPE - 10 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.023 ft/ft Diameter 8.00 in Discharge 0.06 ft3/s Results Normal Depth 0.99 in Flow Area 0.02 ftz Wetted Perimeter 0.48 ft Top Width 0.44 ft Critical Depth 0.11 ft Percent Full 12.4 Critical Slope 0.00680 ft/ft Velocity 2.42 ft/s Velocity Head 0.09 ft Specific Energy 0.17 ft Froude Number 1.79 Maximum Discharge 1.97 ft'/s Discharge Full 1.83 ft3/s Slope Full 0.00002 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 12.38 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 91181200612:67:04 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for SS PIPE - 10 GVF Output Data Normal Depth 0.99 in Critical Depth 0.11 ft Channel Slope 0.023 ft/ft Critical Slope 0,00680 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9118/200612:57:04 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for SS PIPE - 11 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.004 ft/ft Diameter 8.00 in Discharge 0.09 ft'/s Results Normal Depth 1.88 in Flow Area 0.06 ft2 Wetted Perimeter 0.67 ft Top Width 0.56 ft Critical Depth 0.14 ft Percent Full 23.5 % Critical Slope 0.00654 ft/ft Velocity 1.48 ft/s Velocity Head 0.03 ft Specific Energy 0.19 ft Froude Number 0.78 Maximum Discharge 0.82 ft3/s Discharge Full 0.76 ft3/s Slope Full 0.00006 ft/ft Flow Type SubCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 23.45 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster 108.01.066.001 9/1812006 12:57:19 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for SS PIPE - 11 GVF Output Data Normal Depth 1.88 in Critical Depth 0.14 ft Channel Slope 0.004 ft/ft Critical Slope 0.00654 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/18/2006 12:57:19 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for SS PIPE - 12 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.004 ft/ft Diameter 8.00 in Discharge 0.13 ft3/s Results Normal Depth 2.23 in Flow Area 0.08 ft2 Wetted Perimeter 0.74 ft Top Width 0.60 ft Critical Depth 0.16 ft Percent Full 27.9 % Critical Slope 0.00647 ft/ft Velocity 1.63 ft/s Velocity Head 0.04 ft Specific Energy 0.23 ft Froude Number 0.79 Maximum Discharge 0.82 ft3/s Discharge Full 0.76 ft3/s Slope Full 0.00012 ft/ft Flow Type SubCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 27.89 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/181200612:67:35 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for SS PIPE - 12 GVF Output Data Normal Depth 2.23 in Critical Depth 0.16 ft Channel Slope 0.004 ft/ft Critical Slope 0.00647 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/181200612:57:35 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for SS PIPE - 13 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.055 ft/ft Diameter 8.00 in Discharge 0.15 ft3/s Results Normal Depth 1.25 in Flow Area 0.04 ftz Wetted Perimeter 0.54 ft Top Width 0.48 ft Critical Depth 0.18 ft Percent Full 15.7 Critical Slope 0.00643 ft/ft Velocity - 4.31 ft/s Velocity Head 0.29 ft Specific Energy 0.39 ft Froude Number 2.83 Maximum Discharge 3.05 ft'/s Discharge Full 2.83 ft3/s Slope Full 0.00016 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 15.68 Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/18/2006 12:57:48 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for SS PIPE - 13 GVF Output Data Normal Depth 1.25 in Critical Depth 0.18 ft Channel Slope 0.055 ft/ft Critical Slope 0.00643 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/18/2006 12:57:48 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for SS PIPE - 14 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.053 ft/ft Diameter 8.00 in Discharge 0.23 ft/s Results Normal Depth 1.56 in Flow Area 0.05 ftz Wetted Perimeter 0.61 ft Top Width 0.53 ft Critical Depth 0.22 ft Percent Full 19.5 % Critical Slope 0.00643 ft/ft Velocity 4.81 ft/s Velocity Head 0.36 ft Specific Energy 0.49 ft Froude Number 2.82 Maximum Discharge 2.99 ft3/s Discharge Full 2.78 ft3/s Slope Full 0.00036 ft/ft Flow Type Supercritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 19.46 Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/18/200612:68,06 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for SS PIPE - 14 GVF Output Data Normal Depth 1.56 in Critical Depth 0.22 ft Channel Slope 0.053 ft/ft Critical Slope 0.00643 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/18/2006 12:58:06 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06796 USA +1-203-755-1666 Page 2 of 2 Worksheet for SS PIPE - 15 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.046 ft/ft Diameter 8.00 in Discharge 0.10 ft3/s Results Normal Depth 1.07 in Flow Area 0.03 ft2 Wetted Perimeter 0.50 ft Top Width 0.45 ft Critical Depth 0.14 ft Percent Full 13.4 % Critical Slope 0.00654 ft/ft Velocity 3.58 fUs Velocity Head 0.20 ft Specific Energy 0.29 ft Froude Number 2.55 Maximum Discharge 2.79 ft3/s Discharge Full 2.59 ft3/s Slope Full 0.00007 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 13.41 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9118/2006 12:59:24 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for SS PIPE - 15 GVF Output Data Normal Depth 1.07 in Critical Depth 0.14 ft Channel Slope 0.046 ft/ft Critical Slope 0.00654 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.001 9/181200612:59:24 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for SS PIPE - 16 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.030 ft/ft Diameter 8.00 in Discharge 0.02 ft3/s Results Normal Depth 0.56 in Flow Area 0.01 ftz Wetted Perimeter 0.36 ft Top Width 0.34 ft Critical Depth 0.06 ft Percent Full 6.9 % Critical Slope 0.00763 ft/ft Velocity 1.89 ft/s Velocity Head 0.06 ft Specific Energy 0.10 ft Froude Number 1.88 Maximum Discharge 2.25 fr/s Discharge Full 2.09 ft/s Slope Full 0.00000 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 6.94 Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 911 812006 1 2:59:40 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1.203-755-1666 Page 1 of 2 Worksheet for SS PIPE - 16 GVF Output Data Normal Depth 0.56 in Critical Depth 0.06 ft Channel Slope 0.030 ft/ft Critical Slope 0.00763 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08,01.066.00] 911812006 12:59:40 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for SS PIPE - 17 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.032 ft/ft Diameter 8.00 in Discharge 0.02 ft3/s Results Normal Depth 0.55 in Flow Area 0.01 ft2 Wetted Perimeter 0.35 ft Top Width 0.34 ft Critical Depth 0.06 ft Percent Full 6.8 % Critical Slope 0.00763 ft/ft Velocity 1.93 ft/s Velocity Head 0.06 ft Specific Energy 0.10 ft Froude Number 1.94 Maximum Discharge 2.33 ft3/s Discharge Full 2.16 ft/s Slope Full 0.00000 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 6.83 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/18/2006 12:59:64 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06796 USA +1-203-755-1666 Page 1 of 2 Worksheet for SS PIPE - 17 GVF Output Data Normal Depth 0.55 in Critical Depth 0.06 ft Channel Slope 0.032 ft/ft Critical Slope 0.00763 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster (08.01.066.00] 9/18/2006 12:59:54 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for SS PIPE - 18 • Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.049 ft/ft Diameter 8.00 in Discharge 0.03 ft3/s Results Normal Depth 0.60 in Flow Area 0.01 ft2 Wetted Perimeter 0.37 ft Top Width 0.35 ft Critical Depth 0.08 ft Percent Full 7.5 % Critical Slope 0.00735 ft/ft Velocity 2.53 ft/s Velocity Head 0.10 ft Specific Energy 0.15 ft Froude Number 2.43 Maximum Discharge 2.88 ft3/s Discharge Full 2.67 ft3/s Slope Full 0.00001 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 7.48 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster 108.01,066.001 9/18/2006 1:00:28 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for SS PIPE - 18 GVF Output Data Normal Depth 0.60 in Critical Depth 0.06 ft Channel Slope 0.049 ft/ft Critical Slope 0.00735 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/18/20061:00:28 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for SS PIPE - 19 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.031 ft/ft Diameter 8.00 in Discharge 0.07 ft3/s Results Normal Depth 0.99 in Flow Area 0.02 ft2 Wetted Perimeter 0.48 ft Top Width 0.44 ft Critical Depth 0.12 ft Percent Full 12.4 Critical Slope 0.00671 ft/ft Velocity 2.81 ft/s Velocity Head 0.12 ft Specific Energy 0.21 ft Froude Number 2.08 Maximum Discharge 2.29 ft'/s Discharge Full 2.13 ft3/s Slope Full 0.00003 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 12.41 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/18/20061:00:41 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for SS PIPE - 19 GVF Output Data Normal Depth 0.99 in Critical Depth 0.12 ft Channel Slope 0.031 ft/ft Critical Slope 0.00671 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/18/2006 1:00:41 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for SS PIPE - 20 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.041 ft/ft Diameter 8.00 in Discharge 0.02 ft3/s Results Normal Depth 0.52 in Flow Area 0.01 ft2 Wetted Perimeter 0.34 ft Top Width 0.33 ft Critical Depth 0.06 ft Percent Full 6•4 % Critical Slope 0.00765 ft/ft Velocity 2.10 ft/s Velocity Head 0.07 ft Specific Energy 0.11 ft Froude Number 2.18 Maximum Discharge 2.63 ft3/s Discharge Full 2.45 ft/s Slope Full 0.00000 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 6.45 Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.001 9/18120061:00:58 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for SS PIPE - 20 • GVF Output Data Normal Depth 0.52 in Critical Depth 0.06 ft Channel Slope 0.041 ft/ft Critical Slope 0.00765 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/18/20061:00:58 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for SS PIPE - 21 • Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.052 fUft Diameter 8.00 in Discharge 0.03 ft'/s Results Normal Depth 0.59 in Flow Area 0.01 ft2 Wetted Perimeter 0.37 ft Top Width 0.35 ft Critical Depth 0.08 ft Percent Full 7.4 % Critical Slope 0.00736 ft/ft Velocity 2.59 ft/s Velocity Head 0.10 ft Specific Energy 0.15 ft Froude Number 2.50 Maximum Discharge 2.96 ft3/s Discharge Full 2.76 ft3/s Slope Full 0.00001 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 7.37 Downstream Velocity Infinity ft/s Upstream Velocity Infinity fUs Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.001 9/1812006 1:01:11 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for SS PIPE - 21 GVF Output Data Normal Depth 0.59 in Critical Depth 0.08 ft Channel Slope 0.052 ft/ft Critical Slope 0.00736 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster 108.01.066.00] 9/18/2006 1:01:11 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for SS PIPE - 22 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.016 ft/ft Diameter 8.00 in Discharge 0.07 ft3/s Results Normal Depth 1.17 in Flow Area 0.03 ft2 Wetted Perimeter 0.52 ft Top Width 0.47 ft Critical Depth 0.12 ft Percent Full 14.6 % Critical Slope 0.00668 ft/ft Velocity 2.22 ft/s Velocity Head 0.08 ft Specific Energy 0.17 ft Froude Number 1.51 Maximum Discharge 1.64 ft3/s Discharge Full 1.53 ft3/s Slope Full 0.00003 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 Normal Depth Over Rise 14.58 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9118/20061:01:25 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for SS PIPE - 22 GVF Output Data Normal Depth 1.17 in Critical Depth 0.12 ft Channel Slope 0.016 ft/ft Critical Slope 0.00668 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 9/18/2006 1:01:25 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for SS PIPE - 23 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.046 ft/ft Diameter 8.00 in Discharge 0.08 ft3/s Results Normal Depth 0.96 in Flow Area 0.02 ft2 Wetted Perimeter 0.47 ft Top Width 0.43 ft Critical Depth 0.13 ft Percent Full 12.0 % Critical Slope 0.00669 ft/ft Velocity 3.36 ft/s Velocity Head 0.18 ft Specific Energy 0.26 ft Froude Number 2.53 Maximum Discharge 2.79 ft3/s Discharge Full 2.59 ft3/s Slope Full 0.00004 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 in Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 in Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 12.03 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster 108.01.066.00] 9/18/20061:01:38 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for SS PIPE - 23 GVF Output Data Normal Depth 0.96 in Critical Depth 0.13 ft Channel Slope 0.046 ft/ft Critical Slope 0.00669 ft/ft Bentley Systems,Inc_ Haestad Methods Solution Center Bentley FlowMaster 108.01.066.001 9/18/20061:01:30 PM 27 Siemons Company Drive Suite 2C20 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2