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18022 Appendices
Lakes at Valley West Subdivision – Phases 5 & 6 Preliminary Plat Application Affordable Housing The intent of this section is to address the affordable housing needs identified in the City of Bozeman Affordable Housing Ordinance (AHO); Chapter 38, Article 43 of the Bozeman Municipal Code. To address these affordable housing needs the applicant requests consideration of two items: 1. The applicant proposes, through The Lakes at Valley West Planned Unit Development, an alternative method of compliance with the terms of 38.43 by requesting an alternative income qualification approach, marketing requirements, and subsidy recapture. 2. Impact fee support for up to eight (8) townhomes to be constructed in The Lakes at Valley West and marketed with the assistance of HRDC directly to households with incomes at or below 80% of the Area Median Income (AMI). This alternative method of compliance received approval for 4 homes at the November 13, 2017 City Commission Meeting of Bozeman, Montana. As part of that request these 4 homes apply to the affordable housing requirement for Phases 5 & 6 of The Lakes at Valley West PUD. At this time four of these homes are being constructed and are under contract for sale to qualifying families. To date this alternate method of compliance has proven very successful. Number of Affordable Homes; Number of Bedrooms; Location; Timing of Delivery; Construction Section 38.43.060. provides the number of affordable homes required in a development plan and options for meeting those requirements. Section 38.43.060.A.1. provides one method to meet this requirement is that “The developer may: Build and sell low priced homes. 10% of the total dwelling units constructed within the subdivision or site plan must be built and sold at price targets as established by the city pursuant to section 38.43.070 to households with incomes at or below 80% of AMI. To meet this requirement for the 79 proposed lots in phases 5 and 6 of The Lakes at Valley West the applicant is proposing to construct 8 homes to be built and marketed to households with incomes at or below 80% of AMI. As mentioned previously four of these homes are already under construction and under contract for sale to qualified buyers. The remaining four, one of which is reserved by a qualified buyer, will be constructed in the spring and summer of 2018. These affordable homes will be delivered in completion or started prior to the issuance of 50% of the building permits to construct market rate homes in Phases 5 & 6 of The Lakes at Valley West. These homes are being marketed in cooperation with HRDC. The actual bedroom count or specific unit to be provided will depend on the needs of the individual homebuyers. The units are designed to allow flexibility between the lots and buildings and the bedroom count or specific unit to be provided will be adjusted to meet the needs of the specific buyers. Currently the market rate homes in The Lakes at Valley West provide a combination of 1 bedroom apartments (ADU’s), 2 and 3 bedroom townhomes, and 3 and 4 bedroom single family homes. The specific design of each home and number of bedrooms to be provided in Phases 5 & 6 is not known at this time and is dependent on a number variables including but not limited to the needs of the homeowner and market conditions at the time the home is constructed. It is not possible to provide an exact mix of the number of bedrooms to be provided in each market rate home at this time. The following is a list of the homes currently anticipated. Plans and elevations for the units are provided with this submittal. The Proposed Homes 5519 Arnhem Way: 2 Bedroom/2 Bath Townhome (Upon approval to be constructed in the spring and summer of 2018) 852 SF 80% AMI Mortgage $169,911 Down Payment Assistance $ 10,000 AHO Allowable Sales Price $180,911 Due to the fact that the applicant is providing a 2 Bedroom/ 2 Bath product that can feasibly be purchased by a family with an income similar to a qualified 3 Bedroom unit the applicant requests an additional category be added for this product and that the maximum price be increased to $199,500. Proposed Sales Price $199,500 5533 Arnhem Way: 3 Bedroom/2 Bath Townhome (Upon approval to be constructed in the spring and summer of 2018) 1044 SF 80% AMI Mortgage $214,793 Down Payment Assistance $ 10,000 Buyer Minimum Contribution $ 1,000 AHO Allowable Sales Price $225,793 Proposed Sales Price $225,793 5557 Arnhem Way: 2 Bedroom/2 Bath Townhome (Approved by City Commission November 13, 2017; currently under construction and contract for sale to a qualified buyer) 852 SF 80% AMI Mortgage $169,911 Down Payment Assistance $ 10,000 Buyer Minimum Contribution $ 1,000 AHO Allowable Sales Price $180,911 Due to the fact that the applicant is providing a 2 Bedroom/ 2 Bath product that can feasibly be purchased by a family with an income similar to a qualified 3 Bedroom unit the applicant requests an additional category be added for this product and that the maximum price be increased to $199,500. Proposed Sales Price $199,500 5567 Arnhem Way: 3 Bedroom/2 Bath Townhome (Approved by City Commission November 13, 2017; currently under construction and contract for sale to a qualified buyer) 1044 SF 80% AMI Mortgage $214,793 Down Payment Assistance $ 10,000 Buyer Minimum Contribution $ 1,000 AHO Allowable Sales Price $225,793 Proposed Sales Price $225,793 5575 Arnhem Way: 2 Bedroom/2 Bath Townhome (Approved by City Commission November 13, 2017; currently under construction and contract for sale to a qualified buyer) 852 SF 80% AMI Mortgage $169,911 Down Payment Assistance $ 10,000 Buyer Minimum Contribution $ 1,000 AHO Allowable Sales Price $180,911 Due to the fact that the applicant is providing a 2 Bedroom/ 2 Bath product that can feasibly be purchased by a family with an income similar to a qualified 3 Bedroom unit the applicant requests an additional category be added for this product and that the maximum price be increased to $199,500. Proposed Sales Price $199,500 5583 Arnhem Way: 3 Bedroom/2 Bath Townhome (Approved by City Commission November 13, 2017;currently under construction and contract for sale to a qualified buyer) 1044 SF 80% AMI Mortgage $214,793 Down Payment Assistance $ 10,000 Buyer Minimum Contribution $ 1,000 AHO Allowable Sales Price $225,793 Proposed Sales Price $225,793 5603 Arnhem Way: 2 Bedroom/2 Bath Townhome (Upon approval to be constructed in the spring and summer of 2018) 852 SF 80% AMI Mortgage $169,911 Down Payment Assistance $ 10,000 Buyer Minimum Contribution $ 1,000 AHO Allowable Sales Price $180,911 Due to the fact that the applicant is providing a 2 Bedroom/ 2 Bath product that can feasibly be purchased by a family with an income similar to a qualified 3 Bedroom unit the applicant requests an additional category be added for this product and that the maximum price be increased to $199,500. Proposed Sales Price $199,500 5609 Arnhem Way: 3 Bedroom/2 Bath Townhome (Upon approval to be constructed in the spring and summer of 2018) 1044 SF 80% AMI Mortgage $214,793 Down Payment Assistance $ 10,000 Buyer Minimum Contribution $ 1,000 AHO Allowable Sales Price $225,793 Proposed Sales Price $225,793 Marketing The applicant is working directly with HRDC to market the homes to qualified buyers. HRDC pre- qualifies a household to verify that they meet the 80% AMI requirement and places them in direct communication with the applicant to purchase the home. HRDC will also verify the qualifications prior to the applicant and buyer closing the sale. This third party oversight strengthens assurances for the City that the homes are sold to qualified buyers. Subsidy Recapture The applicant requests alternate Subsidy Recapture provisions to those provided in the Affordable Housing Ordinance as follows: The applicant proposes to replace the Requirement for repayment of cash subsidy with the following language: - Requirement for repayment of cash subsidy. The buyer of a lower-priced home that receives cash support in the form of funds from the Affordable Housing Fund or other funding through the city, including but not limited to down payment assistance, impact fee payment, or other funding shall be required to repay all or a portion of the subsidy, at 0% interest, when the dwelling or property is sold, transferred, refinanced within 5 years of the date of purchase or at any time the initial buyer who qualified for the subsidy has failed to abide by the requirements of this article. The subsidy will be recorded as a lien against the property at the Gallatin County Clerk and Recorders Office. Any cash subsidy provided by the City will be reduced by 20% over each of the first 5 years following the initial purchase of the home as long as the home is owned and occupied by the initial buyer who qualified for the subsidy. Any lien for a cash subsidy will be removed completely after the 5 year period. - Requirement for repayment of non-cash subsidy. This requirement is eliminated in its entirety. Impact Fee Support The applicant is requesting impact fee support from the City in the amount of 100% of the impact fee applicable for each townhome unit. This support is being request in accordance with section 2.06.1700.H. of the Bozeman Municipal Code. 3-day Permit Review 3 day permit review criteria is requested including the provision of the same expedited 3 day permit review for a market rate home in the future for each affordable home. 5557 Arnhem Way Bozeman, MT 3 bedroom 2 bathroom 5567 Arnhem Way Bozeman, MT 2 bedroom 2 bathroom Townhomes For Sale in The Lakes Subdivision Beautiful townhomes to be constructed in The Lakes at Valley West, Bozeman’s premier residential community. Built by Kilday & Stratton,Inc., these effi ciently designed homes feature innovative open design, modern fi nishes, and attached carports. Enjoy The Lakes community amenities including two 6-acre lakes, miles of walking trails and open space, as well as the close proximity to three schools and sports fi elds. Construction is starting in August 2017. Coming soon to the MLS! Greg Stratton 406-599-5603 www.lakesatvalleywest.com REF.DWREF.DWWDWHSTACKINGW/DWHGENERAL NOTES1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND JOB SITE CONDITIONS BEFORE COMMENCING WORK AND SHALL REPORT ANY DISCREPANCIES TO THE ARCHITECT.2. GENERAL CONTRACTOR TO COORDINATE ARCHITECTURAL DRAWINGS WITH MECHANICAL, ELECTRICAL, AND PLUMBING.APPLICABLE CODES:2012 INTERNATIONAL RESIDENTIAL CODE 2012 UNIFORM PLUMBING CODE 2012 INTERNATIONAL MECHANICAL CODE 2014 NATIONAL ELECTRIC CODE 2012 INTERNATIONAL FUEL GAS CODE2012 INTERNATIONAL ENERGY CONSERVATION CODEDESIGN CRITERIASEISMIC ZONE D090 MPH WINDA3.32A3.31A3.21A3.2222x30 ATTIC ACCESS30x30 CRAWL SPACE ACCESS63' - 6"10' - 6"BED 112-0 X 8-9BED 213-0 X 8-9BATH5-0 X 9-4BATH8-2 X 5-0KITCHEN7-9 X 13-63' - 0" 3' - 0" 17' - 6" 11' - 6" 3' - 0" 3' - 0"LIVING/DINING18-8 X 10-6COVERED PATIOCOVERED PATIO6' - 0"12' - 6"8' - 2"13' - 4"6' - 0"PROPERTY LINEPROPERTY LINEBATH7-0 X 7-11W.I.C.4-11 X 4-5BATH5-0 X 8-0MASTER BED10-8 X 12-0COVERED PATIOCOVERED PATIOKITCHEN9-2 X 17-10LIVING/ DINING13-4 X 11-6BED 210-0 X 10-31,044 SF852 SFPANTRYTYPE 'B' FENCETYPE 'B' FENCEPARKING4' - 0" 9' - 4"23' - 8"20' - 0"11' - 0" 4' - 0" 2' - 0"PARKINGTYPE 'B' FENCETYPE 'B' FENCEBED 39-4 X 10-3LINENPANTRY37' - 0"10' - 6"8' - 2"6' - 4"12' - 0"10' - 8"6' - 4"9' - 6"4' - 6"6' - 0"STORAGE5-4 X 2-63' - 0"STORAGE5-4 X 2-64' - 8" 4' - 8" 5' - 6" 2' - 4" 3' - 2" 6' - 4"6' - 4" 5' - 10" 5' - 4" 3' - 8" 5' - 2" 10" 2' - 4" 7' - 10"41' - 0"37' - 0"46' - 0"6' - 0" 6' - 0" 5' - 4" 5' - 4"6' - 3"6' - 3"2' - 6"5' - 8"3/4" WATER LINE CONFIRM LOCATION3/4" WATER LINE CONFIRM LOCATION37' - 0"37' - 0"30" X 42"SINGLE HUNG(7' - 4") HEAD48" x 80"BIFOLD28" x 80"30" x 80"60" x 80"BIFOLD30" x 80"36" x 80"TEMPEREDFULL LITE60" x 80"BIFOLD28" x 80"36" x 80"28" x 80"28" x 80"24" x 80"36" X 60"FIXEDEGRESS(7' - 4") HEAD36" X 60"SINGLE HUNG(7' - 4") HEAD36" X 60"FIXED(7' - 4") HEAD36" X 60"FIXEDEGRESS(7' - 4") HEAD36" X 60"FIXED(7' - 4") HEAD28" x 80"60" x 80"BIFOLD30" X 42"SINGLE HUNG(7' - 4") HEAD36" x 80"36" X 60"FIXED(7' - 4") HEAD28" x 80"48" x 48"SINGLE HUNG(7' - 4") HEAD48" x 48"SINGLE HUNG(7' - 4") HEAD24" x 80"36" X 60"SINGLE HUNGEGRESS(7' - 4") HEAD60" x 80"BIFOLD60" x 80"BIFOLD28" x 80"18" x 80"36" x 80"36" x 80"36" X 60"SINGLE HUNG(7' - 4") HEAD36" X 60"FIXED(7' - 4") HEAD36" X 60"SINGLE HUNG(7' - 4") HEAD36" X 60"FIXEDEGRESS(7' - 4") HEAD36" X 60"SINGLE HUNG(7' - 4") HEAD36" X 60"SINGLE HUNG(7' - 4") HEAD36" X 60"SINGLE HUNG(7' - 4") HEAD36" X 60"SINGLE HUNGEGRESS(7' - 4") HEAD36" x 80"TEMPEREDFULL LITE30" x 80"30" x 80"4' - 2" 4' - 0"6X6 POST, TYP.ROOF BEAM ABOVEROOF BEAM ABOVEROOF BEAM ABOVE, TYPICAL4' - 6" 5' - 0"2' - 6"7' - 10"7' - 2"12' - 0" 5' - 6" 5' - 9" 5' - 9"74' - 0"ROOF BEAM ABOVE, TYPICALROOF BEAM ABOVE, TYPICAL11"1-HR COMMON WALL5' - 8"7' - 8"COVERED CARPORTCOVERED CARPORT1-HR COMMON WALL11"5' - 8" 2' - 6" 4' - 1"3' - 10"7' - 4"3' - 6"3' - 4"10' - 1"5' - 0" 3' - 10"16' - 5" 2' - 4"6X6 POST, TYP.6X6 POST, TYP.6X6 POST, TYP.ROOF BEAM ABOVE, TYPICALROOF BEAM ABOVE, TYPICAL2X68' - 10"2' - 4"3' - 6"2' - 1"1' - 11"9' - 5"4' - 9" 8' - 7"9' - 7" 2' - 6" 5' - 0"3' - 10" 8' - 7"3' - 0"2X67' - 1" 3' - 11" 3' - 8" 6' - 0" 2' - 4" 11' - 1"3' - 6"3' - 4"5' - 0"8' - 4"10' - 7"2' - 4"2' - 10"5' - 0"12' - 4"11' - 0" 5' - 0" 9' - 7"7' - 1" 3' - 11" 5' - 0"3' - 10"6' - 9"2' - 4"5' - 4"ELECTRICAL METERE.P.E.P.22x30 ATTIC ACCESSELECTRICAL METERENERGY EFFICIENCY2012 INTERNATIONAL ENERGY CONSERVATION CODEMONTANA CLIMATE ZONE 6BINSULATION & FENESTRATION REQUIRMENTS BY COMPONENTCEILING FLAT: FLAT R-49VAULTED R-38WALLS: ABOVE GRADE R-21BASEMENTS R-19 CAVITY/ R-15 CONT.CRAWL SPACE R-19 CAVITY/ R-15 CONT.FLOORS: OVER UNHEATED SPACES R-30PERIMETER SLAB FOR 4 FT. R-10EXTERIOR DOORS R-3WINDOWS NFRC UNIT RATING U-0.32WATER HEATER ENERGY FACTOR RATING 0.58HEATING SYSTEM ENERGY EFFICIENCY RATING 78%(AFUE FOR GAS; HSPF HEAT PUMP)BEAM SCHEDULERB1XXXPLAN NOTES1. CONTRACTOR TO CONFIRM SIZE & TYPE OF WATER HEATER, SET HEATER IN 1 1/2" DEEP 24 GA. GALVANIZED STEEL PAN DRAINED w/ 3/4" INDIRECT WASTE PIPE. WATER HEATERS SHALL BE ANCHORED OR STRAPPED TO PREVENT HORIZONTAL MOVEMENT2. ELEVATE WATER HEATER 18" MINIMUM ABOVE GARAGE SLAB TO ANY ELEMENT OR SWITCH THAT MAY SPARK3. A PERMANENT CRAWL SPACE LADDER OR ATTIC SPACE PULL DOWN LADDER IS TO BE INSTALLED TO ACCESS THE HEATING UNIT OR BOILER. 4. THE MAXIMUM CLEAR TRAVEL PATH FROM THE CRAWL SPACE OR ATTIC ACCESS OPENING TO THE HEATING UNIT OR BOILER IS 20 FEET.5. PROVIDE LIGHT FIXTURE CONTROLLED BY A SWITCH LOCATED AT THE CRAWL SPACE ACCESS HATCH & A RECEPTACLE OUTLET SHALL BE INSTALLED AT OR NEAR THE FURNACE.MECHANICALEGRESS WINDOWSSAFETY GLAZING REQUIREMENTS1. TEMPER GLAZING AT LOCATIONS SPECIFED IN IRC 2012 R308.4 FIRE RESISTANT CONSTRUCTION REQUIREMENTS1. DOOR(S) BETWEEN GARAGE & HOUSE SHALL BE 20-MINUTE & EQUIPPED WITH A SELF-CLOSING DEVICE.2. INSTALL 1/2" GWB @ WALLS & UNDER-STAIR SURFACE IN ENCLOSED ACCESSIBLE SPACE UNDER STAIRS 3. WHERE HABITABLE ROOMS ARE ABOVE A GARAGE, APPLY 5/8" TYPE 'X' GWB ON GARAGE CEILING & 1/2" GWB ON WALLS SUPPORTING FLOOR ABOVE4. FOAM INSULATION SHALL BE SEPARATED FROM THE INTERIOR OF A BUILDING BY AN APPROVEDTHERMAL BARRIER OF MINIMUM 1/2 INCH GWB OR A MATERIAL THAT IS TESTED IN ACCORDANCE NFPA 275.5. PROVIDE FIRE BLOCKING VERTICALLY AT THE CEILING AND FLOOR LEVELS & HORIZONTALLY AT INTERVALS NOT EXCEEDING 10 FT.ALL SLEEPING ROOMS SHALL HAVE A MEANS OF EGRESS DIRECTLY TO THE OUTSIDE VIA A DOOR OR WINDOW. EGRESS WINDOWS SHALL MEET THE REQUIREMENTS OF IRC 2012 SECTION R310.11-HR COMMON WALL REQ'MTS.REFER WALL SECTION ON 2/A2.3 IN ADDITION TO NOTES BELOWTOWNHOUSE COMMON 1-HOUR FIRE-RESISTANCE-RATED WALL ASSEMBLY (IRC R302.2)(UL DESIGN U305 & U340-TL-77-149, STC 54 [WEAL 06-497])• (2) 2X6 WALLS SEPARATED BY 2" AIR SPACE. STUDS @ 16" O.C.• R-21 FRICTION-FIT FIBERGLASS BATT IN BOTH WALLS• 5/8" GWB TYPE X ON EACH FACE OF STUD, (4) LAYERS TOTAL, CAULK PERIMETER, (SUBSTITUTE EXTERIOR GYP @ EXTERIOR LOCATIONS)• TESTED IN ACCORDANCE WITH ASTM E 119 OR UL 263 • WALL SHALL NOT CONTAIN PLUMBING OR MECHANICAL EQUIPMENT, DUCTS OR VENTS IN THE CAVITY OF THE COMMON WALL. • THE WALL SHALL BE RATED FOR FIRE EXPOSURE FROM BOTH SIDES AND SHALL EXTEND TO AND BE TIGHT AGAINST EXTERIOR WALLS AND THE UNDERSIDE OF THE ROOF SHEATHING. • ELECTRICAL INSTALLATIONS SHALL BE INSTALLED IN ACCORDANCE WITH IRC CHAPTERS 34 THROUGH 43. PENETRATIONS OF ELECTRICAL OUTLET BOXES SHALL BE IN ACCORDANCE WITH SECTION R302.4. (406) 579-4630www.blackmountainarch.comBLACK MOUNTAIN ARCHITECTURE 2016A2.1FLOOR PLANK&S DUPLEXES5567 & 5557 ARNHEM WAYLOTS 7 & 8, THE LAKES, PHASE 3BOZEMAN MTFINAL REVIEWJULY 24, 2017 1/4" = 1'-0"1FLOOR PLAN The Lakes at Valley West Subdivision Preliminary Plat Application – Phase 6 Sec. 38.41.060 – Additional Subdivision Preliminary Plat Supplements Parks & Recreation Facilities January 2018 This parks and recreational facilities plan was prepared by: Preliminary Plat Application Sec. 38.41.060.A.16 – Additional Subdivision Preliminary Plat Supplements Parks & Recreation Facilities 38.41.060.A.16(a) - Park Plan A-1. Site Master Plan A-2. Drainage Areas A-3. Utilities A-4. Zoning & Adjacent Property Ownership A-5. Location and Description of Critical Lands A-6. Park Landscape Plan A-7. General Description of Land A-8. Trail Layout & Construction – see A-6 A-9. Park Plan Requirements A-10. Park Plan Requirements A-11. Park Plan Requirements A-12. Cost Estimate & Installation Responsibilities A-13. Playground Equipment Information A-14. Soil Information & Analysis 38.41.060.A.16(b) – Park Maintenance B-1. Park Maintenance Information B-2. Weed Control Plan B-3. Collection Services – see B-1 38.41.060.A.16(c) – Irrigation Information C-1. Park Irrigation Plan – see A-6 C-2. Well Information 38.41.060.A.16(d) – Phasing D-1. Phasing This parks and recreational facilities plan was prepared by: SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS SSSSSSSSSSSSSSSSSS SS SS SS SS SS SS SSSSSSSSSSSSSS SS SS SSWWWWW WWWWWW WWWWWWWWWWWWWWWWWWWWWWWWWWW W W W W W W WWWWWWWWWWW W W W W W W WWWWWWWW SDSDSDSDSD SD SD SD SDSDSDSDSDSDSDSDSD0+07.050+14.930+22.820+41.880+51.370+60.871+63.491+67.971+72.462+19.202+27.462+35.732+62.692+68.282+73.872+83.25SDSDSDSDSD SD SD SD SDSDSDSDSDSDSDSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS SSSSSSWW WWWWWWWWWWWWWWW WWWWWW WWSDSD SDASTMASTM24'[7.30M]28'-3"[8.61M]24' [7.30M]32'-3"[9.83M]6'0+07.050+14.930+22.820+41.880+51.370+60.871+63.491+67.971+72.462+19.202+27.462+35.732+62.692+68.282+73.872+83.25SDSD DESIGNED BYDRAWN BYCHECKED BYDATEPROJECT NO.FILE NO.SHEETPROJECT TITLESHEET TITLE (C) 2017 PEAKS TO PLAINS DESIGN, P.C. LANDSCAPE ARCHITECTURE/PLANNING/CIVIL ENGINEERING 404 NORTH 31ST STREET, SUITE 405 BILLINGS, MONTANA 59101 (406) 294-9499 - (406) 294-9670 FAX WWW.PEAKSTOPLAINS.COM PEAKS TO PLAINS DESIGNPC 14041_LS PARK_P6.DWGT21404101/16/18JJRGNLGNLBOZEMAN, MONTANATHE LAKES AT VALLEY WEST PHASE 6 PARK AREA MASTER PLANPHASES 5 & 6 PHASES 5 & 6 MASTER PLAN1SCALE: 1" = 80'LAUREL PARKWAY WESTGATE AVE WATER LINE, TYP.EXISTING WETLAND MITIGATIONBOUNDARY, TYP.EXISTING WETLAND VEGETATION, TYP.EXISTINGWETLANDVEGETATION,TYP.EXISTING FISHINGACCESS, TYP.WATER LINE, TYP.EXISTING WETLANDMITIGATION BOUNDARY, TYP.EXISTINGCLASS II TRAILEXISTING CLASS IITRAILEXISTING FISHING ACCESS, TYP.PHASE 6PHASE 1PHASE 4PHASE 2PHASE 4PHASE 3PHASE 5PHASE 4PHASE 5PHASE 4PHASE 4PHASE 4PHASE 3PHASE 3AAJKER CREEK PROPOSED CLASS IIOFF-SITE IMPROVEMENTEXISTING FISHINGACCESS, TYP.VAUGHN DRIVEPARK2NOT TO SCALEOPEN SPACEPARK SPACEEXISTING CLASS IASPHALT TRAILPROPOSED CLASS IASPHALT TRAILPARKOPEN SPACE VAUGHN DRIVEPHASE 6 PHASE 5 DECIDUOUSBOULEVARDTREEDECIDUOUSSHADE TREEDECIDUOUSSHADE TREEDECIDUOUSORNAMENTALTREEDECIDUOUSWETLANDTREECONIFEROUSTREECONIFEROUSTREESMALLCONIFEROUSTREE (MEDIAN)SHRUBS TYPICALLEGENDDECIDUOUSSHADE TREEDECIDUOUSSHADE TREEDECIDUOUSSHADE TREEDECIDUOUSORNAMENTALTREEDECIDUOUSWETLAND TREEWETLAND SHRUBSTYPICALOPEN SPACE AND PARK AREA DIAGRAM(ALL PHASES)PROPOSED CLASS IASPHALT TRAILHERSTAL WAYLEIDEN LNLEIDEN LN VAHL WAY LEIDEN LNVAHL WAYDEBOUR LANE SDSDSDSDSDSDSDSDSDSDSDSD 12SD12SD12SD12SD12SD12SD12SD12SD12SD12SD010010020050HORIZ. SCALEIN FEETDURSTON ROADD1.1A0.82D1.2B3.51D1.3A10.08D1.3B61.93D1.1B114.16D2.13.94D2.21.62D1.4 A5.72LAUREL PARKWAYWESTMORLAND DRIVE1.500.500.800.800.500.701.75DURSTON ROADHUFFINE LANECOTTONWOOD ROADMATCH LINEMATCH LINEPHASE 1PHASE 2VICINITY MAPSCALE: 1"=1000'D1.1B114.16D1.3B61.93GOOCH HILL ROADAAJKER CREEKBAXTER CREEKEXISTING 2-3614" x 2212" ARCPEXISTING36" CMPEXISTINGCUTOFF DITCHSOUTH SITE BOUNDARYBAXTER CREEK WEST LAKEEAST LAKEEXISTING DRAINAGEEXISTINGDETENTIONSTORAGE D1.2LEGENDSUB-BASIN BOUNDARYX.XXX.XXPOST-DEVELOPMENTSUB-BASIN DESIGNATIONSUB-BASIN AREAPHASE BOUNDARYDITCH OR SWALED1.4 B7.26EXISTING 12" PVCEAST LAKE OUTLETEXISTINGDETENTIONBASIN 2.1EXISTINGDETENTIONSTORAGE D1.4EXISTING 12" PVCWEST LAKE OUTLET0.60EXISTINGCULVERTEXTENSIONEXISTING 88" x 44" ARCP CULVERTD1.1C1.24D1.2 A5.52EXISTING DETENTIONSTORAGE 1.4CFIGURE NUMBER©PROJECT NO.DRAWN BY:DSGN. BY:APPR. BY:DATE:COPYRIGHT MORRISON-MAIERLE, INC.,2018N:\5352\009\ACAD\Exhibits\PH 5 Post-Development.dwg Plotted by cooper krause on Jan/12/2018engineers surveyors planners scientistsMorrisonMaierle5352.009FIG. 2THE LAKES AT VALLEY WESTPHASES 5 AND 6BOZEMANMONTANAPOST-DEVELOPEMENT DRAINAGE MAPDSMGHJRN12/2017PHASE 3WESTGATE AVE.EXISTINGSTORM DRAINPHASE 4HERSTAL WAYPHASE 5PHASE 6D1.3D8.42D1.3C1.97D1.4C3.58D1.2C1.14HERSTAL WAYLEIDEN LANEVAHL WAYDEBOUR LANEVAUGHN DRIVEPROPOSEDDETENTIONSTORAGE D1.3DPROPOSEDBASIN D1.3CHERSTAL WAY The Lakes at Valley West Subdivision – Phases 5 and 6 Preliminary Plat Utilities Northwewstern Energy will provide natural gas and electric service to the development. These facilities will be located in public utility easements along the roadways within the subdivision. New electric and natural gas lines will be placed underground. Century Link and/or Charter Communications will provide cable, telephone and fiber service to the development. These facilities will be located in public utility easements along the roadways within the subdivision. New lines will be placed underground. Attached is a utility exhibit (Exhibit A) that illustrates the existing water, sewer, storm and dry utilities present on the site and adjacent to the site. Future utilities are shown on the exhibit as well, with public utility easements noted where utilities will cross lots or open space. NG NG NG NG NG NGEX SSEX SSEX SSEX SSEX SSEX SSEX SSEX SSBP BP BP BP BP BP12SD 12SD12SD12SD12SD12SD12SD12SDW W W W W W W W WWWWWWWWWWWWWWWWWWWWWWWWEWEWEWWWWWWWWWWWWWWWWWWW W W W 8S 8S 8S 8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S 8S 8S 8S8S8SUTILITY LAYOUTTHE LAKES AT VALLEY WEST: PHASE 5FIGURE NUMBER©PROJECT NO.DRAWN BY:CHK'D. BY:APPR. BY:DATE:COPYRIGHT MORRISON-MAIERLE, INC.,20182880 Technology Blvd. W.Bozeman MT 59718Phone: (406) 587-0721Fax: (406) 922-6702N:\5352\009\ACAD\Exhibits\Utility Layout-Ph 5.dwg Plotted by cooper krause on Jan/12/2018engineers surveyors planners scientistsMorrisonMaierle5352.009FIG. 1BOZEMANMONTANACPKJRNJRN01/2018LEGENDEXISTINGWATER LINEEWSEWER LINE8SFIRE HYDRANTWATER VALVEWATER LINEWSEWER LINE8S8SWATER VALVESTORM DRAIN12SDPUBLIC UTILITY EASMENTPROPOSEDSEWER VALVEELETRICAL METERPOWER POLESEWER MANHOLETELEPHONE BOXDECIDUOUS TREEOVERHEAD POWERLIGHT FIXTURESVAUGHN DRIVEWESTGATE AVENUEUNDERGROUND STORMWATER DETENTIONPOWER & COMMUNICATIONSEXISTING PHASE 4PHASE 5BURIED GASGAS VALVEHERSTAL WAYLEIDEN LANEVAHL WAYDEBOUR LANELAUREL PARKWAYPHASE 6 NG NG NG NG NG NG NGEX SSEX SSEX SSEX SSEX SSEX SSEX SSEX SSEX SSEX SSBP BP BP BP BP BP12SD12SD12SD 12SD12SDWWWWWWWWWWWWWWWWWEWEWEWEWWWWWWWWWWWWWWWWW8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8SUTILITY LAYOUTTHE LAKES AT VALLEY WEST: PHASE 6FIGURE NUMBER©PROJECT NO.DRAWN BY:CHK'D. BY:APPR. BY:DATE:COPYRIGHT MORRISON-MAIERLE, INC.,20182880 Technology Blvd. W.Bozeman MT 59718Phone: (406) 587-0721Fax: (406) 922-6702N:\5352\009\ACAD\Exhibits\Utility Layout-Ph 5.dwg Plotted by cooper krause on Jan/12/2018engineers surveyors planners scientistsMorrisonMaierle5352.009FIG. 2BOZEMANMONTANACPKJRNJRN01/2018LEGENDEXISTINGWATER LINEEWSEWER LINEEX SSFIRE HYDRANTWATER VALVEWATER LINEWSEWER LINE8S8SWATER VALVESTORM DRAIN12SDPUBLIC UTILITY EASMENTPROPOSEDSEWER VALVEELETRICAL METERPOWER POLESEWER MANHOLETELEPHONE BOXDECIDUOUS TREEOVERHEAD POWERLIGHT FIXTURESVAUGHN DRIVEUNDERGROUND STORMWATER DETENTIONPOWER & COMMUNICATIONSPHASE 5BURIED GASGAS VALVEVAHL WAYDEBOUR LANELAUREL PARKWAYPHASE 6STORM WATERDETENTION POND THE LAKES AT VALLEY WEST SUBDIVISION- PHASES 5 & 6 PROPERTY OWNERS- CONTIGUOUS TO PROJECT SITE LEGAL DESCRIPTION OF PROPERTY PROPERTY OWNER’S NAME MAILING ADDRESS OF PROPERTY OWNER FROM COUNTY TAX RECORDS 1 S09, T02 S, R05 E, C.O.S. 1581, PARCEL 1, ACRES 20.519 S09, T02 S, R05 E, C.O.S. 1581, PARCEL 2, ACRES 20.526 ALAN D. FULTON 958 RIALTO WAY BUTTE, MT 59701-7113 2 S09, T02 S, R05 E, ACRES 0.77, A 25’ STRIP OFF NORTH END OF SW4NW4 NORTON EAST RANCH SUB PH 3A, S09, T02 S, R05 E, LOT R1, ACRES 79.3085, PLAT J-564 NORTON PROPERTIES, LLC 63026 LOWER MEADOW DR., SUITE 200 BEND, OR 97701-6984 3 LAKES AT VALLEY WEST PH 2, S09, T02 S, R05 E, OPEN SPACE F, PLAT J-572 LAKES AT VALLEY WEST PH 3, S09, T02 S, R05 E, OPEN SPACES C AND F VALLEY WEST HOMEOWNERS ASSOCIATION. PEAK PROPERTY MANAGEMENT 716 S 20TH BOZEMAN, MT 59718 4 LAKES AT VALLEY WEST PH 3, S09, T02 S, R05 E, LOT 48 LAKES AT VALLEY WEST BOZEMAN TWO LLC 2880 TECHNOLOGY BLVD W BOZEMAN, MT 59718 5 LAKES AT VALLEY WEST PH 3, S09, T02 S, R05 E, LOT 47 GERALD TYLER BARNWELL 5756 WESTMORLAND DR. BOZEMAN, MT 59718 6 LAKES AT VALLEY WEST PH 3, S09, T02 S, R05 E, LOT 49 KING CONSTRUCTION & DEVELOPMENT, INC. 8260 HUFFUNE LANE BOZEMAN, MT 59718 7 LAKES AT VALLEY WEST PH 3, S09, T02 S, R05 E, LOT 50 MC HOMEBUILDERS, INC 4516 BEMBRICK STREET BOZEMAN, MT 59718 8 LAKES AT VALLEY WEST PH 3, S09, T02 S, R05 E, LOT 31 TOSHIKO, INC. 1174 STONERIDGE DRIVE BOZEMAN, MT 59718 9 LAKES AT VALLEY WEST PH 3 S09, T02 S, R05 E, LOT 30 FIRST TIME HOMEBUYERS, LLC 5205 ECLIPES DRIVE BOZEMAN, MT 59718 10 VALLEY WEST SUB, S09, T02 S, R05 E, LOT PARK ACRES 39.06, PLAT J-320 VALLEY WEST SUBDIVISION GENERAL DELIVERY BOZEMAN, MT 59718-9999 11 LAKES AT VALLEY WEST PH 1, S09, TO2 S, RO5 E, ACRES 4.92, CITY PARK PLAT J-572 CITY OF BOZEMAN PO BOX 1130 BOZEMAN, MT 59771-1130 The Lakes at Valley West Subdivision – Phases 5 and 6 Preliminary Plat THE LAKES AT VALLEY WEST SUBDIVISION- PHASES 5 & 6 PROPERTY OWNERS- ADJOINER NOT CONTIGUOUS (BUT WITHIN 200 FEET OF PROJECT SITE) LEGAL DESCRIPTION OF PROPERTY PROPERTY OWNER’S NAME MAILING ADDRESS OF PROP OWNER FROM COUNTY TARECORDS 1 S09, T02 S, R05 E, ACRES 39.25, SW4NW4 LESS 25’ RD ON NS AAJKER CREEK PROPERTIES, LLC 4700 GOOCH HILL RD BOZEMAN, MT 59718-9027 2 LAKES AT VALLEY WEST PH 3, S09, T02 S, R05 E, OPEN SPACES B AND D PLAT J-572 VALLEY WEST HOMEOWNERS ASSOCIATION. PEAK PROPERTY MANAGEMENT 716 S 20TH BOZEMAN, MT 59718 3 LAKES AT VALLEY WEST PH 3, S09, T02 S, R05 E LOT 15 WESLEY & CHELSEA STEWART 28 PIPKIN WAY BELGRADE, MT 59714 4 LAKES AT VALLEY WEST PH3, S09, T02 S, R05 E LOT 25 LAKES AT VALLEY WEST PH 2, S09, T02 S, R05 E, LOT 30 PLAT J-572 SHANE COLLINS CONSTRUCTION PO BOX 11090 BOZEMAN, MT 5 LAKES AT VALLEY WEST PH 3, S09, T02 S, R05 E LOT 32 PEERLESS HOMES, LLC 4516 BEMBRICK STREET BOZEMAN, MT 59718 6 LAKES AT VALLEY WEST PH 3, S09, T02 S, R05 E LOT 44 TOSHIKO INC 1174 STONERIDGE DRIVE BOZEMAN, MT 59718 7 LAKES AT VALLEY WEST PH 3, S09, T02 S, R05 E LOT 45 ROI LLC 6101 BLACKWOOD ROAD BOZEMAN, MT 59718 8 LAKES AT VALLEY WEST PH 3, S09, T02 S, R05 E, LOTS 26, 27, 28, 29, AND 46 LAKES AT VALLEY WEST BOZEMAN TWO LLC 2880 TECHNOLOGY BLVD W BOZEMAN, MT 59718 The Lakes at Valley West Subdivision – Phases 5 and 6 Preliminary Plat THE LAKES AT VALLEY WEST SUBDIVISION- PHASES 5 & 6 PROPERTY OWNERS- ADJOINER NOT CONTIGUOUS (BUT WITHIN 200 FEET OF PROJECT SITE) LEGAL DESCRIPTION OF PROPERTY PROPERTY OWNER’S NAME MAILING ADDRESS OF PROPOWNER FROM COUNTY TRECORDS 9 LAKES AT VALLEY WEST PH 2, S09, T02 S, R05 E, LOT 27 LEWIS & MAUREEN RICHARDSON 16269 WEST EARLL DR GOODYEAR, AZ 85395 10 LAKES AT VALLEY WEST PH 2, S09, T02 S, R05 E, LOT 28L DARREL A. DELEON 5488 W MORLAND DR BOZEMAN, MT 59718 11 LAKES AT VALLEY WEST PH 2, S09, T02 S, R05 E, LOT 29 ALI & CLIFTON STUMP 5476 WESTMORLAND DRIVE BOZEMAN, MT 59718 12 LAKES AT VALLEY WEST PH 2, S09, T02 S, R05 E, LOT 31 MICHAEL F. YOUNGBERG & BRENDA S. WIPPLE 5454 WESTMORLAND DRIVE BOZEMAN, MT 59718 13 LAKES AT VALLEY WEST PH 2, S09, T02 S, R05 E, LOT 32 LAUREN M. CROMER 5448 WESTMORLAND DRIVE BOZEMAN, MT 59718 14 LAKES AT VALLEY WEST PH 2, S09, T02 S, R05 E, LOT 33 RYAN ROLLER 5436 WESTMORLAND DRIVE BOZEMAN, MT 59718 15 LAKES AT VALLEY WEST PH 2, S09, T02 S, R05 E, LOT 34 ANDREW M. WILKIS & JOY HO 5424 WESTMORLAND DRIVE BOZEMAN, MT 59718 16 LAKES AT VALLEY WEST PH 2, S09, T02 S, R05 E, LOT 35 AND 36, PLAT J-572 ZACH WERMERS CONSTRUCTION INC 598 CLIFDEN DR BOZEMAN, MT 59718-6749 The Lakes at Valley West Subdivision – Phases 5 and 6 Preliminary Plat CN 1/16 W 1/16 LAUR E L G L E N SUBD I V I S I O N P H A S E 1 BRON K E N P A R K , V A L L E Y WEST S U B D I V I S I O N , PLAT J - 3 2 0 V A L L E Y W E S T S U B . TRAC T 2 C.O.S . 1 5 8 1 SW4N W 4 L E S 2 5' R D O N N S O F S09,T 0 2 S , R 0 5 E , LOT R 1 NORT O N E A S T R A N C H S U B D I V I S I O N PHAS E 3 A LOT R 1 NORT O N E A S T R A N C H S U B D I V I S I O N PHAS E 3 A PHAS E 1 O F T H E L A K E S A T VALL E Y W E S T S U B . P L A T J - 5 7 2 PHAS E 4 O F T H E L A K E S A T VALLE Y W E S T S U B .EWEWEWEWEWEWEWEW1292.11' S88°28'17"W 1337.16' 45.04' N88°04'19"E 1337.30' 45.02'S1°02'06"W 289.84'S24°35'54"W 437.25'S0°58'16"W 1351.17'605.66'N0°58'16"E 691.60'N89°46'55"E 781.15' S89°19'38"W 650.68'N0°59'02"E 350.37'S89°00'58"E 364.84' S0°59'02"W 24.00' S89°00'58"E 60.00' N0°59'02"E 31.41' S89°00'58"E 120.00' N0°59'02"E 12.34' R=20.00' L=30.54' Δ=87°29'15"N88°28'17"E 727.53'S0°58'16"W 365.35'N0°59'02"E 991.48'FOUND 5/8" REBAR WITH A YELLOW PLASTIC CAP MARKED "MORRISON-MAIERLE, INC." AT A POINT S. 66°18'19" E., 0.27 FEET FROM THE POINT SHOWN ON C.O.S. 1005B, & N. 15°22'16" E., 0.85 FEET FROM THE POINT FOR THE SOUTHEAST CORNER OF TRACT 2 OF C.O.S. 1581 NW 1/16 ©COPYRIGHT MORRISON-MAIERLE, INC.,2018 PLOTTED DATE: Jan/02/2018 PLOTTED BY: cole norsworthy DRAWING NAME: N:\5352\009\ACAD\Survey\PPLAT\5352009--PHASE5-PREPLAT-PLOT.dwg 1/4 SEC.SECTION TOWNSHIP RANGE PROJ. #:SHEET OF PRINCIPAL MERIDIAN, MONTANA COUNTY, MONTANADATE: SCALE: CLIENT: FIELD WORK: DRAWN BY: CHECKED BY: engineers surveyors planners scientists MorrisonMaierle 2880 Technology Blvd West Bozeman, MT 59718 Phone: 406.587.0721 Fax: 406.922.6702 52THE LAKES GALLATIN 5352.008 1"= 100' 1/2018 JCW CHN MMI 5E 2S 9NW BASIS OF BEARING THE BEARINGS SHOWN HEREON ARE MODIFIED RECORD BEARINGS. THERECORD BEARING PER C.O.S. 1005B, N.88°04'24”E., ALONG THE NORTH LINEOF THE NORTHWEST ONE-QUARTER OF SECTION 9, WAS RECOMPUTEDBASED ON THE FOUND CORNERS BETWEEN THE ONE-QUARTER CORNERBETWEEN SECTION 9 AND SECTION 4, AND THE CORNER TOSECTIONS 5, 4, 8, AND 9. THE RESULTING BEARING IS N.88°04'19”E. LOT 6LOT 7LOT 8LOT 9LOT 10 LOT 11 LOT 12 LOT 13 LOT 14 LOT 15 LOT 16LOT 17LOT 18LOT 19 LOT 20 LOT 21 LOT 22 LOT 23 LOT 24 LOT 25LOT 8 LOT 7 LOT 6 LOT 5 LOT 4 LOT 3 LOT 2 LOT 1 LOT 17LOT 18LOT 19LOT 20LOT 12 LOT 11LOT 10LOT 9 LOT 36LOT 35LOT 34LOT 33LOT 32LOT 31LOT 30LOT 29LOT 28LOT 16LOT 15LOT 14LOT 13 LOT 22 LOT 23 LOT 2 4 LOT 2 5 LOT 26LOT 27LOT 2 8 LO T 2 9LOT 3 0LOT 3 1 LOT 5 0LOT 4 9LOT 48LOT 47LOT 46LOT 45LOT 4 4 LOT 43 LOT 42 LOT 41 LOT 40 LOT 39 LOT 38 LOT 37 LOT 36 LOT 35 LOT 34 LOT 33 LOT 3 2 LOT 13 LOT 14 LOT 15 LOT 16 LOT 17 LOT 18 LOT 19 LOT 20 LOT 21 LOT 1 2 LOT 11 LOT 10 LOT 9 LOT 8 LOT 7 LOT 6LOT 5 LOT 1 LOT 2 LOT 3 LOT 4 WESTGATE AVENUEWES T M O R L A N D D RI V E DURSTON ROADWESTGATEAVENUE LAUREL PARKWAYPHASE 5 456,302 SQUARE FEET 10.475 ACRES LEGEND SET REBAR, 5/8 IN. DIAM. WITH ORANGE PLASTIC CAP MARKED "MORRISON-MAIERLE INC. 16411LS" FOUND REBAR, 5/8 IN. DIAM. WITH ORANGE PLASTIC CAP MARKED "MORRISON-MAIERLE INC. 16411LS" FOUND REBAR WITH PLASTIC CAP FOUND REBAR, 5/8 IN. DIAM. WITH AN ALUMINUM CAP, 2 IN. DIAM. MARKED "MORRISON-MAIERLE INC. 14732LS" FOUND SECTION CORNER AS NOTED FOUND ONE-QUARTER CORNER NOTHING FOUND OR SET UNZO N E D UNZ O N E D POINT OF BEGINNING PHASE 5 R-2 R-3 R-4OPEN SPACE BOPEN SPACE A OPENSPACE DOPENSPACE ALOT 1 LOT 2 LOT 3 LOT 4 LOT 5 AREA SUMMARY- PHASE 5 LOT AREA: PUBLIC R-O-W AREA: OPEN SPACE (PUBLIC): PHASE 5 TOTAL AREA: 5.915 acres (257,762) Sq. Ft. 3.317 acres (144,472) Sq. Ft. 1.243 acres (54,068) Sq. Ft. 10.475 acres (456,302) Sq. Ft.OPENSPACE ELOT 27*LOT 2 6 LOT 2 5 LOT 2 4 LOT 2 3 L O T 2 2 LOT 2 1 OPEN SPACE DOPEN SPACE F LAKE LAKE PHA S E 1 PHA S E 2 CITY P A R K 1 OPEN SPACE A AAJKER CREEKAAJKER CREEKBOUNDARYZONINGPHAS E 3 LOT 22LOT 23LOT 24LOT 25LOT 13 LOT 14 LOT 15 LOT 16LOT 17LOT 18LOT 19LOT 20LOT 21LOT 12LOT 11LOT 10LOT 9LOT 8LOT 7LOT 6LOT 5LOT 1 LOT 2 LOT 3 LOT 4 LOT R 1 NORT O N E A S T R A N C H S U B D I V I S I O N PHAS E 3 AHERSTAL WAY (32' R/W)THE 1/4 CORNER BETWEEN SECTIONS 4 AND 9 FOUND AT THE RECORD POSITION. SEE CCR BOOK 4, PAGE 930. DOC. NO. 2566975CORNER TO SECTIONS 4, 5, 8 AND 9 FOUND AT THE RECORD POSITION. SEE CCR BOOK 4, PAGE 931 DOC. NO. 2566976 POINT FOR W 1/16 CORNER FALLS IN DURSTON ROAD FROM WHICH A FOUND REBAR WITH A YELLOW PLASTIC CAP, 5606S, BEARS S 01°38'14" W., 32.38 FEET RECORD N88°04'24" E 1337.30' MEASURED N88°04'19" E 1337.30'WESTGATE AVENUE (60' R/W)OSTEND LANE (32' R/W) LOT 1 LOT 2 LOT 3 LOT 4 LOT 5 LOT 6 LOT 7 LOT 16 LOT 17 LOT 18 LOT 19 LOT 20 LOT 11 LOT 13 LOT 14 LOT 32LOT 33LOT 34LOT 38 LOT 37 LOT 41 LOT 42 LOT 43 LOT 46 LOT 47 LOT 21 LOT 22 LOT 23 LOT 24 LOT 25LOT 26LOT 27LOT 28LOT 29LOT 30LOT 31LOT 59LOT 60LOT 61LOT 3LOT 5LOT 18LOT 1LOT 2LOT 8 LOT 9 LOT 10 LOT 15 LOT 12 LOT 36LOT 35LOT 39 LOT 40 LOT 44 LOT 45 LOT 48LOT 49LOT 50LOT 51LOT 52LOT 57LOT 58LOT 54LOT 53LOT 56LOT 55LOT 14LOT 13LOT 12LOT 19LOT 9LOT 10LOT 11LOT 17LOT 15LOT 8 LOT 7LOT 6WESTGATE AVENUE (60' R/W)LAUREL PARKWAY (90')OPEN SPACE F OPEN SPACE F PHASE 6 452,211 SQUARE FEET 10.381 ACRES PARK 1 OPEN SPACE GOPENSPACE AOPENSPACE BOPEN SPACE C OPEN SPACE DOPEN SPACE E AREA SUMMARY- PHASE 6 LOT AREA: PUBLIC R-O-W AREA: OPEN SPACE (PUBLIC): PARK: PHASE 6 TOTAL AREA: 1.914 acres (83,397) Sq. Ft. 0.930 acres (40,493) Sq. Ft. 0.307 acres (13,373) Sq. Ft. 7.230 acres (314,948) Sq. Ft. 10.381 acres (452,211) Sq. Ft. CONTOUR INTERVAL IS 5' MAJOR AND 1' MINOR OPEN SPACE B POINT OF BEGINNING PHASE 6 LOT 4OPEN SPACE A HERSTAL WAY (32' R/W)LEIDEN LANE ( 32' R/W)LEIDEN LANE (32' R/W)LEIDEN LANE (32' R/W)VAHL WAY( 32' R/W)VAHL WAY (32' R/W) VAUGHN DRIVE (60' R/W) VAUGHN DRIVE (60' R/W) DEBOUR LANE (32' R/W) GRAND TOTAL AREA: 20.856 acres (908,513 Sq. Ft.) OPEN SPACE FOPEN SPACE AOPEN SPACE BOPE N S P A C E F SITUATED IN THE NE1/4NW1/4 AND IN THE NW1/4NE1/4 OF SECTION 9, TOWNSHIP 2 SOUTH, RANGE 5 EAST, PRINCIPAL MERIDIAN, CITY OF BOZEMAN, GALLATIN COUNTY, MONTANA. PRELIMINARY PLAT OWNER KS DevCor, INC. 2880 Technology Blvd. West Bozeman, MT 59718 Bozeman Investment Holdings, LLC. 2880 Technology Blvd. West Bozeman, MT 59718 ZONING CITY OF BOZEMAN R-1 THE LAKES AT VALLEY WEST - PHASE 5 & PHASE 6 PURPOSE TO CREATE 79 RESIDENTIAL LOTS, 1 PARK AND 9 OPEN SPACE LOTS RESIDENTIAL LOTS PHASE BOUNDARY/ PROPERTY BOUNDARY LEGEND S PUBLIC OPEN SPACE PUBLIC RIGHT OF WAY WATER INFRASTRUCTURE SEWER INFRASTRUCTURE W ROADWAY INFRASTRUCTURE 10' UTILITY EASEMENT LINE WALKING TRAIL SIDE WALK STORM WATER INFRASTRUCTURE PUBLIC STORM WATER AND SNOW STORAGE AREA 10' SNOW STORAGE AREA GAS, ELECTRIC, COMMUNICATION INFRASTRUCTUREOPEN SPACE A0.24 acs.10575 sq.ft.OPEN SPACE B0.24 acs.10471 sq.ft.OPEN SPACE C 0.12 acs. 5102 sq.ft.OPEN SPACE D0.20 acs.8850 sq.ft.OPEN SPACE E 0.16 acs. 6835 sq.ft. LOT 55 4400 sq.ft. LOT 1 3825 sq.ft. LOT 2 3825 sq.ft. LOT 3 3825 sq.ft. LOT 4 3825 sq.ft. LOT 5 3825 sq.ft. LOT 6 4401 sq.ft. LOT 7 4951 sq.ft. LOT 11 3300 sq.ft. LOT 10 3300 sq.ft. LOT 9 3300 sq.ft. LOT 8 3300 sq.ft. LOT 16 3300 sq.ft. LOT 15 3300 sq.ft. LOT 14 3300 sq.ft. LOT 13 4810 sq.ft. LOT 18 5024 sq.ft. LOT 17 3300 sq.ft. LOT 21 3696 sq.ft. LOT 19 4588 sq.ft. LOT 20 3696 sq.ft. LOT 23 3696 sq.ft. LOT 22 3696 sq.ft. LOT 24 4136 sq.ft. LOT 29 4894 sq.ft.LOT 32 4216 sq.ft. LOT 31 3735 sq.ft. LOT 30 3735 sq.ft. LOT 33 4222 sq.ft. LOT 34 3562 sq.ft. LOT 35 3563 sq.ft. LOT 36 4125 sq.ft. LOT 26 3800 sq.ft. LOT 27 3800 sq.ft. LOT 28 4034 sq.ft.LOT 25 3847 sq.ft. LOT 39 4080 sq.ft. LOT 42 4080 sq.ft. LOT 41 4080 sq.ft. LOT 40 4080 sq.ft. LOT 37 4675 sq.ft. LOT 38 4080 sq.ft. LOT 45 5175 sq.ft. LOT 43 5175 sq.ft. LOT 44 5175 sq.ft. LOT 47 5850 sq.ft. LOT 46 5175 sq.ft. LOT 48 4200 sq.ft. LOT 49 3500 sq.ft. LOT 50 3500 sq.ft. LOT 51 3500 sq.ft. LOT 52 4293 sq.ft. LOT 59 5360 sq.ft. LOT 57 5194 sq.ft. LOT 56 4400 sq.ft. LOT 53 5796 sq.ft.LOT 54 4400 sq.ft. LOT 61 5994 sq.ft.LOT 60 5360 sq.ft.LOT 58 5674 sq.ft. LOT 12 4727 sq.ft. OPEN SPACE G 0.20 acs. 8669 sq.ft. OPEN SPACE F 0.08 acs. 3652 sq.ft. PUBLIC R-O-W 3.32 acs. 144472 sq.ft.N0°59'02"E 240.29'N0°59'02"E 237.66'N89°00'58"W 85.00' N89°00'58"W 85.00' N89°00'58"W 85.00' N89°00'58"W 85.00' N89°00'58"W 85.00' 85.08'37.88'53.64'45.00'45.00'45.00'45.00'45.00'45.00'45.00'45.00'45.00'45.00'49.91'85.00' 87.58'30.03'92.59'58.50'40.00'40.00'40.00'40.00'35.00'S0°59'02"W55.00'40.00'40.00'40.00'40.00'5.00'S0°59'02"W54.66'N0°59'02"E56.35'10.00'40.00'40.00'40.00'40.00'10.00'5.00'N0°59'02"E52.00'N89°00'58"W 82.50' N89°00'58"W 82.50' N89°00'58"W 82.50' 82.50'82.50' N89°00'58"W 82.50' N89°00'58"W 82.50' N89°00'58"W 82.50' 82.50' 37.84'52.00'30.00'92.50'52.29'40.00'40.00'40.00'40.00'28.00'S0°59'02"W24.00'S89°00'58"E 88.00' S89°00'58"E 88.00' S89°00'58"E 88.00' S89°00'58"E 88.00' S89°00'58"E 88.00' N88°28'17"E 88.08'54.07'42.00'42.00'42.00'42.00'15.59'47.00'42.00'42.00'42.00'42.00'50.21'32.00'88.00' 29.35'47.50'47.50'51.50' 31.11'47.50'47.50'31.50'R=20 .00'L=3 2 .2 9'Δ=92° 3 0'44"12.34'27.70'R=20.00 'L=30.5 4 'Δ=87°29 '1 6 " R =20.00'L =31.42'Δ =9 0°00'00"N1°31'43"W60.00'32.00'85.00'30.00'90.00'32.00'72.00'67.00'67.00'76.68'R=2 0 .0 0 'L=30 .5 4 'Δ=87°2 9 '16" R = 2 0. 0 0 ' L= 3 1. 4 2' Δ=90° 0 0 '00"30.77'45.00'45.00'40.00' 53.55'45.00'45.00'60.00' 54.65'47.50'47.50'55.00' 57.94'47.50'47.50'55.00'75.00'75.07'63.94'63.00'25.02'25.00'N1°31'43"W75.00'N1°31'43"W75.00'N1°31'43"W75.00'N1°31'43"W83.00'N1°31'43"W83.00'N1°31'43"W83.00'N1°31'43"W80.00'N1°31'43"W80.00'N1°31'43"W80.00'48.00'48.00'48.00'48.00'48.00'55.00'N88°28'17"E 85.00' N88°28'17"E 85.00' N88°28'17"E 85.00' N88°28'17"E 85.00' N88°28'17"E 85.00' 85.00'30.00'90.00' N88°28'17"E 90.00' N88°28'17"E 90.00' N88°28'17"E 90.00' N88°28'17"E 90.00'55.00'48.00'48.00'48.00'48.00'48.00'57.50'57.50'57.50'57.50'65.00'65.00'57.50'57.50'57.50'57.50'82.50' 52.00'67.00'67.00'73.18' 67.79'50.00'50.00'50.00'40.00' 60.00'50.00'50.00'50.00'63.95' 62.86'50.00'50.00'50.00'60.00' 60.00'50.00'50.00'50.00'59.80'R=20.0 0 'L=31.42 'Δ=90°00 '0 0 "R= 20.00' L =31.42'Δ= 9 0°00'00"N1°31'43"W70.00'N1°31'43"W70.00'N1°31'43"W70.00'N1°31'43"W70.00'N1°31'43"W88.00'N1°31'43"W88.00'N1°31'43"W88.00'N1°31'43"W88.00'N1°31'43"W60.00'N1°31'43"W80.00'N1°31'43"W80.00'N1°31'43"W80.00'70.07'25.02'88.08'32.03'80.08'60.06'10.01'280.30'60.06'10.01'S0°59'02"W 278.64'S0°59'02"W 274.91'N88°28'17"E 122.96'S0°59'02"W 160.00'N0°59'02"E 160.00'S89°00'58"E 364.84' N88°28'17"E 210.20'S0°59'02"W 253.50'S89°00'58"E 60.00' S89°00'58"E 120.00'N0°59'02"E31.41'N88°28'17"E 727.53'N0°59'02"E 40.04'N88°28'17"E 157.61' S88°28'17"W 160.77'N0°59'02"E 164.03'N1°31'43"W 163.00'N0°59'02"E 265.21'N88°28'17"E 203.55' N88°28'17"E 204.65' N88°28'17"E 207.94'N1°31'43"W 295.00'N88°28'17"E 205.00'N1°31'43"W 295.00'N1°31'43"W 295.00'N1°31'43"W 295.00'N88°28'17"E 365.19' N88°28'17"E 1292.12' N89°00'58"W 87.50'N89°00'58"W 92.50' N89°00'58"W 87.50'S89°00'58"E 92.50' N88°28'17"E 269.80' N88°28'17"E 272.86' N88°28'17"E 273.95' N88°28'17"E 257.79' N88°28'17"E 259.18'N1°31'43"W 163.00'163.00'163.00'163.00'S0°58'16"W 365.35'N0°59'02"E 350.36'138.97' 256.25' 134.13'269.00'304.23'229.22'231.22'229.00'65.32'96.00'96.00'229.00'294.49' N88°28'17"E 1291.61' R=20.00' L=31.42' Δ=90°00'00" 237.00' 284.49' 241.27' N88°28'17"E 866.86'40.04'N0°59'02"E 10.01'N0°59'02"E 10.01' 866.87' 365.19' 60.06'8S8S8S8S8S8SSSSSSSS8S8S8S8SSSSSSDSDSDSDWWWWWWWWWWWWW W W W W W W W PHAS E 4 O F T H E L A K E S A T VALL E Y W E S T S U B .12SD12SD12SD12SD12SD12SD12SD12SD12SD 12SD 12SD 12SD12SD12SD12SD12SD12SD 12SD 12SD 12SD 12SD 12SD 12SD12SD4750 4751 4752 4753 4772 4771 4770 4769 4760 4755 4 7 5 7 47564755 4757 47 5 6 475 5 4754 4 7 5 3 4767475847574755 4754 47574757475847 7 2 4760 4755 4750 47594760 4760 4756 476847554750 8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S 8S 8S 8S 8S 8S 8S 8S 8S 8S 8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S 8S 8S 8S 8S 8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8SWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWEWEWEWEWEWEWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW W W W W W W WWWWWWWWWW©COPYRIGHT MORRISON-MAIERLE, INC.,2018 PLOTTED DATE: Jan/02/2018 PLOTTED BY: cole norsworthy DRAWING NAME: N:\5352\009\ACAD\Survey\PPLAT\5352009--PHASE5-PREPLAT-PLOT.dwg 1/4 SEC.SECTION TOWNSHIP RANGE PROJ. #:SHEET OF PRINCIPAL MERIDIAN, MONTANA COUNTY, MONTANADATE: SCALE: CLIENT: FIELD WORK: DRAWN BY: CHECKED BY: engineers surveyors planners scientists MorrisonMaierle 2880 Technology Blvd West Bozeman, MT 59718 Phone: 406.587.0721 Fax: 406.922.6702 53THE LAKES GALLATIN 5352.008 1"= 40' 1/2018 JCW CHN MMI 5E 2S 9NWAAJKER CREEKAAJKER CREEKBASIS OF BEARING THE BEARINGS SHOWN HEREON ARE MODIFIED RECORDBEARINGS. THE RECORD BEARING PERC.O.S. 1005B, N.88°04'24”E., ALONG THE NORTH LINE OF THENORTHWEST ONE-QUARTER OF SECTION 9, WAS RECOMPUTED BASEDON THE FOUND CORNERS BETWEEN THE ONE-QUARTER CORNERBETWEEN SECTION 9 AND SECTION 4, AND THE CORNER TOSECTIONS 5, 4, 8, AND 9. THE RESULTING BEARING IS N.88°04'19”E. R-1 THE L A K E S A T V A L L E Y W E S T P H A S E 4 POND WATER LINEOPEN SPACE D THE L A K E S A T V A L L E Y W E S T P H A S E 4 OPEN SPACE D THE L A K E S A T V A L L E Y W E S T P H A S E 4 LOT 5 LOT 6 LOT 17 LOT 18 OPEN SPACE C OPEN SPACE DOPENSPACE BWESTGATE AVENUEOSTEND LANE LOT R 1 NORTO N E A S T R A N C H S U B D I V S I O N PHASE 3 AUNZONEDVAUGHN DRIVEWESTGATE AVENUELAUREL PARKWAY (EXISTING 90' RIGHT-OF-WAY)AREA SUMMARY- PHASE 5 LOT AREA: PUBLIC R-O-W AREA: OPEN SPACE (PUBLIC): PHASE 4 TOTAL AREA: 5.915 acres (257,762) Sq. Ft. 3.317 acres (144,472) Sq. Ft. 1.243 acres (54,068) Sq. Ft. 10.475 acres (456,302) Sq. Ft.HERSTAL WAYLEIDEN LANELEIDEN LANE VAHL WAY LEIDEN LANEVAHL WAYLOT 19 LOT 20 HERSTAL WAYAAJKER CREEKAAJKER CREEK50' SETBACKSTORM WATER STORAGE SYSTEM AAJKER CREEK 50' SETBACK50' SETBACKSITUATED IN THE NE1/4NW1/4 AND IN THE NW1/4NE1/4 OF SECTION 9, TOWNSHIP 2 SOUTH, RANGE 5 EAST, PRINCIPAL MERIDIAN, CITY OF BOZEMAN, GALLATIN COUNTY, MONTANA. PRELIMINARY PLAT OWNER KS DevCor, INC. 2880 Technology Blvd. West Bozeman, MT 59718 Bozeman Investment Holdings, LLC. 2880 Technology Blvd. West Bozeman, MT 59718 ZONING CITY OF BOZEMAN R-1 THE LAKES AT VALLEY WEST - PHASE 5 & PHASE 6 PURPOSE TO CREATE 79 RESIDENTIAL LOTS, 1 PARK AND 9 OPEN SPACE LOTS RESIDENTIAL LOTS PHASE BOUNDARY/ PROPERTY BOUNDARY LEGEND S PUBLIC OPEN SPACE PUBLIC RIGHT OF WAY WATER INFRASTRUCTURE SEWER INFRASTRUCTURE W ROADWAY INFRASTRUCTURE 10' UTILITY EASEMENT LINE WALKING TRAIL SIDE WALK STORM WATER INFRASTRUCTURE GAS, ELECTRIC, COMMUNICATION INFRASTRUCTURE CITY PARK PARK 25 7.23 acs. OPEN SPACE B 0.08 acs. 3693 sq.ft. OPEN SPACE A 0.22 acs. 9784 sq.ft. LOT 52 4293 sq.ft. LOT 53 5796 sq.ft. LOT 61 5994 sq.ft. LOT 1 4400 sq.ft. LOT 2 4400 sq.ft. LOT 5 4861 sq.ft. LOT 4 4848 sq.ft. LOT 3 4353 sq.ft. LOT 8 4946 sq.ft. LOT 7 4955 sq.ft. LOT 6 4833 sq.ft. LOT 14 5244 sq.ft. LOT 17 4799 sq.ft. LOT 18 4904 sq.ft.LOT 15 4929 sq.ft. LOT 16 4800 sq.ft. LOT 9 4900 sq.ft.LOT 12 4043 sq.ft. LOT 11 4080 sq.ft. LOT 10 4117 sq.ft.LOT 13 4005 sq.ft. PUBLIC R-O-W 0.93 acs. 40494 sq.ft. L =5 0.68' 76.68' 73.18' 67.79' 63.95' 62.86' 59.80'N1°31'43"W70.00'88.00'70.07'25.02'88.08'32.03'80.08'60.06'10.01'N88°28'17"E 318.07' N88°28'17"E 229.73'N37°17'34"E 60.98'N1°31'43"W79.74'N1°31'43"W80.48'N1°31'43"W81.23'N1°31'43"W81.98'N1°31'43"W82.72'N1°31'43"W40.62'53.62'50.00' 46.37' 50.00'50.00'50.00'64.45' 60.00'60.00'63.36'N1°31'43"W80.00'N1°31'43"W80.00'N1°31'43"W79.78'59.87'60.00'52.00'L=8.00' L=92.00' L = 8 8 . 8 4'25.02'78.80'80.08'67.90'50.01'50.01'50.01'50.01'60.01'L=43.63'33.49'55.00'55.00'26.98'L=22.44'L=49.58' L=49.67' L = 4 9 .4 9 'L=50.58'L=10.30'N88°28'17"E 171.87' N88°28'17"E 170.47' R=148.00'L= 23 2.48' Δ = 9 0 °00 ' 0 0" R=180.00'L = 2 8 2.7 4 'Δ = 9 0 ° 0 0'0 0 " R=20.00 'L=20.9 4' Δ =60°00' 0 0 " R =8 0.00' L=110 .83' Δ= 79°2 2'2 6 "32.03'60.02'10.00'374.45'62.05'169.17' N85°10'55"E 80.00' N69°04' 5 4 " E 80.00' N52° 5 7' 0 2" E 80.0 0'N37°17'34"E80.00'N21°23'35"E80.00'N5°36'51"E80.00'S1°31'43"E80.00'S1°31'43"E80.00'S1°31'43"E80.00'55.00'55.00'26.98'L=32.42' L=71.61' L=71.87' L = 7 1.3 5' L =73.21'L=73.06'N88°28'17"E 136.98' R=260.00' L= 3 93.5 1 'Δ =86 ° 4 3'0 3 "405.64'S89°46'55"W 781.17'N24°35'54"E 437.25'N1°02'06"E 289.84'171.17' N89°19'38"E 605.68'S0°58'16"W 365.35'S0°58'16"W 691.60'N89°19'38"E 327.93'N1°31'43"W41.24'N89°19'38"E 356.85' 10.75' L = 2 5 7.61 '70.86'345.24' L=68.4 7'12SD 12SD 12SD 12SD 12SD 12SD 12SD 12SD 12SD47584760 4750 4750 4755 477047654762 4760 476647614760 47 5 5 476047554750 47504755 47608S8S8S8S 8S 8S 8S 8S 8S 8S 8S 8S 8S 8S 8S 8S8S8S8S8S 8S 8S 8S 8S 8S 8S 8S 8S 8S 8S 8S WWWWWWWWWWWWWWWWWWWWWWWWWWWWEWEWEWEWEWEWEWEWEWEWEWWWWWWWWWWWWWWWWWWWWWWW©COPYRIGHT MORRISON-MAIERLE, INC.,2018 PLOTTED DATE: Jan/02/2018 PLOTTED BY: cole norsworthy DRAWING NAME: N:\5352\009\ACAD\Survey\PPLAT\5352009--PHASE5-PREPLAT-PLOT.dwg 1/4 SEC.SECTION TOWNSHIP RANGE PROJ. #:SHEET OF PRINCIPAL MERIDIAN, MONTANA COUNTY, MONTANADATE: SCALE: CLIENT: FIELD WORK: DRAWN BY: CHECKED BY: engineers surveyors planners scientists MorrisonMaierle 2880 Technology Blvd West Bozeman, MT 59718 Phone: 406.587.0721 Fax: 406.922.6702 54THE LAKES GALLATIN 5352.008 1"= 40' 1/2018 JCW CHN MMI 5E 2S 9NW BASIS OF BEARINGTHE BEARINGS SHOWN HEREON ARE MODIFIED RECORDBEARINGS. THE RECORD BEARING PER C.O.S. 1005B, N.88°04'24”E., ALONG THE NORTH LINE OF THENORTHWEST ONE-QUARTER OF SECTION 9, WAS RECOMPUTED BASEDON THE FOUND CORNERS BETWEEN THE ONE-QUARTER CORNERBETWEEN SECTION 9 AND SECTION 4, AND THE CORNER TOSECTIONS 5, 4, 8, AND 9. THE RESULTING BEARING IS N.88°04'19”E. THE L A K E S A T VALLE Y W E S T PHAS E S 2 LOT R 1 NORTO N E A S T R A N C H SUBDI V S I O N PHASE 3 A CITY P A R K CITY P A R K THE L A K E S A T VALLE Y W E S T PHAS E 4 THE L A K E S A T VALL E Y W E S T PHAS E 1 (LAUREL PARKWAY EXISTING 90' RIGHT OF WAY)AREA SUMMARY- PHASE 6 THE L A K E S A T VALL E Y W E S T PHAS E 5 VAUGHN DRIVE DEBOUR LANE LOT AREA: PUBLIC R-O-W AREA: OPEN SPACE (PUBLIC): PARK: PHASE 6 TOTAL AREA: 1.914 acres (83,397) Sq. Ft. 0.930 acres (40,493) Sq. Ft. 0.307 acres (13,373) Sq. Ft. 7.230 acres (314,948) Sq. Ft. 10.381 acres (452,211) Sq. Ft. EDGE OF WATER MITIGATION WETLAND SITUATED IN THE NE1/4NW1/4 AND IN THE NW1/4NE1/4 OF SECTION 9, TOWNSHIP 2 SOUTH, RANGE 5 EAST, PRINCIPAL MERIDIAN, CITY OF BOZEMAN, GALLATIN COUNTY, MONTANA. PRELIMINARY PLAT OWNER KS DevCor, INC. 2880 Technology Blvd. West Bozeman, MT 59718 Bozeman Investment Holdings, LLC. 2880 Technology Blvd. West Bozeman, MT 59718 ZONING CITY OF BOZEMAN R-1 THE LAKES AT VALLEY WEST - PHASE 5 & PHASE 6 PURPOSE TO CREATE 79 RESIDENTIAL LOTS, 1 PARK AND 9 OPEN SPACE LOTS The Lakes at Valley West Subdivision – Phases 5 and 6 Preliminary Plat Surface Water Exhibit A shows a plat overlay of surface waters and wetlands that exist within the Lakes at Valley West property boundaries. Surface water resources include Baxter Creek, located along the northeast property boundary, the West Lake and East Lake, and a large palustrine wetland complex located southeast of the East Lake. Aajker Creek is located outside the west property boundary although the 50-foot watercourse setback extends across the west boundary into the Lakes parcel. There is no designated floodplain for Baxter Creek. The resource conditions associated with Baxter Creek, the Lakes, and the wetland complex are detailed in the following sections. Baxter Creek and Aajker Creek and the adjacent wetland fringes will be protected from development by 50-foot watercourse setbacks in accordance with Section 38.23.100 Watercourse setback (A) of the City of Bozeman Unified Development Code (UDC). The Lakes and the palustine, emergent wetland complex will be protected in most areas by a 50-foot upland buffer between the edge of the lacustrine fringe and residential lot boundaries. Baxter Creek The Gallatin County Conservation District (GCD) classifies Baxter Creek as a perennial stream. The creek channel within the property is approximately 7 to 10 feet wide and 1,373 feet long, flowing from south to north between the Baxter Natural Area city park and the Lakes at Valley West. Baxter Creek is diverted from the Farmer’s Canal approximately 1.2 miles south of the Lakes property. The boundaries of the open water channel and adjacent riverine fringe were originally delineated in 1994 in anticipation of the original Valley West Subdivision plat submittal. Fifty-foot watercourse setbacks were established from the edge of the riverine wetland fringe in the October 2003 Preliminary Plat Application (Figure A). The watercourse setbacks have been maintained to the present in accordance with Section 38.23.100 Watercourse setback (A) of the City of Bozeman UDC. Base flows fed by high groundwater and irrigation water originating in the Farmer’s Canal in summer provide the main sources of hydrology for Baxter Creek. High flow events are typically related to stormwater runoff events and melting valley snowpack. The reach of Baxter Creek within the project boundaries had been negatively impacted by livestock grazing and agricultural practices resulting in an overly wide stream channel, bank erosion, lack of pool habitat, and lack of woody riparian vegetation. Restoration of a segment of Baxter Creek extending 1,800 feet south of Durston Road was completed in 2006. The work included narrowing the channel, The Lakes at Valley West Subdivision – Phases 5 and 6 Preliminary Plat stabilizing eroding banks, and enhancing fish habitat by constructing pools throughout the stream reach located on the Lakes property. The restored banks were revegetated with salvaged sod mats and custom seed mixes. The east side of Baxter Creek was planted with trees and shrubs as part of the Baxter Natural Area construction in 2007. Approximately 692 containerized woody plant materials were installed within the riparian corridor of Baxter Creek and the Baxter Creek Natural area. The west side of the corridor was planted with trees and shrubs in fall 2008 coincident with construction of The Lakes. Planting details are included in the Vegetation Section. The Baxter Creek corridor, adjacent riverine wetland fringe, and 50-foot watercourse setback will be protected from development. A gravel fines trail was constructed in 2008 at the outer edge of the watercourse setback in accordance with Section 38.23.100 of the UDC. Aajker Creek The GCD classifies Aajker Creek as a perennial stream, diverted from the Farmer’s Canal approximately 1.48 miles south of the project boundaries. The creek channel north of Farmer’s Canal has been straightened historically for agricultural purposes. The creek flows south to north outside the Lakes property boundary. The 50-foot watercourse setback for the east side of Aajker Creek extends across the west boundary of the Lakes parcel (Exhibit A). The watercourse setback will be maintained within the strip of open space located at the west subdivision boundary. A piped outlet from the bottom of the West Lake conveys overflow to the borrow ditch located on the south side of Durston Road east of Westgate Avenue. Surface water in the borrow ditch and the pipe outflow are diverted through a culvert across Durston Road to a restored tributary of Aajker Creek within the Laurel Glen Subdivision. A short segment of the borrow ditch on the south side of Durston Road is classified as a jurisdictional water of the US based on the downgradient connection to Aajker Creek. The tributary to Aajker Creek and Aajker Creek converge approximately 1,400 feet north of Durston Road. Wetlands: The Lakes and Palustrine Wetland Complex The US Army Corps of Engineers (USACE) authorized an Individual 404 permit (Permit No.1998-90014) for the 360 Ranch Corporation to implement Phase I of the Valley West Subdivision project on May 4, 1998, and Phase II on July 23, 1998. Proposed mitigation for the entire project required as a condition of permit approval included relocation of the Baxter Ditch channel, restoration and enhancement of Baxter Creek and Maynard-Border Ditch, and creation of a 5-acre lake, a 12-acre lake, and a series of spring-fed waterfowl ponds. Bozeman Lakes, LLC, the subsequent owners of Valley West Subdivision, applied for an amendment to the original 404 permit in May 2001. Primary design changes included a reduction in the number of impacted wetland acres and a change in the location of the constructed wetland complex from an upland area west of Baxter Creek to an upland area east of Baxter Creek. The permit amendment was approved by the USACE in a letter dated November The Lakes at Valley West Subdivision – Phases 5 and 6 Preliminary Plat 21, 2002. The USACE 404 amended permit required the construction of 49.5 acres of mitigation wetlands across the entire Valley West site. The wetland complex located east of Baxter Creek, currently called the Baxter Natural Area, was constructed between January and October 2007. Eight shallow water ponds were vegetated with salvaged wetland sod mats in spring 2007. The remainder of the wetland complex and the east side of the riparian corridor of Baxter Creek were seeded with herbaceous species and planted with approximately 692 containerized woody plant materials in November 2007. Mitigation wetlands located within the current Lakes at Valley West property boundaries include 10.47 acres of open water in the West and East Lakes and an additional 9.0 acres of lacustrine fringe and palustrine, emergent wetlands constructed adjacent to the lakes and Baxter Creek (Exhibit A). The lakes were constructed with west and east lobes separated by the future Laurel Glen Parkway. The shoreline was contoured to maximize safety and the extent of the lacustrine fringe. The lake depth was excavated to a minimum of 25 feet to ensure adequate turnover, maximize oxygen levels, and to provide a refuge for fish. The lake will be stocked under management of Montana Fish, Wildlife, and Parks once the area is open to the public. Anticipated uses of the public space are recreational including fishing, bird watching, and hiking. The lacustrine fringe of the east and west lobes of Wing Lake was planted with wetland sod mats salvaged from an onsite, non-jurisdictional wetland. The mats were placed on approximately half of the perimeter of both lakes and around the fishing access points in June 2008. Over five thousand wetland tubelings were planted within the lacustrine fringe of both lobes on August 27, 2008. The water levels were raised with the control structure after planting to ensure sufficient inundation levels. Approximately 458 containerized trees and shrubs and customized seed mixes were planted around The Lakes and the west side of the Baxter Creek riparian corridor in September and October 2008. The clusters of trees and shrubs were staked and caged to prevent browsing. The woody plants were manually watered during the first growing season following installation. The USACE wrote a letter on August 12, 2013, closing the Valley West 404 permit file based on the successful completion of the mitigation wetlands constructed site wide including the Lakes at Valley West and the adjacent lacustrine and palustrine wetlands. Success of the mitigation wetlands was based on establishing an optimal percent cover of wetland and upland vegetation and on survival of a majority (96 percent in 2012) of the woody species. The August 2013 closure letter from the USACE was included with the City Pre-application submittal. Copies of the original and amended permit approval letters were also included with the City Pre- Application submittal. 315 N. 25th Street, Suite 102Billings, MT 59101Phone: (406) 656-6000Fax: (406) 237-12010505010025HORIZ. SCALEIN FEETREVISIONSSHEET NUMBERPROJECT NUMBERDRAWING NUMBERVERIFY SCALE!THESE PRINTS MAY BEREDUCED. LINE BELOWMEASURES ONE INCH ONORIGINAL DRAWING. MODIFY SCALE ACCORDINGLY!DATEDESCRIPTIONNO.BYN:\5352\002\ACAD\EXHIBITS\WATERCOURSE-WETLAND EXHIBIT.DWG PLOTTED BY:COOPER KRAUSE ON Jan/23/2015COPYRIGHT MORRISON-MAIERLE, INC., 2015APPR. BY:DATE:DATE:BY:DSGN. BY:Q.C. 9109.VW-WINGEX.ABOZEMANMTKDJKDJKDJ01/2015WATERS OF THE U.S. EXHIBITTHE LAKES AT VALLEY WESTTHE LAKES AT VALLEY WEST -WATERS OF THE U.S. EXHIBITAAJKER CREEK CENTERLINEBAXTER CREEKCENTERLINEPROPERTY LINEBAXTER CREEK 50'WATERCOURSE SETBACKAAJKER CREEK ANDADJACENT WETLAND FRINGE(WEST AND EAST SIDES)AAJKER CREEK 50'WATERCOURSE SETBACKOPEN WATEROPEN WATERDURSTON ROADWESTGATE AVENUELOCAL ROADLAUREL PARKWAYWESTMORLAND DRIVEBAXTER CREEK ANDADJACENT WETLAND FRINGE(ONLY WEST SIDE SHOWN)MITIGATIONWETLANDMITIGATIONWETLAND DESIGNED BYDRAWN BYCHECKED BYDATEPROJECT NO.FILE NO.SHEETPROJECT TITLESHEET TITLE (C) 2017 PEAKS TO PLAINS DESIGN, P.C. LANDSCAPE ARCHITECTURE/PLANNING/CIVIL ENGINEERING 404 NORTH 31ST STREET, SUITE 405 BILLINGS, MONTANA 59101 (406) 294-9499 - (406) 294-9670 FAX WWW.PEAKSTOPLAINS.COM PEAKS TO PLAINS DESIGNPC 14041_LS PARK_P6.DWGT11404101/16/18JJRGNLGNLBOZEMAN, MONTANATHE LAKES AT VALLEY WEST PHASE 6 PARK AREATITLE SHEETNORTHBOZEMAN, MT 59718DESIGN TEAM2880 TECHNOLOGY BLVD. W.THE LAKES AT VALLEY WEST LLCOWNERBILLINGS, MT 59101404 NORTH 31ST STREET, STE. 405PEAKS TO PLAINS DESIGN, P.C.LANDSCAPE ARCHITECTDRAWING INDEXPARK AREA: PHASE 6THE LAKES AT VALLEY WESTBOZEMAN, MONTANAPROJECT LOCATION MAP1NOT TO SCALEE. MAIN ST.LOCATIONPROJECTDURSTON RD.W. OAK STBAXTER LN.W. BABCOCK ST.W. COLLEGE ST.W. KAGY BLVD.HUFFINE LN.W. GRIFFIN DR.COTTONWOOD RD. FERGUSON RD. 19TH AVE. 7TH AVE. N ROUSE AVE. DAVIS LN.INTERSTATE 90INTERSTATE 90INTERSTATE 9019TH AVE.T1TITLE SHEETT2PHASES 5 & 6 MASTER PLANSD1.1TRAIL LAYOUT PLAN PHASE 6 ALIGNMENTS 1, 2 & 3L1.1PLANTING PLAN: PARK AREA PHASE 6L1.2PLANTING DETAILS & NOTESL1.3IRRIGATION PLAN PHASE 6 PARK AREA SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS SSSSSSSSSSSSSSSSSS SS SS SS SS SS SS SSSSSSSSSSSSSS SS SS SSWWWWW WWWWWW WWWWWWWWWWWWWWWWWWWWWWWWWWW W W W W W W WWWWWWWWWWW W W W W W W WWWWWWWW SDSDSDSDSD SD SD SD SDSDSDSDSDSDSDSDSD0+07.050+14.930+22.820+41.880+51.370+60.871+63.491+67.971+72.462+19.202+27.462+35.732+62.692+68.282+73.872+83.25SDSDSDSDSD SD SD SD SDSDSDSDSDSDSDSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS SSSSSSWW WWWWWWWWWWWWWWW WWWWWW WWSDSD SDASTMASTM24'[7.30M]28'-3"[8.61M]24' [7.30M]32'-3"[9.83M]6'0+07.050+14.930+22.820+41.880+51.370+60.871+63.491+67.971+72.462+19.202+27.462+35.732+62.692+68.282+73.872+83.25SDSD DESIGNED BYDRAWN BYCHECKED BYDATEPROJECT NO.FILE NO.SHEETPROJECT TITLESHEET TITLE (C) 2017 PEAKS TO PLAINS DESIGN, P.C. LANDSCAPE ARCHITECTURE/PLANNING/CIVIL ENGINEERING 404 NORTH 31ST STREET, SUITE 405 BILLINGS, MONTANA 59101 (406) 294-9499 - (406) 294-9670 FAX WWW.PEAKSTOPLAINS.COM PEAKS TO PLAINS DESIGNPC 14041_LS PARK_P6.DWGT21404101/16/18JJRGNLGNLBOZEMAN, MONTANATHE LAKES AT VALLEY WEST PHASE 6 PARK AREA MASTER PLANPHASES 5 & 6 PHASES 5 & 6 MASTER PLAN1SCALE: 1" = 80'LAUREL PARKWAY WESTGATE AVE WATER LINE, TYP.EXISTING WETLAND MITIGATIONBOUNDARY, TYP.EXISTING WETLAND VEGETATION, TYP.EXISTINGWETLANDVEGETATION,TYP.EXISTING FISHINGACCESS, TYP.WATER LINE, TYP.EXISTING WETLANDMITIGATION BOUNDARY, TYP.EXISTINGCLASS II TRAILEXISTING CLASS IITRAILEXISTING FISHING ACCESS, TYP.PHASE 6PHASE 1PHASE 4PHASE 2PHASE 4PHASE 3PHASE 5PHASE 4PHASE 5PHASE 4PHASE 4PHASE 4PHASE 3PHASE 3AAJKER CREEK PROPOSED CLASS IIOFF-SITE IMPROVEMENTEXISTING FISHINGACCESS, TYP.VAUGHN DRIVEPARK2NOT TO SCALEOPEN SPACEPARK SPACEEXISTING CLASS IASPHALT TRAILPROPOSED CLASS IASPHALT TRAILPARKOPEN SPACE VAUGHN DRIVEPHASE 6 PHASE 5 DECIDUOUSBOULEVARDTREEDECIDUOUSSHADE TREEDECIDUOUSSHADE TREEDECIDUOUSORNAMENTALTREEDECIDUOUSWETLANDTREECONIFEROUSTREECONIFEROUSTREESMALLCONIFEROUSTREE (MEDIAN)SHRUBS TYPICALLEGENDDECIDUOUSSHADE TREEDECIDUOUSSHADE TREEDECIDUOUSSHADE TREEDECIDUOUSORNAMENTALTREEDECIDUOUSWETLAND TREEWETLAND SHRUBSTYPICALOPEN SPACE AND PARK AREA DIAGRAM(ALL PHASES)PROPOSED CLASS IASPHALT TRAILHERSTAL WAYLEIDEN LNLEIDEN LN VAHL WAY LEIDEN LNVAHL WAYDEBOUR LANE SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS SS SS SS SS SSSSSSSSSSSSSSSSSSSSSSW W W WWWWWWWWWWWWWWWWW W W W W W W W WWWWWWWWWWWWWSDSDSDSDSDSDSDSDSDSDSDSD SDSD SDSDSDSD0+001+002+003+003+220+001+002+003+00 3+36L601L602C601L603L604 L605L606C602C603C604 0+001+002+003+004+005+005+22L607L608L609L610L611L612C605C606C607C608C609SDSDSDSDSDSDSDSDSDSDSDSD SDSD SDSDSDSD SD DESIGNED BYDRAWN BYCHECKED BYDATEPROJECT NO.FILE NO.SHEETPROJECT TITLESHEET TITLE (C) 2017 PEAKS TO PLAINS DESIGN, P.C. LANDSCAPE ARCHITECTURE/PLANNING/CIVIL ENGINEERING 404 NORTH 31ST STREET, SUITE 405 BILLINGS, MONTANA 59101 (406) 294-9499 - (406) 294-9670 FAX WWW.PEAKSTOPLAINS.COM PEAKS TO PLAINS DESIGNPC 14041_LS PARK_P6.DWGSD1.11404101/16/18JJRGNLGNLBOZEMAN, MONTANATHE LAKES AT VALLEY WEST PHASE 6 PARK AREA ALIGNMENTS 1, 2 & 3PHASE 6TRAIL LAYOUT PLANTRAIL LAYOUT PLAN - PHASE 6 - OPEN SPACE ALIGNMENT 1 & PARK AREA ALIGNMENTS 2 & 31SCALE: 1" = 30'2CLASS 1 ASPHALT TRAILNOT TO SCALEEXCAVATE 6" OF EXISTING GRADE.BACKFILL WITH 2 LIFTS: APPLY 34" ROADMIX TO BOTTOM 3", & COMPACT; THENAPPLY 38" MINUS NATURAL FINES TO TOP3"*UNDISTURBED SUBGRADE -COMPACT FILL SLOPES TO 95%PROCTOR DENSITY6.0' WIDTHWATER AND ROLL SURFACETO A SMOOTH SEAL2% CROSS SLOPE (3%MAX), CROWN ATCENTER OF TRAILSLOPE EDGES OFF TRAIL 12:1MINIMUM, 5:1 MAXIMUM TO MEETGRADE*NATURAL FINES SHALL CONSIST OF 80% ROCK, 10% SILTAND 10% CLAY. MIX IN ADDITIONAL CLAY BINDER TO MEETTHESE PARAMETERS AS NECESSARY.3GRAVEL TRAILNOT TO SCALEALIGNMENT 2ALIGNMENT 3ALIGNMENT 1CONNECTALIGNMENT 2TO EX. FISHINGACCESSOFF SITEIMPROVEMENTCONNECT TRAIL TOEX. OFF SITE TRAILEX. WETLANDMITIGATIONBOUNDARY, TYP.EX. WATERLINE, TYP.EX. WETLANDVEGETATION,TYP.PHASE 5PHASE 6 PHASE 5PHASE 6SIDEWALKSIDEWALKSIDEWALKSIDEWALKSIDEWALK SIDEWALK EX. TRAILEX. WETLAND MITIGATIONBOUNDARY3SD1.12SD1.1VAUGHN DRIVELAUREL PARKWAYSTANDARD CITY OFBOZEMAN TRAIL TOTEM, TYP.DEBOUR LANEALIGNMENT 1ALIGNMENT 2ALIGNMENT 3SIDEWALKNumberL601C601L602Length300.2015.716.50Radius10.000Line/Chord DirectionN89° 19' 35.18"EN44° 19' 35.18"EN00° 40' 24.82"WStart Sta:0+00.003+00.203+15.91End Sta:3+00.203+15.913+22.41NumberL603C602L604C603L605C604L606Length7.2115.5447.8630.54168.6147.7018.37Radius10.00020.00050.000Line/Chord DirectionN90° 00' 00.00"EN45° 29' 07.82"EN00° 58' 15.64"EN44° 43' 16.50"EN88° 28' 17.35"EN61° 08' 30.20"EN33° 48' 43.05"EStart Sta:0+00.000+07.210+22.750+70.611+01.162+69.773+17.47End Sta:0+07.210+22.750+70.611+01.162+69.773+17.473+35.84NumberL607C605L608C606L609C607L610C608L611C609L612Length26.0627.1923.0731.630.92108.85108.8960.7973.9241.0419.41Radius50.00050.000200.000200.000200.000Line/Chord DirectionN72° 57' 46.37"EN88° 32' 36.00"ES75° 52' 34.37"EN85° 59' 57.85"EN67° 52' 30.07"EN83° 28' 00.33"ES80° 56' 29.41"ES89° 38' 58.07"EN81° 38' 33.27"EN87° 31' 17.68"ES86° 35' 57.92"EStart Sta:0+00.000+26.060+53.250+76.321+07.951+08.872+17.723+26.613+87.414+61.325+02.37End Sta:0+26.060+53.250+76.321+07.951+08.872+17.723+26.613+87.414+61.325+02.375+21.77Phase 6 - Alignment 1 - ASPHALTPhase 6 - Alignment 2 - GRAVELPhase 6 - Alignment 3 - GRAVELDETENTIONPOND SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS SS SS SS SS SSSSSSSSSSSSSSSSSSSSW W W WWWWWWWWWWWWWWWWW W W W W W W W WWWWWWWWWWWWSDSDSDSDSDSDSDSDSDSDSDSD SDSD SDSDSDSD SDSDSDSDSDSDSDSDSDSDSDSD SDSD SDSDSDSD SD DESIGNED BYDRAWN BYCHECKED BYDATEPROJECT NO.FILE NO.SHEETPROJECT TITLESHEET TITLE (C) 2017 PEAKS TO PLAINS DESIGN, P.C. LANDSCAPE ARCHITECTURE/PLANNING/CIVIL ENGINEERING 404 NORTH 31ST STREET, SUITE 405 BILLINGS, MONTANA 59101 (406) 294-9499 - (406) 294-9670 FAX WWW.PEAKSTOPLAINS.COM PEAKS TO PLAINS DESIGNPC 14041_LS PARK_P6.DWGL1.11404101/16/18JJRGNLGNLBOZEMAN, MONTANATHE LAKES AT VALLEY WEST PHASE 6 PARK AREA PARK AREAPHASE 6PLANTING PLANPARK PLANTING PLAN: PHASE 61SCALE: 1" = 30'PUBLIC PARK LAND DEDICATION TRACKING TABLEPUBLIC PARK LAND DEDICATION TRACKING TABLECURRENTPREVIOUS PHASESPHASE 4 PHASE 3 PHASE 1 & 2 VALLEY WESTSUBDIVISION NAME: THE LAKES AT VALLEY WESTPROJECT NAME: THE LAKES AT VALLEY WEST PHASE 5AND 6TOTAL FORSUB-DIVISIONTHISPROPOSALPARK DED ACCIL &/OR IILPARK DED ACCIL &/OR IILPARK DED ACCIL &/OR IILPARK DED ACCIL &/OR IILNUMBER OF RES. UNITS PER PHASE / LOT / SITE PLAN:85399275466617ACREAGE PARK LAND AND / OR CIL REQUIRED: **25.9 99*.03=2.97 27 X 0.03 = 0.8154 X 0.03 = 1.62 66 X 0.03 = 1.98614 X 0.03 = 18.5VALUE OF IMPROVEMENTS IN LIEU PROPOSED:N/AN/AN/AN/AN/AN/A$___________________ VS. VALUE OF CODE-REQD. BASICPARK IMPROVEMENTS: $___________________(ATTACH COMPARISON CHART SPREADSHEET)ACREAGE PARK LAND PREVIOULSY DEEDED TO COB:59.460004.9254.54ACREAGE PARK LAND YET TO BE CONVEYED:7.237.230000PARK MASTER PLAN APPROVAL DATE: ______________* INDICATE ADDITIONAL PHASES AS APPLICABLE**SHOW ACTUAL CALCULATIONSPLANT SCHEDULE - PHASE 6 PARK SPACEMATURESYMBOLQUANTITYBOTANICAL NAMECOMMON NAMESIZEROOT HEIGHT WIDTHDECIDUOUS TREESAGL 2AESCULUS GLABRAOHIO BUCKEYE2" CAL.B&B50-70' 40-50'PT13POPULUS TREMULOIDESQUAKING ASPEN#15B&B 30-50' 10-30'PYM 2PYRUS USSURIENSIS 'MORDAK'PRAIRIE GEM USSURIAN PEAR 1-1/2" CAL.B&B 15-20' 15-20'UJD2 ULMUS DAVIDIANA VAR. JAPONICA 'DISCOVERY' DISCOVERY ELM1-1/2" CAL.B&B 35-40' 35-40'EVERGREEN TREESPNG 1PINUS NIGRAAUSTRIAN PINE6-8' HEIGHT B&B40 - 50' 20 - 30'PPG1PINUS PUNGENS GLAUCACOLORADO BLUE SPRUCE 6-8' HEIGHT B&B 50-70' 20 - 30'DECIDUOUS SHRUBSAAL3AMELANCHIER ALNIFOLIASASKATOON SERVICEBERRY #5 CONTAINER6-10' 6-10'CFD9CORNUS SERICEA 'BAILADELINE'FIREDANCE DOGWOOD#5 CONTAINER3-4' 3-4'RAR6RIBES AUREUMYELLOW FLOWERING CURRANT #5 CONTAINER5-6' 5-6'RWD 6ROSA WOODSIIWOODS ROSE#5 CONTAINER 5-6' 5-6'SEG2SALIX EXIGUACOYOTE WILLOW#5 CONTAINER 10-12' 10-12'SFE3SALIX 'FLAME'FLAME WILLOW#5 CONTAINER15-20' 15-20'SWS3SYMPHORICARPUS ALBUSWHITE SNOWBERRY#5 CONTAINER4-6' 4-6'(1) UJD(1) PPGEX. FISHINGACCESSWATER LINE,TYP.EX. WETLANDMITIGATIONBOUNDARY, TYP.GRAVEL TRAILVAUGHN DRIVELAUREL PARKWAYOPEN WATEREX. WETLANDVEGETATION,TYP.PHASE 6 OPENSPACELEGENDSEED MIX 3L1.21ASPHALT TRAILASPHALT TRAILGRAVEL TRAILGRAVEL TRAIL GRAVEL TRAILDEBOUR LANESEED MIX 2(2) PYML1.22DETENTIONPOND(1) PNGPHASE 6 OPENSPACE(2) AGL(3) PT1(1) SFE(3) CFD(1) AAL(3) RAR(3) SWS(1) AAL(3) RWD(1) SFE(3) CFD(2) SEG(1) AAL(1) SFE(3) CFD(3) RWD(3) RARL1.23SEED MIX 4PHASE 5PHASE 6 PHASE 5PHASE 6 DESIGNED BYDRAWN BYCHECKED BYDATEPROJECT NO.FILE NO.SHEETPROJECT TITLESHEET TITLE (C) 2017 PEAKS TO PLAINS DESIGN, P.C. LANDSCAPE ARCHITECTURE/PLANNING/CIVIL ENGINEERING 404 NORTH 31ST STREET, SUITE 405 BILLINGS, MONTANA 59101 (406) 294-9499 - (406) 294-9670 FAX WWW.PEAKSTOPLAINS.COM PEAKS TO PLAINS DESIGNPC 14041_LS PARK_P6.DWGL1.21404101/16/18JJRGNLGNLBOZEMAN, MONTANATHE LAKES AT VALLEY WEST PHASE 6 PARK SPACE NOTESPLANTING DETAILS &PLANTING NOTES1. VERIFY WITH THE PROJECT MANAGER AND UTILITY COMPANIES THE LOCATIONS OF ALLEXISTING UTILITIES PRIOR TO START. REPAIR ALL DAMAGES TO EXISTING UTILITIES, CURBS,PAVEMENTS AND STRUCTURES WHICH OCCUR DURING THE CONSTRUCTION OF THE PROJECTOR AS A RESULT OF THE CONTRACTOR'S ACTIVITIES, AT NO ADDITIONAL COST TO THE OWNER.2. SAFEGUARD ALL BUILDING SURFACES, EQUIPMENT AND FURNISHINGS. THE CONTRACTOR ISRESPONSIBLE FOR ANY DAMAGE OR INJURY TO PERSONS OR PROPERTY WHICH MAY OCCURAS A RESULT OF NEGLIGENCE IN THE EXECUTION OF WORK.3. COORDINATE WITH ARCHITECTURE/ENGINEERING PLANS TO BECOME THOROUGHLY FAMILIARWITH GRADING, SURFACE AND UNDERGROUND CONDITIONS AND UTILITIES.4. ALL GRADES, DIMENSIONS AND EXISTING CONDITIONS SHALL BE VERIFIED BY THECONTRACTOR ON-SITE BEFORE CONSTRUCTION BEGINS. BRING ANY DISCREPANCIES TO THEATTENTION OF THE OWNER'S REPRESENTATIVE PRIOR TO COMMENCING WORK.5. ENSURE THAT THE LANDSCAPING WORK DOES NOT INTERRUPT ESTABLISHED OR PROPOSEDDRAINAGE PATTERNS. OBTAIN APPROVAL ON THE FINAL GRADE BY THE OWNER'SREPRESENTATIVE PRIOR TO COMMENCING PLANTING OPERATIONS. FINISH GRADE BEFOREMULCHING SHALL BE +/- 3" BELOW FINISH SURFACE OF ADJACENT PAVING.6. FINE GRADE AND SLOPE ALL LANDSCAPED AREAS TO A MINIMUM OF 2.0% TO DRAIN.POSITIVELY NO SETTLEMENT, EROSION, SEDIMENTATION OR OFF-PROPERTYDRAINAGENUISANCE SHALL BE ACCEPTED.7. ALL FILL MATERIAL FOR BACKFILLING TRENCHES OR EXCAVATIONS SHALL BE FREE-DRAINING,GRANULAR MATERIAL APPROVED BY THE OWNER'S REPRESENTATIVE. THE GRANULARMATERIAL SHALL BE LEFT A MINIMUM OF 12" BELOW FINISH GRADE.8. PROVIDE TOPSOIL THAT IS LOOSE, FRIABLE AND SHALL CONTAIN AN ORDINARY AMOUNT OFORGANIC MATTER. IT SHALL CONTAIN NO LUMPS OF SOIL OR ROCKS LARGER THAN 1". ITSHALL BE SUFFICIENTLY FERTILE TO SUSTAIN NORMAL, HEALTHY PLAN GROWTH. PROVIDE AMINIMUM OF 6" OF TOPSOIL IN ALL LAWN AREAS.9. TEST THE TOPSOIL AFTER ROUGH GRADING IS COMPLETE TO DETERMINE THE SOILAMENDMENTS REQUIRED IN ORDER TO PROVIDE A GROWING MEDIUM AS DESCRIBED. SUBMITA COPY OF ANALYSIS AND RECOMMENDATIONS TO THE OWNER'S REPRESENTATIVE FORAPPROVAL.10. COORDINATE WITH OTHER CONTRACTORS, AS NECESSARY, REGARDING LOCATION ANDTIMING OF INSTALLATION OF PLANT MATERIALS.11. PLANT MATERIALS SHALL BE FURNISHED IN THE QUANTITIES AND/OR SPACING AS SHOWN ORNOTED. IN CASE OF DISCREPANCIES BETWEEN THE PLAN AND THE PLANT SCHEDULE, THEPLAN SHALL DICTATE.12. PLANT MATERIALS ARE DRAWN AT OR NEAR THEIR MATURE SIZE. UTILIZE THE CENTER POINTOF THE SYMBOL TO DETERMINE PROPER PLANT LAYOUT AND PLACEMENT.13. LAYOUT PLANT LOCATIONS AND PLANTING BED EDGES AND OBTAIN APPROVAL BY THEOWNER'S REPRESENTATIVE PRIOR TO INSTALLATION.14. ALL PLANTS ARE TO MEET OR EXCEED 'AMERICAN STANDARDS FOR NURSERY STOCK,'CURRENT EDITION, BY THE AMERICAN NURSERY & LANDSCAPE ASSOCIATION. ALL PLANTSSHALL BE NURSERY-GROWN UNLESS OTHERWISE NOTED.15. PLANT FERTILIZER SHALL BE AGRIFORM (21 GRAM), 20-10-5 BY WEIGHT, APPLIED AT THE RATERECOMMENDED BY SOIL TESTING AND SUITED TO THE SPECIFIED PLANTS.16. PROVIDE BARK MULCH, 3" MINIMUM DEPTH. PROVIDE SOURCE AND SAMPLE FOR APPROVAL BYTHE OWNER'S REPRESENTATIVE.17. TREES LOCATED IN GRASS AREAS TO HAVE BARK MULCH RINGS AS PER DETAILS.18. STAKE AND GUY ALL TREES IMMEDIATELY AFTER PLANTING. THE STABILITY AND PLUMBCONDITIONS OF ALL PLANT STOCK IS THE RESPONSIBILITY OF THE CONTRACTOR THROUGHTHE WARRANTY PERIOD AND THE CONTRACTOR IS LIABLE FOR ANY DAMAGE CAUSED BYINSTABILITY OF ANY PLANT MATERIALS.19. COORDINATE THE PLANTING WITH IRRIGATION SYSTEM LAYOUT. THE OWNER IS NOTRESPONSIBLE FOR DAMAGE CAUSED BY OTHER TRADES WHILE COMPLETING THIS WORK.20. ALL SUBSTITUTIONS AND PLAN CHANGES MUST BE APPROVED BY THE LANDSCAPEARCHITECT. NO SUBSTITUTIONS SHALL BE MADE WITHOUT WRITTEN CONSENT OF THEOWNER'S REPRESENTATIVE.21. ANY WORK OR MATERIAL WHICH IN THE OPINION OF THE OWNER'S REPRESENTATIVE DOESNOT MEET THE REQUIREMENTS OF THE PLANS AND SPECIFICATIONS WILL BE CAUSE FORREJECTION. ALL REJECTED WORK AND MATERIALS SHALL BE IMMEDIATELY REMOVED,DISPOSED AND REPLACED BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER.22. BEGIN MAINTENANCE AFTER EACH PLANT HAS BEEN INSTALLED AND CONTINUE UNTIL FINALACCEPTANCE BY THE OWNER'S REPRESENTATIVE. MAINTENANCE INCLUDES WATERING,PRUNING, WEEDING, MULCHING, REPLACEMENT OF SICK OR DEAD PLANTS AND ANY OTHERCARE NECESSARY FOR THE PROPER GROWTH OF PLANT STOCK.23. DURING THE COURSE OF THIS WORK, REMOVE EXCESS WASTE MATERIAL DAILY FROM THESITE AND UPON COMPLETION OF ALL WORK.24. UPON COMPLETION OF ALL LANDSCAPING, A SUBSTANTIAL COMPLETION WALK-THROUGH OFTHE WORK WILL BE HELD. THE CONTRACTOR SHALL NOTIFY THE OWNER'S REPRESENTATIVEFOR SCHEDULING THE WALK-THROUGH AT LEAST SEVEN (7) DAYS PRIOR O THE ANTICIPATEDDATE.25. WARRANTY ALL PLANT STOCK AND WORKMANSHIP FOR 12 MONTHS FROM THE DATE OF FINALACCEPTANCE. REPLACEMENT PLANTS SHALL BE WARRANTED FOR AN ADDITIONAL 90 DAYS.26. THE CONTRACTOR SHALL NOT BE RESPONSIBLE AT ANY TIME TO REPLACE OR HONOR ANYWARRANTY FOR THE LOSS OF ANY TREES, PLANTS, GROUND COVERS OR SOD CAUSED BYFIRE, FLOODS, LIGHTNING, WINDS ABOVE 70 MILES PER HOUR OR ANY OTHER NATURALDISASTER, NOR SHALL THE CONTRACTOR BE HELD RESPONSIBLE FOR ACTS OF VANDALISMOR NEGLIGENCE ON THE PART OF THE OWNER.27. PROVIDE TO THE OWNER'S REPRESENTATIVE A WRITTEN ANNUAL MAINTENANCE PROGRAMTO PROPERLY CARE FOR AND MAINTAIN THE LANDSCAPING. INCLUDE CONTACT INFORMATIONREGARDING THE INSTALLERS AND SUPPLIERS OF THE MATERIALS ALONG WITH A WARRANTYCERTIFICATE.1. PROVIDE TO THE OWNER'S REPRESENTATIVE,CERTIFICATES FOR THE SEED MIXTURES. THESEEDING CERTIFICATE SHALL IDENTIFY THE SPECIESAND PERCENTAGES, GERMINATION PERCENTAGES,WEED PERCENTAGES AND INERT MATTER.3. SEED MIX #2:35% DURAR HARD FESCUE35% SHEEP FESCUE15% TURF-TYPE TALL FESCUE15% CANADA BLUEGRASSDRILL @ 10-15# / ACREBROADCAST @ 20-30# / ACRE4. SEED MIX #325% GREEN NEEDLEGRASS20% WESTERN WHEATGRASS20% THICKSPIKE WHEATGRASS15% SLENDER WHEATGRASS13% MOUNTAIN BROM 5% SECAR BLUEBUNCH WHEATGRASS 2% BLUE FLAXDRILL @ 8-10# / ACREBROADCAST @ 16-20# / ACRE5. SEED MIX #4 (ONLY IF DISTURBED OR OTHERWISENOTED)6.5# PLS / AC. SLENDER WHEATGRASS5.0# PLS / AC. SODAR STREAMBANK WHEATGRASS3.5# PLS / AC. TUFTED HAIRGRASS0.5# PLS / AC. FOWL MANNAGRASS0.25# PLS / AC. FOWL BLUEGRASS6. COMPOST: PROVIDE WELL-COMPOSTED, STABLE ANDWEED-FREE ORGANIC MATTER,. APPROVED SOURCESOF COMPOST ARE GLACIER GOLD: 406-881-3033; EKOCOMPOST 406-721-4123; BIG BUTTE COMPOST:406-782-0190; EARTH SYSTEMS COMPOST:406-582-0660; OR ROCKY MOUNTAIN COMPOST:406-245-4817.7. PROVIDE COMMERCIAL-GRADE FERTILIZER OFNEUTRAL CHARACTER WITH BOTH FAST ANDSLOW-RELEASE NITROGEN. PROVIDE COMPOSITIONAND WEIGHTS BASED UPON SOIL TEST RESULTS.8. LOOSEN SUBGRADES TO A DEPTH OF 8 INCHES.REMOVE ANY STONES LARGER THAN 1 INCH. SPREAD4 INCHES OF TOPSOIL AND 2 INCHES OF COMPOST ANDROTOTILL COMPOST INTO TOPSOIL FOR A TOTAL SEEDBED PROFILE OF 6 INCHES.9. FINISH GRADE AGAINST EDGING OR PAVEMENT TOALLOW FOR THICKNESS OF SOD OR SEED.10. DRILL SEED MIXES WITH A DRILL SEEDER WITH ASPACING THAT DOES NOT EXCEED 3-1/2 INCHES.11. IF AREAS ARE UNABLE TO BE DRILL SEEDED,BROADCAST SEED AND RAKE INTO SOIL. BROADCASTSEED AT DOUBLE THE RATE SPECIFIED.12. HYDROMULCH OVER ALL DRILL SEEDED AREAS ANDROLL UNTIL SMOOTH.13. CONTRACTOR IS RESPONSIBLE FOR ALL LAWNMAINTENANCE FOR 90 DAYS AFTER SUBSTANTIALCOMPLETION.14. CONTRACTOR IS RESPONSIBLE FOR WEED CONTROLOVER ALL NEWLY SEEDED AREAS FOR THE FIRST FULLGROWING SEASON.SEEDING NOTESDECIDUOUS TREE1NOT TO SCALEPLANTING SOIL MIX, AS SPECIFIEDREMOVE BURLAP FROM TOP THIRD OFROOTBALL, CUT WIRE BASKET IN FOUR PLACESAND FOLD DOWN 8 INCHESPROVIDE 6" MIN. CLEARANCE BETWEEN BALL &PIT WALLS. ALL WALLS SHALL BE FRACTURED &UNGLAZEDTREE GUARD LARGE SIZEKRAFT PAPER TREE WRAP, REMOVE AT THEEND OF THE WARRANTY PERIOD.PRUNE AS SPECIFIED TO RETAIN NATURALFORMANCHOR STAKING IS OPTIONAL. UTILIZE FLAT,GROMMETED STRAPS THAT LIE FLAT AGAINSTTHE TRUNK. TIE STRAPS BACK TO WOOD ORMETAL POSTS. PLACE CAPS ON METAL POSTSFOR SAFETY. PLACE POSTS AT LEAST 3 INCHESFROM THE OUTSIDE EDGE OF THE ROOTBALL.* PLANT ALL TREES TO HAVE THE SAMERELATIONSHIP TO FINISH GRADE ASORIGINALLY GROWN IN THE NURSERY.3" CHIPPED WOOD; LOCAL ORIGIN OF CHIPS;HEALTHY TREES ONLY, 3'-0" DIA. IN LAWNAREAS, TYPICAL3X THE WIDESTDIMENSION OF THEROOT BALLCONIFEROUS TREE2NOT TO SCALEPLANTING SOIL MIX, AS SPECIFIED.ANCHOR STAKING IS OPTIONAL. UTILIZE FLAT,GROMMETED STRAPS THAT LIE FLAT AGAINSTTHE TRUNK. TIE STRAPS BACK TO (3) WOODOR METAL POSTS. PLACE CAPS ON METALPOSTS FOR SAFETY. PLACE POSTS AT LEAST 3INCHES FROM THE OUTSIDE EDGE OF THEROOTBALL.FINISHGRADE* PLANT ALL TREES TO HAVE THE SAMERELATIONSHIP TO FINISH GRADE ASORIGINALLY GROWN IN THE NURSERY.PRUNE AS SPECIFIED TO RETAIN NATURALFORM3" CHIPPED WOOD; LOCAL ORGIN OF CHIPS,HEALTHY TREES ONLY, 3'-0" DIA. IN LAWNAREAS, TYPICALPROVIDE 6" MIN. CLEARANCE BETWEEN BALLAND PIT WALLS; ALL PIT WALLS SHALL BEFRACTURED AND UNGLAZEDREMOVE BURLAP FROM TOP THIRD OFROOTBALL; CUT WIRE BASKET IN FOURPLACES AND FOLD DOWN 8"3x THE WIDEST DIMENSIONOF THE ROOT BALLSHRUB3NOT TO SCALEFINISH GRADE6" MIN. CLEARANCENOTE:PROVIDE 2 AGRI-FORM TABLETSPER SHRUBPRUNE AS SPECIFIED, TO RETAINNATURAL PLANT FORM.WEED BARRIER FABRICPLANTING MIX, AS SPECIFIED.PLANTING DEPTH TO MATCH FINISHGRADE.TOPSOILREMOVE CONTAINER BEFOREPLANTING. TAKE CARE TO NOTDISTURB ROOTBALL. BOTTOMAND SIDES OF PIT WALL SHALL BEFRACTURED AND UNGLAZED.TYPE OF MULCH AND DEPTH ASSPECIFIED. PULL MULCH 2" AWAYFROM TRUNK. SSSSSSSSSSSSSSSSSSSSSSSSSSSS SS SS SS SS SS SSSSSSSSSSSSSSSSSSSS W W W WWWWWWWWWWWWWWW W W W W W W W W W W WWWWWWWWWWSDSDSDSDSDSDSDSDSDSDSDSD SD SD SD SD SD SD DESIGNED BYDRAWN BYCHECKED BYDATEPROJECT NO.FILE NO.SHEETPROJECT TITLESHEET TITLE (C) 2015 PEAKS TO PLAINS DESIGN, P.C.14041_IR_P5 P6.DWGLANDSCAPE ARCHITECTURE/PLANNING/CIVIL ENGINEERING 404 NORTH 31ST STREET, SUITE 405 BILLINGS, MONTANA 59101 (406) 294-9499 - (406) 294-9670 FAX WWW.PEAKSTOPLAINS.COM PEAKS TO PLAINS DESIGNPCL1.31404101/16/18JJRGNLGNLBOZEMAN, MONTANATHE LAKES AT VALLEY WEST PHASE 5 & 6 OPEN SPACE PARK AREAPHASE 6IRRIGATION PLAN PHASE 6 PARK AREA IRRIGATION PLAN1SCALE: 1" = 30'14.423A1"1. VERIFY ALL EXISTING AND PROPOSED SITE CONDITIONS, INCLUDINGPLANTING, GRADING, BUILDING CONSTRUCTION, WATER DEVELOPMENT,AND SUPPLY, PRIOR TO COMMENCEMENT OF WORK. NOTE ANYSLEEVES AND IRRIGATION STUBS FOR FUTURE WORK.2. LOCATE AND PROTECT ALL UNDERGROUND UTILITIES, CONDUITS, ANDSTRUCTURES. ANY DAMAGE INCURRED IS THE CONTRACTOR'SRESPONSIBILITY AT NO ADDITIONAL COST TO THE OWNER.3. THE IRRIGATION CONTRACT INCLUDES THE SUPPLY AND INSTALLATIONOF ALL MATERIALS AND EQUIPMENT FOR A COMPLETE, AUTOMATICIRRIGATION SYSTEM. ANY ITEMS REQUIRED TO CONFORM WITH SUCHINTENT ARE CONSIDERED TO BE INCIDENTAL TO THE WORK.4. THE IRRIGATION PLAN IS SCHEMATIC. FIELD-VERIFY ALL DIMENSIONS,EXISTING, AND PROPOSED CONDITIONS, AS REQUIRED TO PROVIDE ONECOMPLETE AND OPERABLE SYSTEM.5. DO NOT WILLFULLY INSTALL THE SYSTEM WHEN OBVIOUSOBSTRUCTIONS, GRADE CHANGES AND SITE GEOMETRY EXIST. SUCHDIFFERENCES SHALL BE REPORTED TO THE OWNER'S REPRESENTATIVE.IN THE EVENT NOTIFICATION IS NOT MADE, THE CONTRACTOR SHALLASSUME ALL RESPONSIBILITY FOR ANY NECESSARY REVISIONS.6. REFER TO LANDSCAPE AND CIVIL PLANS WHEN LAYING OUT HEADPLACEMENT AND TRENCHING.7. CONFORM TO ALL LOCAL CODES REGARDING INSTALLATION.8. IRRIGATION DESIGN IS BASED UPON HAVING 40 PSI AND 35 GPMAVAILABLE AT THE FURTHEST HEAD. VERIFY THE ACTUAL PSI AND GPMAVAILABILITY AND COMPATIBILITY WITH THE WATER SOURCE PRIOR TOINSTALLATION.9. PROVIDE PVC IRRIGATION PIPE, 2-1/2" SIZE OR SMALLER IN CLASS 200I.P.S.; PROVIDE 3" SIZE PIPE AND LARGER IN SCHEDULE 40.10. PROVIDE 6 INCH DIAMETER SCHEDULE 40 PVC FOR ALL ELECTRICAL ANDIRRIGATION SLEEVES LOCATED UNDER PAVEMENT.11. PROVIDE UF-14-1 DIRECT BURIAL CABLE WIRING FROM THE IRRIGATIONCONTROLLER TO REMOTE CONTROL VALVES. RUNS IN EXCESS OF 800FEET SHALL BE 12 GAUGE. PLACE ALL WIRE SPLICES IN VALVE BOXESAND MAKE CONNECTIONS WITH A DIRECT BURY SPLICE KIT. PROVIDESLEEVES FOR WIRING UNDER ALL PAVED AREAS.12. BURY ALL MAINLINE PIPE WITH A MINIMUM COVER OF 18 INCHES. BURYALL LATERAL PIPE WITH A MINIMUM COVER OF 12 INCHES. PULLING OFPIPE 2 INCH DIAMETER OR LESS IS ACCEPTABLE, PROVIDING DEPTHSARE ACHIEVED.13. LIMIT THE USE OF FITTINGS AND INSTALL LINE SIZE FITTINGS TO ENSUREMINIMUM FRICTION LOSS IN SYSTEM.14. LOCATE HEADS APPROXIMATELY 2 INCHES FROM PROPOSED CURBS,WALKS AND MOWING EDGES.15. CONNECT ALL SPRAY HEADS TO LATERAL PIPES USING FUNNY PIPE,CONNECT ALL ROTORS TO LATERAL PIPES WITH PVC SWING JOINTS.16. LOCATE SPRINKLER HEADS TO AVOID OBSTRUCTIONS THAT WILL LIMITRADIUS OF COVERAGE, CAUSE DRY SPOTS, OVER SPRAY ON BUILDINGS,STRUCTURES AND PAVEMENTS OR OTHER WATER DAMAGE.17. NO SUBSTITUTIONS WILL BE ALLOWED WITHOUT WRITTEN CONSENTFROM THE LANDSCAPE ARCHITECT.18. ALL VALVES TO BE INSTALLED IN RECTANGULAR VALVE BOXES OFPROPER SIZE, DEPTH AND GRADE. PROVIDE VALVE BOX EXTENSIONS ASREQUIRED.19. VERIFY WITH THE OWNER'S REPRESENTATIVE, THE FINAL LOCATION OFTHE CONTROLLER, BACKFLOW PREVENTER AND CONNECTION TOWATER SOURCE TO MEET FIELD CONDITIONS. COORDINATEINSTALLATION WITH OWNER'S REPRESENTATIVE AND OTHER TRADES.20. FINAL BALANCE AND ADJUST THE COMPLETE IRRIGATION SYSTEM,INCLUDING SPRAY HEADS, ROTORS AND DRIP LINES FOR PROPEROPERATION.21. CONTRACTOR IS RESPONSIBLE FOR PERFORMING FIRST-YEARWINTERIZATION AND SPRING START-UP PRIOR TO MAY 1ST, DURING THEONE-YEAR WARRANTY PERIOD.22. FINAL INSPECTION: DEMONSTRATE THE ENTIRE SYSTEM IN OPERATIONTO THE OWNER'S REPRESENTATIVE, PROVING THAT ALL REMOVECONTROL VALVES ARE PROPERLY FUNCTIONING, THAT ALL HEADS ANDEMITTERS ARE PROPERTY ADJUSTED FOR RADIUS, ARC OF COVERAGEAND EMITTER LOCATION AS IT RELATES TO INDIVIDUAL PLANTS.23. PRIOR TO FINAL PAYMENT THE CONTRACTOR SHALL PROVIDE TO THEOWNER'S REPRESENTATIVE AN AS-BUILT PLAN AND OWNER'S MANUALS.DURING THE COURSE OF THE INSTALLATION, THE CONTRACTOR MUSTRECORD ALL CHANGES MADE TO THE IRRIGATION SYSTEM. THECHANGES MUST BE MADE IN RED ON THE ORIGINAL PLAN.24. WARRANTY THE IRRIGATION SYSTEM FOR A PERIOD OF ONE-YEAR FROMTHE DATE OF SUBSTANTIAL COMPLETION. ANY SETTLEMENT THATOCCURS DURING THIS TIME WILL BE REPAIRED AT THE CONTRACTOR'SEXPENSE.IRRIGATION NOTESIRRIGATION LEGENDSYMBOLDESCRIPTIONSIZEMANUF.MODEL #MP-ROTATOR HEADS6"HUNTERPROS-06-PRS40-CV-MP3000-90,210ELECTRIC CONTROL VALVE 1"HUNTERICV-101GLATERAL LINEAS INDICATEDCLASS 200 PVCEX. MAINLINESLEEVE LINES4"SCHEDULE 40 PVCCONTROLLER LETTERGALLONS PER MINUTE (GPM)ZONE STATION NUMBERDETAIL NUMBERSHEET NUMBER305DWATER CONSUMPTION CALCULATIONTHE CALCULATION FOR WATER CONSUMPTION ACCOUNTS FOR MONTHLY PRECIPITATION AVERAGES AND AVERAGE EVAPOTRANSPIRATION RATES FOR THEREGION. WEATHER SENSORS ARE INTEGRATED INTO THE IRRIGATION SYSTEM TO REDUCE UNNECESSARY APPLICATIONS OF WATER.ESTIMATED WATER CONSUMPTION FOR ALL PHASE 6 PARK AREA: 19,403 GALLONS PER YEARPHASE 6 PARK AREA IRRIGATION NARRATIVEEXCEPT FOR A SMALL BUFFER AREA, PHASE 6 OF THE DEVELOPMENT'S PARK AREA IS DESIGNED TO BE NATRUALIZED, THEREBY ELIMINATING LARGE AREAS OF IRRIGATED TURF. THEPLANTINGS IN THIS AREA OF THE PARK ARE MINIMAL TO ENHANCE THE VIEWSHED. THE PLANTINGS WILL REQUIRE TEMPORARY IRRIGATION THROUGH THE ESTABLISHMENT PERIOD, WHICH,ONCE ESTABLISHED, WILL CEASE. THE DROUGHT-TOLERANT PLANT SELECTIONS AND RELATIVELY HIGH-WATER TABLE IN THIS AREA ELIMINATES THE NEED FOR PERMANENT IRRIGATION.IR28FINISHED GRADEMP ROTATOR NOZZLEPRS40 SPRAY BODY WITHFACTORY-INSTALLED DRAINCHECK VALVE1/2" MALE INLET X 1/2 " BARBED ELBOW12" LENGTH FUNNY PIPELATERAL TEE OR ELLLATERAL PIPE2NOT TO SCALEELECTRIC CONTROL VALVE3NOT TO SCALE1REMOTE CONTROL VALVEFINISH GRADE/TOP OFMULCHRECTANGULAR VALVE BOX'3M' DBY WATERPROOFCONNECTORS OR EQUALPVC SCH 80 NIPPLE (CLOSE)PVC SCH 40 ELLPVC SCH 80 NIPPLE (LENGTH ASREQUIRED)BLOCK (1 OF 4)PVC SCH 80 NIPPLE (2-INCHLENGTH, HIDDEN) AND SCH 40 ELLPVC SCH 40 TEE OR ELLPVC SCH 40 MALE ADAPTERPVC LATERAL PIPEPVC MAINLINE PIPE3" DEPTH, 34" WASHED ROCK3" MINLAMINATED TAG W/ ZONE NUMBERWIRE TOSOLENOIDDUAL-1DECODERCOMMUNICATIONWIRE TO NEXTDEVICE (DECODER,SENSOR DECODER,LINE SURGEPROTECTOR ORCONTROLLER)L1.34TRENCH & BEDDINGNOT TO SCALEPLANS120V WIREFINISH GRADECONDUITPLANMAINLINEBEDDINGLATERALSECTIONCONDUITDIRECT BURY PLANLATERALLATERAL PIPESNAKE ALLSECTIONSFINISH GRADEDIRECT BURYLOOPTIESSECTIONFINISH GRADEIN TRENCHTAPE & BUNDLE ALL WIRING AT 10 FT. INTERVALS.MAKE ALL SPLICES IN VALVE BOXES & LOCATE ONAS-BUILT PLANS. TIE A LOOSE 20 FT. LOOP INWIRING AT ALL CHANGES IN DIRECTION GREATERTHAT 30 DEGREES. UNTIE ALL LOOPS AFTERMAKING CONNECTIONS.INSTALL ALL 120V. WIRING IN CONDUIT. PLACE ALLWIRING UNDER PAVEMENT AND THROUGH SLEEVESIN CONDUIT.IN CONDUITCONTRACTOR HAS THE OPTION TO TRENCHOR PULL P.E. DRIP LATERAL LINES, PROVIDEDA MINIMUM COVER OF 10" CAN BEGUARANTEED.18" 12" 18" 12" 18" 18"5ADD CONTROL VALVE TOEXISTING MAINLINE FROMWELL 1(A). ADD ZONE TOPARK CONTROLLER.VAUGHN DRIVEPHASE 5PHASE 6 PHASE 5PHASE 6DEBOUR LANEMODEL DUAL-1 DECODERJACKETED ID WIRE PATH FROMCONTROLLER ALLOW 5 ft/1.5MSLACK PER DECODER/1/2 ONEITHER SIDE OF DECODERDBR\Y-6 (2)DBY (2)TWISTED TO NEXT DECODERJACKETED ID WIRE PATHTWO BLACK WIRES TO VALVESOLENOID/UP TO 100FT/30MNOTE: All DUAL-1 DECODERS SHALL HAVE THEFOLLOWING ADDRESS AND CORRESPONDINGCOLORADDRESS 1 = BlackDUAL-1 DECODER4NOT TO SCALE1OPEN SPACE AREA, SEE OPEN SPACEDRAWINGS, SHEET L4.3OPEN SPACE AREA, SEE OPEN SPACEDRAWINGS, SHEET L4.34L1.325L1.33L1.3SIDEWALKSIDEWALK6-INCH MP ROTATORHEAD4" PVC SLEEVE, TYP.L1.3 The Lakes at Valley West Subdivision – Phases 5 and 6 Preliminary Plat Seed Mix Descriptions Four separate seed mixes encompass the park and open space areas throughout the development. The seed mixes correspond with activity use levels appropriate for the different types of ecosystems provided throughout the development. Active park lands are a combination of Kentucky Bluegrass, Perennial Ryegrass and Creeping Red Fescue. This irrigated mix utilizes approximately 25 percent less water than a traditional bluegrass blend, but the species respond well to heavy pedestrian traffic and provides the average citizen with a typical expectation of a traditional park area. The Durston Road and Laurel Parkway open spaces and boulevards consist of three types of fescue along with a Canada Bluegrass blend. While these areas will be irrigated as well, the fescues provide about a 50 percent reduction of water requirements, creating a quality greenbelt. These areas will not receive as much pedestrian traffic; therefore, the fescues can be mowed less often but still project a nice green space analysis. The upland open space and park lands consist of a four-blend wheatgrass mix, along with brome and other species. This seed mix allows for a 100 percent reduction in water consumption, as it does not require irrigation. This seed mix is in locations where minimal foot traffic is expected. In most cases, these areas will not be mowed, although an annual mowing may be performed for species diversity. The detention ponds will receive a seed mix that survives with a periodic inundation of water and drought. Consisting of wheatgrass, hairgrass, mannagrass and bluegrass species, this seed mix will provide for herbaceous ground cover through multiple water events. This seed mix also has a 100 percent reduction in water consumption, as it does not require irrigation. Active Park Lands – SEED MIX #1 60% Kentucky Bluegrass 25% Perennial Ryegrass 15% Creeping Red Fescue Drill @ 4-5#/1000/SF Broadcast @8-10#/1000/SF Durston Road Open Space – SEED MIX #2 35% Durar Hard Fescue 35% Sheep Fescue 15% Turf-type Tall Fescue 15% Canada Bluegrass Drill @ 10-15#/Acre Broadcast @ 20-30#/Acre Upland Open Space & Park Lands – SEED MIX #3 25% Green Needlegrass 20% Western Wheatgrass 20% Thickspike Wheatgrass 15% Slender Wheatgrass 13% Mountain Brome 5% Secar Bluebunch Wheatgrass 2% Blue Flax The Lakes at Valley West Subdivision – Phases 5 and 6 Preliminary Plat Drill @ 8-10#/Acre Broadcast @ 16-20#/Acre Detention Ponds & Wetland Areas (only if disturbed) – SEED MIX #4 6.5#PLS/Acre Slender Wheatgrass 5.0#PLS/Acre Sodar Streambank Wheatgrass 3.5#PLS/Acre Tufted Hairgrass 0.5#/PLS/Acre Fowl Mannagrass 0.25#/PLS/Acre Fowl Bluegrass Seed mixes three and four do not have any permanent irrigation systems. Establishment of non-irrigated seed will be established utilizing these proven, successful establishment methods without the use of temporary irrigation. 1. Proper seed bed preparation. The contractor is required to place four to six inches of topsoil overall areas to receive seed. The topsoil must be tested to meet soil texture and soil nutrientcapacities. Compaction of the topsoil layer shall not exceed 85 percent.2.Viable seed source. The seed source will be checked through the acquisition of the tags off of thebags of seed. Verification of the seed-tested germination, percentage of inert materials andpercentages of weed seed in the mix itself will meet industry standards.3. Seed to soil contact. All non-irrigated seed mixes will be drill seeded to ensure proper seed tosoil contact. The equipment shall not have a spacing of more than 3-1/2 inches, and the soilsurface should be cultipacked or rolled after seeding. Areas too narrow to drill seed will bebroadcast seeded at double the rate and raked into the soil. 4. Timing of seeding. Non-irrigated seed mixes should only be seeded between October 15 andMay 15 of each year, provided that the ground is not frozen or overly muddy. This is the optimaltime for soil moisture content and the cooler spring temperatures enhance native grass seedling development.5. No use of fertilizer. Non-irrigated seed mixes will not receive a fertilizer treatment. Experienceand studies show that the application of fertilizer in the first two years of establishment only benefits weeds.6.Mulch application. Immediately after seeding, the seed bed will have a layer of straw or papermulch hydraulically placed over the top. This helps to retain moisture, provide increased organicmatter, suppresses weed growth and can provide nutrients to the grass.7. Weed monitoring. Weeds will be monitored and removed according to the applicant’s approvedweed management plan.8.Successful establishment time period. The City is advised that successful establishment of non-irrigated grasses takes two years at a minimum due to the slow germination rates of the nativegrasses and slow root zone development. This methodology has been tested by Agronomist Neal Fehringer, MDT Agronomist Phil Johnson and successfully implemented by Peaks to Plains Design on several projects throughout Montana. Seeding of soil stockpiles that will remain undisturbed for a period of more than four months will be seeded with an annual grass groundcover of annual rye. Annual ryegrass germinates quickly and is a low cost option for dust control, without long-term consequences of contamination of the soil source. This will be completed as per the SWPPP plan requirements. The Lakes at Valley West Subdivision – Phases 5 and 6 Preliminary Plat SEC. 38.41.060.A.16 A.(7) GENERAL DESCRIPTION OF LAND The Lakes at Valley West continues the award-winning tradition of parks and open space present throughout the rest of Valley West Subdivision. The open space along Durston Road provides a neighborhood buffer that reinforces a tree-lined edge from an urban arterial road. This edge feeds into the entry to The Lakes funneling down Laurel Parkway, setting the stage for a green belt transportation corridor. Special attention is paid to the Parkway median regarding scale and repetition without compromising safety and efficiency. The east lake is bordered by the Baxter Creek Natural Area on the east. Significant wetland mitigation activities have occurred in the natural area and along the wet perimeter of the lakes. The north-south trail corridor on the west side of Baxter Creek will facilitate connectivity to and from all directions, maximizing the potential use of the Natural Area without compromising environmental commitments. The northwest corner of the east lake will encompass active use park area. Neighborhood gatherings are accommodated through two picnic shelters and associated improvements. A large playground will accommodate a wide variety of play activities along with a swing set, a feature missing in the greater Valley West park system. A combination of flat, unprogrammed open space and large berms provide for free and imaginative play. This neighborhood gathering area will be irrigated to support such active and intense uses. Accessible trails will connect he active use area to the natural, reclaimed wetland edge of the lake for fishing access. The west lake is surrounded by ample open space. Irrigated unprogrammed open space takes advantage of flat topography on the north edge of the lake. This area creates a buffer between private properties and the natural wetland fringe of the lake. This line is marked with the accessible trail that separates irrigated from natural grasses. By limiting the irrigated area, principles of water conservation contribute to the overall sustainability of the development. The remaining lake perimeter is restored to drought-tolerant upland grasses, creating greater habitat diversity. Greater habitat diversity attracts a variety of wildlife and avian species, thus creating opportunities for nature-related recreation. Together, the parks, trails and open space amenities encompass a wide variety of recreational opportunities appealing to many different age groups. The public lands within The Lakes at Valley West appeal to many interests, and are accessible by vehicle, bicycle and pedestrian means. This accentuates the high quality of life attributes affiliated with the Bozeman area and the overall development consistent with the expectations found at Valley West. The Lakes at Valley West Subdivision – Phases 5 and 6 Preliminary Plat SEC. 38.41.060 Additional Subdivision Preliminary Plat Supplements A(8) – Trail Layout & Construction Refer to A-6 for parks trail layout & construction. The Lakes at Valley West Subdivision – Phases 5 and 6 Preliminary Plat SEC. 38.41.060 Additional Subdivision Preliminary Plat Supplements A(9) The final park plan shall be approved by the review authority with recommendations from both the city recreation and parks advisory board prior to any site work. A(10) A preconstruction meeting is required prior to any site work. A(11) The Park Plan shall follow all appropriate design guidelines for city parks. 1/15/2018 Phase 6 Park OPINION OF PROBABLE COST Project: The Lakes At Valley West Phase: Park Space: Phase 6 Date:January 16, 2018 Prepared By:Peaks to Plains Design, PC ITEM DESCRIPTION QTY UNIT UNIT COST TOTAL RESPONSIBILITY Decidious Trees 1.5" & 2" caliper 6 EA 250.00$ 1,500$ Developer Coniferous Trees 6-8' Height 2 EA 200.00$ 400$ Developer Ornamental Trees 1.5" Caliper 2 EA 185.00$ 370$ Developer Shrubs #5 Container 32 EA 50.00$ 1,600$ Developer Seed Mix 2 Irrigated Mix 2410 SF 0.31$ 747$ Developer Seed Mix 3 Non-Irrigated Mix 47982 SF 0.35$ 16,794$ Developer Seed Mix 4 Wetland Mix 2004 SF 0.31$ 621$ Developer Earthwork 55541 SF 0.08$ 4,443$ Developer Irrigation MP Rotator 2410 SF 0.55$ 1,326$ Developer Irrigation Gator Bags thru Establishment 10 EA 35.00$ 350$ Developer Gravel Trails 6' wide 858 LF 10.00$ 8,580$ Developer SUBTOTAL 36,731$ MOBILIZATION & INSURANCE 5%1,837$ CONTINGENCY 10%3,857$ TOTAL 42,424$ The Lakes at Valley West Subdivision – Phases 5 and 6 Preliminary Plat SEC. 38.41.060.A.16 A(13) – Playground Equipment Information No new playground equipment is being installed as part of Phase 6. Soil Map—Gallatin County Area, Montana (VALLEY WEST: PHASE 5 & 6 SOILS) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/5/2014 Page 1 of 350583005058400505850050586005058700505880050589005059000505910050592005058300505840050585005058600505870050588005058900505900050591005059200490400490500490600490700490800490900491000491100491200491300491400491500491600491700491800 490400 490500 490600 490700 490800 490900 491000 491100 491200 491300 491400 491500 491600 491700 491800 45° 41' 11'' N 111° 7' 27'' W45° 41' 11'' N111° 6' 15'' W45° 40' 38'' N 111° 7' 27'' W45° 40' 38'' N 111° 6' 15'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 12N WGS84 0 300 600 1200 1800Feet 0 100 200 400 600Meters Map Scale: 1:7,080 if printed on A landscape (11" x 8.5") sheet. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Gallatin County Area, Montana Survey Area Data: Version 18, Sep 3, 2014 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 28, 2011—Aug 10, 2011 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map—Gallatin County Area, Montana (VALLEY WEST: PHASE 5 & 6 SOILS) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/5/2014 Page 2 of 3 Map Unit Legend Gallatin County Area, Montana (MT622) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 448A Hyalite-Beaverton complex, moderately wet, 0 to 2 percent slopes 9.5 5.2% 509B Enbar loam, 0 to 4 percent slopes 41.5 22.6% 510B Meadowcreek loam, 0 to 4 percent slopes 46.3 25.2% 511A Fairway silt loam, 0 to 2 percent slopes 1.1 0.6% 537A Lamoose silt loam, 0 to 2 percent slopes 28.8 15.7% 748A Hyalite-Beaverton complex, 0 to 4 percent slopes 56.6 30.8% Totals for Area of Interest 183.8 100.0% Soil Map—Gallatin County Area, Montana VALLEY WEST: PHASE 5 & 6 SOILS Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/5/2014 Page 3 of 3 The Lakes at Valley West Subdivision – Phases 5 and 6 Preliminary Plat Parks The park system within the The Lakes at Valley West is diverse and requires different subsets of maintenance considerations within this area. Because over 9 acres of this area is dedicated for parkland, the master plan allows for certain areas to remain native, natural state versus a manicured park for ease of maintenance and to maintain species diversity. Depending on the seasonal moisture, native grass will be mowed 2 to 3 times per year. Generally the first time in mid-July, and the final time occurring in mid-October. The mow height will be a minimum of 6 inches, with 12 inches being the preferable. A noxious weed control program has been established with a local contractor. A yearly property check with two applications a year till turf is fully established once in June and the other in August. Once the turf is fully established then spaying will be cut down to one application per year in the month of June. This event is coordinated with the County Weed Supervisor, the NRCS agent and the City of Bozeman. This program can also be used to control the weeds in gravel walkways with spot application of a weed control agent as required. The City of Bozeman shall be notified of any and all applications of pesticides and/or herbicides on public lands. Signs shall be posted prior to application in appropriate and noticeable locations identifying the product applied. Signs will remain in place for a minimum of two (2) days after treatment. Records shall be maintained in accordance with the State of Montana Pesticide Act, Administration Rule 4.10.207 and copies submitted to the City of Bozeman Parks Division. Active use grass areas will have a mow height of no less than 3 inches and be allowed to grow to 4 or 4-1/2 inches before being mowed again. One can expect around 26 mows a year. Fescue blend lawn areas require roughly 9 inches of water between June 1st and September 1st. At peak demand this means roughly 0.75 inch of precipitation per week in lawn areas. For mature lawn areas, this water will be spread evenly through the week and in less frequent, deeper soakings. Fertilizing of grass and lawn areas is to be done as necessary, but not be overdone to minimize water needs and mowing and to protect sensitive areas. Lawns which have irrigation at head to head coverage will have two applications of fertilizer: The first will be a blend of 17-17-17 in May and then will have an application of 27-8-8 in mid-summer. As the lawns are establishing, the rate of fertilization will be approximately 40 lbs per 10,000 square feet. An established lawn will be fertilized at a rate of 60 lbs. per 10,000 square feet. Certain park areas have ground cover which requires full or partial irrigation. In areas where a full turf-type lawn is desired, an irrigation system will be placed with head to head coverage. The borders next to areas desired to be left in native grass state, a single row of heads is placed to The Lakes at Valley West Subdivision – Phases 5 and 6 Preliminary Plat allow for minimal watering to allow that transition. The irrigation system will need to be monitored to watch for breaks, vandalism and overall needs of the site. Areas which are "partially irrigated" or have only a single row of heads may be fertilized in a similar way. Bi-annual soil test will be taken to assess soil nutrient contents and adjust fertilizer rates accordingly. Any seed mix that has no irrigation or areas within 50 feet of a stream or wetland will not be fertilized and has no plan for regular application of fertilizer. This will minimize excess nutrient run-off that will adversely affect the water ecosystem. Trees and shrubs located within this corridor will be monitored and if deemed that they need fertilization, the use of capsule fertilizer will be utilized. In areas outside the corridor, the shade trees will be fertilized in April with 16-10-9 plus iron and zinc. Once trees and shrubs are established, they will be fertilized with tree food spikes. Do not fertilize trees and shrubs past mid to late July. Pruning of evergreens will occur in June. Shade trees will pruned in April, except maples and birch. Maple and Birch species will be pruned in mid to late July. During the fall once the leaves have fallen, they will be collected and removed. General monitoring for pests and diseases will be done throughout the year. Trees and shrubs will be deep watered right before the ground freezes. All trees on public property are subject to the City of Bozeman permits and ordinances as outlined in City Ordinance 12.30.040. The irrigation system will be charged in April, after the frost has left the ground and plant material begins to grow. All of the manual drain valves will be turned to the closed position. The power for the pump will be switched to the "on" position. Program or adjust the controller for the current month's watering needs. Check all heads to ensure that there is no breakage and that proper coverage is attained. Each month the heads and controller will be checked and adjusted for the weather. When repairing the sprinkler heads using different brands or nozzles are not recommended. This ensures that the coverage is efficient for the working pressure and disperses at an equal precipitation rate. Ensure that the heads seated at a level which it is not damaged from mowing or maintenance equipment. Be sure to periodically check the drip emitters around the trees to ensure they are functioning properly. Winterization of the irrigation system typically occurs during the last week of October. At this time, the power to the well pump will be turned off. All manual drain valves will be opened. Use a high powered air pump to connect to many of the quick coupler valves around the system. Run air through the system, opening and closing each valve zone, until all of the water is completely out of the system. Turn off the controller and leave the water off until spring. If The Lakes at Valley West Subdivision – Phases 5 and 6 Preliminary Plat winter watering is necessary, this must be done manually from a tank to avoid damage to the system. Areas with higher use such as picnic structures and tables will need weekly garbage service. All residential garbage is the responsibility of the individual lot. The park system is currently maintained through the Homeowner's Association and these types of services will be included in that overall maintenance. Sidewalks, Streets, Woonerfs, and Alleys Concrete sidewalks located in the open space will have the snow removed within 24 hours of the end of any snowfall event as per Bozeman Ordinance 1529. Gravel trails will not have a regular snow removal schedule. The maintenance as well as the snow removal for the concrete sidewalks located in the open spaces will be the responsibility of the Homeowner's Association. City standard streets will be maintained by the City of Bozeman which includes snow removal and overall street maintenance. The snow removal for the Woonerf's and Alley's will be completed for any snow event that is 2 inches or greater. The snow will be stored on-site in areas outlined on the attached drawing, number FIG. 8. The snow removal and maintenance for the Woonerf's and Alley's will be the responsibility of the Homeowner's Association. A rate study will be performed to establish Homeowner's Association fees based on maintenance requirements as well as long term replacement costs for the concrete sidewalks, Woonerf's, and Alley's. Implementation All park and open space areas will comply with the City of Bozeman requirements for implementation. Each preliminary plat subdivision phase will provide detailed landscape and irrigation plans in accordance with the overall master plan for any park land in that particular phase. Site grading, seeding, well development and irrigation infrastructure will be installed as required for subdivision regulations. All soils to be used on pubic park land shall be inspected by and meet the approval of the City of Bozeman Parks Division Staff prior to installation and shall meet the minimum depth requirement of 10 inches. Additional amenities not required of the developer, but will be included in park improvements, include playground equipment, surfacing and drainage; benches, and picnic tables. The quality of the installed improvements will far exceed the minimum requirements necessary for the development. The Lakes at Valley West Subdivision – Phase 5 and 6 Preliminary Plat Application Noxious Weed Management and Re-vegetation Plan The applicant has entered into a memorandum of understanding regarding the full 65 acre development and has implemented the associated weed plan. Copies of the weed plan and the memorandum of understanding are included in this section. 315 N. 25th Street, Suite 102Billings, MT 59101Phone: (406) 656-6000Fax: (406) 237-12010505010025HORIZ. SCALEIN FEETREVISIONSSHEET NUMBERPROJECT NUMBERDRAWING NUMBERVERIFY SCALE!THESE PRINTS MAY BEREDUCED. LINE BELOWMEASURES ONE INCH ONORIGINAL DRAWING. MODIFY SCALE ACCORDINGLY!DATEDESCRIPTIONNO.BYN:\5352\002\ACAD\EXHIBITS\WEED MAP_EXHIBIT.DWG PLOTTED BY:COOPER KRAUSE ON Jan/23/2015COPYRIGHT MORRISON-MAIERLE, INC., 2015APPR. BY:DATE:DATE:BY:DSGN. BY:Q.C. 9109.VW-WINGEX.ABOZEMANMTKDJKDJKDJ01/2015NOXIOUS WEED INVENTORY EXHIBITTHE LAKES AT VALLEY WESTTHE LAKES AT VALLEY WEST -NOXIOUS WEED INVENTORYAAJKER CREEK CENTERLINEBAXTER CREEKCENTERLINEPROPERTY LINEOPEN WATEROPEN WATERDURSTON ROADWESTGATE AVENUE LOCAL STREETLAUREL PARKWAY WESTMORLAND DRIVEKS>50CA>50CA>500CA>200CA>30CA>50CA>30CA>50KS, VT>50KS>20CA>10LEGENDKS KOCHIA SCOPARIACA CIRSIUM ARVENSEVT VERBASCUM THAPSUS>XXX APPROX. # OF PLANTSCA>50CA>30 The Lakes at Valley West Subdivision – Phases 5 and 6 Preliminary Plat SEC. 38.41.060 Additional Subdivision Preliminary Plat Supplements B(3) – Collection Services Refer to B-1 for information regarding collection services. The Lakes at Valley West Subdivision – Phases 5 and 6 Preliminary Plat SEC. 38.41.060 Additional Subdivision Preliminary Plat Supplements C(1) – Park Irrigation Plan Refer to A-6 for Park Irrigation Plan. The Lakes at Valley West Subdivision – Phases 5 and 6 Preliminary Plat Application Traffic Impact Study A traffic impact study was prepared for The Lakes at Valley West Subdivision with the Phases 1 and 2 preliminary plat application. The study covered the entire “Lakes” Planned Unit Development, which encompasses approximately 65 acres as well nearby intersections as determined by the City of Bozeman Engineering Department. The study along with two clarification memos dated February 16, 2015 and May 12, 2015 are included in this section. It is our opinion that the study and its recommendations are still valid and that the improvements completed in concert with the City for Phases 1 and 2 allow for the development to proceed with Phase 5 and 6 with no further off-site improvements. 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ighway Capacity Manual$VVKRZQ/26WKUHVKROGVDVDIXQFWLRQRIGHOD\YDU\EHWZHHQVLJQDOL]HG DQG XQVLJQDOL]HG LQWHUVHFWLRQV 7KLV LV EHFDXVH GULYHU WROHUDQFHV IRU GHOD\ KDYH EHHQ GRFXPHQWHGWREHPXFKKLJKHUDWVLJQDOL]HGYHUVXVXQVLJQDOL]HGLQWHUVHFWLRQV Table 1. Intersection Level of Service Criteria Level of Service Signalized:Control Delay (sec/veh) Unsignalized:Control Delay (sec/veh) A d10 d10 B >10 –20 !10 - 15 C >20 –35 !15 - 25 D >35 –55 !25 - 35 E >55 –80 !35 - 50 F > 80 !50 Source: Highway Capacity Manual (TRB, 2010) /26 ZDV GHWHUPLQHG IRU WKLV VWXG\ XVLQJ 6\QFKUR 9HUVLRQ 7UDIILFZDUH 7KLV VRIWZDUHWRROFDQDSSO\WKHDQDO\VLVPHWKRGRORJLHVRI+&0DQGLVDVWDQGDUGLQGXVWU\ VRIWZDUHDSSOLFDWLRQ/26'LVWKHW\SLFDOWKUHVKROGIRUVLJQDOL]HGLQWHUVHFWLRQV/26(LV DOORZHGDWXQVLJQDOL]HGGULYHZD\VDQGLQWHUVHFWLRQV LQFOXGLQJDOOZD\VWRSV 1.2.3 Methodology – Collision Histories &ROOLVLRQKLVWRULHVZHUHUHYLHZHGIRUH[LVWLQJVWXG\LQWHUVHFWLRQVWRGHWHUPLQHZKHWKHUVDIHW\ LVVXHVRFFXUDVDUHVXOWRIRSHUDWLRQDORUGHVLJQLVVXHVVXFKDVVLJQDOSKDVHLVVXHVVLJKW January2015Page6 TheLakesatValleyWest TrafficImpactStudy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anuary2015Page7 TheLakesatValleyWest TrafficImpactStudy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iCottonwood Road.7KLVprincipal arterial KDVDWZRODQHFURVVVHFWLRQQRUWKRIDQGIRXU VHSDUDWHGODQHVVRXWKRI:%DEFRFN6WUHHW&XUEDQGJXWWHUDUHORFDWHGDORQJWKH PDMRULW\RIERWKVLGHVRIWKHURDGZD\EHWZHHQ:%DEFRFN6WUHHWDQG'XUVWRQ5RDG 7KHUHLVOLWWOHVLGHZDONDORQJWKHHDVWVLGHRIWKHURDGZD\ZLWKDSSUR[LPDWHO\IHHW DORQJWKHZHVWVLGHEHWZHHQ:%DEFRFN6WUHHWDQG'XUVWRQ5RDG7KHSRVWHGVSHHG OLPLWLVPSKQRUWKRI:%DEFRFN6WUHHW7KHDUWHULDOVXSSRUWVDYHUDJHGDLO\ WUDIILF $'7 VRXWK DQG $'7 QRUWK RI 'XUVWRQ 5RDG FRXQW VRXUFH Traditions Subdivisions Phases 2 & 3 Residential Development TIS$EHOLQ7UDIILF6HUYLFH iDurston Road. 7KLV LV D WZR ODQHminor arterial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raditions Subdivisions Phases 2 & 3 Residential Development TIS$EHOLQ7UDIILF6HUYLFH iW. Babcock Street.7KLVcollector arterial KDV D WZR ODQH FURVV VHFWLRQ ZLWK FXUE JXWWHUDQGELNHODQHVIURP&RWWRQZRRG5RDGH[WHQGLQJWRDWHUPLQXVDSSUR[LPDWHO\ IHHWWRWKHZHVW7KHUHDUHQRVLGHZDONVDORQJWKHURDGZD\7KHSRVWHGVSHHG OLPLWLVPSKDQGWKHURDGZD\VXSSRUWV$'7ZLWKLQWKHVWXG\DUHD FRXQWVRXUFH Norton East Range Phase III Residential Development TIS$EHOLQ7UDIILF6HUYLFH iWestgate Avenue and Laurel Parkway. 7KHVH ORFDO VWUHHWV VSHFLILFDOO\ VHUYH GHYHORSPHQWVDOWKRXJK/DXUHO3DUNZD\LVEHLQJGHYHORSHGWRWKHFURVVVHFWLRQRID FROOHFWRU DUWHULDO 7KH LPSRUWDQFH RI WKLV URDGZD\ ZLOO LQFUHDVH LQ WKH IXWXUH %RWK URDGZD\V ZHUH GHYHORSHG ZLWK FXUE JXWWHU DQG VHSDUDWHG VLGHZDON VHFWLRQ DORQJ GHYHORSHGSURSHUW\IURQWV7KHVSHHGOLPLWLVSRVWHGPSKIRUERWKURDGZD\V7KHUHLV DQ$'7FRXQWRIRQ/DXUHO3DUNZD\DQGQRDYDLODEOHFRXQWIRU:HVWJDWH$YHQXH FRXQWVRXUFH Boulder Creek/Westbrook TIS$EHOLQ7UDIILF6HUYLFH $VXPPDU\RIH[LVWLQJLQWHUVHFWLRQWXUQODQHORFDWLRQVDQGWUDIILFFRQWUROFRQGLWLRQV VLJQDORQH ZD\WZRZD\RUDOOZD\VWRSV LVSURYLGHGRQ7DEOH6KRZQDUHGLIIHUHQWWUDIILFPRYHPHQWV DWLQWHUVHFWLRQVDQGWKHZKHWKHUDWXUQODQHLVSURYLGHG,IQRVSHFLILFODQHLVVKRZQWKHQWXUQV January2015Page8 TheLakesatValleyWest TrafficImpactStudy DUH SHUIRUPHG IURP DQ DGMDFHQW VKDUHG WKURXJKODQH $OVR LQGLFDWHG DUH WUDIILF FRQWURO FRQGLWLRQVIRUWKHLQWHUVHFWLRQ&RQWUROVDQGODQHVDUHGHQRWHGZLWKDQ³;´ Table 2. Existing Intersection Geometrics and Traffic Controls Intersection Traffic Control Intersection Geometrics TrafficSignalOne-Way StopTwo-Way StopAll-Way StopNB Left Turn Lane NB Right Turn Lane SB Left Turn Lane SB Right Turn Lane WB Left Turn Lane WB Right Turn Lane EB Left Turn Lane EB Right Turn Lane Cottonwood Rd/Durston Rd - - X - - - - - - - - - Westgate Ave/Durston Rd - - X - - - - - - - - - Laurel Parkway/Durston Rd - - X - - - X - - - - - Cottonwood Rd/W. Babcock St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rip Generation Manual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anuary2015Page11 TheLakesatValleyWest TrafficImpactStudy 2.3 TRAFFIC OPERATIONS 7KH /26 DQG FDSDFLW\ DQDO\VHV ZHUH SHUIRUPHG EDVHG RQ D UHYLHZRI WKH WUDIILF YROXPHV VXPPDUL]HGLQ6HFWLRQDQGWKHJHRPHWULFFRQGLWLRQVGHVFULEHGLQ6HFWLRQ7DEOH SURYLGHVDVXPPDU\RI/26IRUWKH$0DQG30SHDNKRXUV$OVRVKRZQDUHDYHUDJHFRQWURO YHKLFOHGHOD\VIRUHDFKLQWHUVHFWLRQ1RWHDJDLQ/26DQGFRQWUROGHOD\VIRUVWRSFRQWUROOHG LQWHUVHFWLRQVDUHWKHIXQFWLRQRIWKHZRUVHDSSURDFKRUPRYHPHQW Table 3. Existing LOS and Delay - AM and PM Peak Hours Signalized Intersections AM Peak Hour PM Peak Hour LOS1 Delay LOS1 Delay Cottonwood Rd/Durston Rd D 30.5 sec D 25.0 sec Westgate Ave/Durston Rd B 10.6 sec B 10.8 sec Laurel Parkway/Durston Rd C 17.3 sec B 13.9 sec Cottonwood Rd/W. Babcock St B 14.1 sec B 12.7 sec LOS = Levels-of-Service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iCottonwood Road/Durston Road.7ZRFROOLVLRQVZHUHQRWHGIRUWKHWKUHH\HDUVWXG\ SHULRGZKLFKUHSUHVHQWVDQDYHUDJHFROOLVLRQVSHU\HDU)URPFRXQWVZHFDQ HVWLPDWHD7(9RI$'7ZKLFKFDOFXODWHVWRDFROOLVLRQUDWHRIFROOLVLRQVSHU PLOOLRQHQWHULQJYHKLFOHV7KHUHZDVRQHKHDGRQFROOLVLRQDQGRQHFROOLVLRQEHWZHHQ HDVWERXQGDQGZHVWERXQGOHIWWXUQLQJYHKLFOHV&ROOLVLRQVLQYROYHGSURSHUW\GDPDJH RQO\ZLWKQRLQMXULHV iLaurel Parkway/Durston Road. $ VLQJOH FROOLVLRQ ZDV QRWHG GXULQJ WKH WKUHH\HDU VWXG\SHULRGZKLFKUHSUHVHQWVDQDYHUDJHRIFROOLVLRQVSHU\HDU)URPFRXQWVZH FDQHVWLPDWHD7(9RI$'7ZKLFKFDOFXODWHVWRDFROOLVLRQUDWHRI FROOLVLRQV SHUPLOOLRQHQWHULQJYHKLFOHV7KLVYHKLFOHZDVGULYHQLQWRWKHGLWFKDWQLJKWZLWKQR FROOLVLRQ ZLWK DQRWKHU YHKLFOH 7KH DFFLGHQW LQYROYHG SURSHUW\ GDPDJH RQO\ ZLWK QR LQMXULHV January2015Page12 TheLakesatValleyWest TrafficImpactStudy iCottonwood Road/W. Babcock Street.$VLQJOHFROOLVLRQZDVQRWHGGXULQJWKHWKUHH \HDU VWXG\ SHULRG ZKLFK UHSUHVHQWV DQ DYHUDJH RI FROOLVLRQV SHU \HDU )URP FRXQWVZHFDQHVWLPDWHD7(9RI$'7ZKLFKFDOFXODWHVWRDFROOLVLRQUDWHRI FROOLVLRQVSHUPLOOLRQHQWHULQJYHKLFOHV7KLVFROOLVLRQLQYROYHGDZHVWERXQGOHIWWXUQLQJ YHKLFOHFROOLGLQJZLWKDVRXWKERXQGWKURXJKPRYHPHQW7KHDFFLGHQWLQYROYHGSURSHUW\ GDPDJHRQO\ZLWKQRLQMXULHV 7KHUHYLHZRIFROOLVLRQKLVWRULHVVXJJHVWVWKHUHDUHQR+$/DWVWXG\LQWHUVHFWLRQVDVWKH,&5¶V DUHPLQLPDOZLWKQRLQMXULHVQRWHGDWDQ\VWXG\LQWHUVHFWLRQ January2015Page13 TheLakesatValleyWest TrafficImpactStudy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iDurston Road.7KLVLQFOXGHVWKHZLGHQLQJRI'XUVWRQ5RDGIURPDWZRODQHWRDWKUHH ODQHVHFWLRQZHVWRI&RWWRQZRRG5RDGWR:HVWJDWH$YHQXHDQGDGGLQJDFHQWHUWXUQ ODQHZLWKELNHODQHDORQJWKHVRXWKHUQHGJHRIWKHDUWHULDO iCottonwood Road/Durston Road.$WUDIILFVLJQDORUURXQGDERXWLVXOWLPDWHO\SODQQHG DWWKH&RWWRQZRRG5RDG'XUVWRQ5RDGLQWHUVHFWLRQ:LWKWKHVLJQDOWXUQODQHVFRXOGEH GHYHORSHGWREHWWHUDFFRPPRGDWHWXUQPRYHPHQWV iCottonwood Road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anuary2015Page16 TheLakesatValleyWest TrafficImpactStudy 3.2.1 Trip Generation 7ULS JHQHUDWLRQ ZDV SUHGLFWHG XVLQJ WKH PHWKRGV RXWOLQHG LQ WKH ,QVWLWXWH RI 7UDQVSRUWDWLRQ (QJLQHHUV ,7( Trip Generation Manual WK(GLWLRQ 7KH7ULS*HQHUDWLRQ0DQXDOLVD QDWLRQDOO\UHFRJQL]HGDQGORFDOO\DFFHSWHGPHWKRGIRUIRUHFDVWLQJWULSJHQHUDWLRQIRUDUDQJHRI FRPPHUFLDOUHWDLODQGUHVLGHQWLDOODQGXVHV7KHIRUHFDVWLQJPHWKRGVZHUHGHYHORSHGEDVHG RQWKHVXUYH\RIRWKHUH[LVWLQJODQGXVHGHYHORSPHQWVORFDWHGWKURXJKRXWWKH8QLWHG6WDWHV 7ULSJHQHUDWLRQZDVGHWHUPLQHGXVLQJ,7(&RGHIRUVLQJOHIDPLO\KRPHVDQG,7(&RGH IRU7RZQKRPHV7KH,7(GHVFULEHVWKHVHODQGXVHVDVIROORZV i,7(&RGH6LQJOH)DPLO\'HWDFKHG+RXVLQJ³includes all single-family detached homes on individual lots´ i,7( &RGH 5HVLGHQWLDO &RQGRPLQLXP7RZQKRXVH ³ownership units that have at least one other owned unit within the same building structure´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able 4. Project Trip Generation Projections Land Use (Units) Weekday AM Peak Hour PM Peak Hour In Out Total In Out Total Single Family Homes (120 units) 1,240 23 71 94 78 46 124 Townhomes (180 units) 1,070 14 69 83 65 32 97 Trip Totals 2,310 37 140 177 143 78 221 Source: Derived from equations provided in Trip Generation Manual (ITE, 2012) $VVKRZQWULSVZRXOGEHJHQHUDWHGGXULQJWKHW\SLFDOZHHNGD\ZLWKWULSVJHQHUDWHG GXULQJWKH$0SHDNKRXUDQGWULSVJHQHUDWHGGXULQJWKH30SHDNKRXU3HDNKRXUO\WULSV ZRXOGFRPSULVHSHUFHQWRIWRWDOGDLO\WULSV 3.2.2 Trip Distribution 7KHGLVWULEXWLRQRIWULSVZDVHVWLPDWHGWRHVWDEOLVKWUDIILFIRUHFDVWVIRUIXWXUH/26DQDO\VHV$Q LPDJLQDU\FRUGRQRUVFUHHQOLQHZDVDVVXPHGDURXQGWKHSURMHFWYLFLQLW\HQFRPSDVVLQJWKH SULQFLSDO DSSURDFK URXWHV RI 'XUVWRQ 5RDG &RWWRQZRRG 5RDG DQG : %DEFRFN 6WUHHW ,QGLYLGXDODYHUDJHGDLO\WUDIILF $'7 FRXQWVZHUHFRPSDUHGZLWKWRWDO$'7YROXPHVRQWKLV FRUGRQOLQH DWRWDORI$'7ZDVQRWHG WRJDLQDVHQVHRIGLVWULEXWLRQSDWWHUQV7ULS January2015Page17 TheLakesatValleyWest TrafficImpactStudy GLVWULEXWLRQVZHUHSURSRUWLRQHGWRWKHVHSULPDU\DSSURDFKURXWHVLQRUGHUWRGHWHUPLQHSURMHFW WULSDVVLJQPHQWV$VXPPDU\RIWKLVFRPSDULVRQLVDVIROORZV iDurston Road East.7KHUHLVDQ$'7FRXQWRI$'7RQ'XUVWRQ5RDGHDVWRI &RWWRQZRRG 5RDG 7KLV UHVXOWV LQ D GLVWULEXWLRQ RI DSSUR[LPDWHO\ SHUFHQW ZKHQ FRPSDUHGZLWKWRWDO$'7DORQJWKHFRUGRQOLQH iCottonwood Road South.7KHUHLVDQ$'7FRXQWRI$'7RQ&RWWRQZRRG5RDG VRXWKRI:%DEFRFN6WUHHW7KLVUHVXOWVLQDQDSSUR[LPDWHSHUFHQWGLVWULEXWLRQZKHQ FRPSDUHGZLWKWRWDO$'7DORQJWKHFRUGRQOLQH iDurston Road West.3HDNKRXUO\WR$'7UDWLRVZHUHGHYHORSHGIRU'XUVWRQ5RDG (DVWDQGWKHQXVHGWRHVWLPDWHDQ$'7FRXQWRI$'7ZHVWRI:HVWJDWH$YHQXH 7KLVUHVXOWVLQDQDSSUR[LPDWHSHUFHQWGLVWULEXWLRQZKHQFRPSDUHGZLWKWRWDO$'7 DORQJWKHFRUGRQOLQH iW. Babcock Street East.$QDSSUR[LPDWH$'7ZDVQRWHGIRU:%DEFRFN6WUHHW ZLWKWKLVURDGSURYLGLQJDYLDEOHDOEHLWOHVVGLUHFWURXWHLQWR%R]HPDQ$FRPSDULVRQ UHVXOWVLQDQDSSUR[LPDWHSHUFHQWGLVWULEXWLRQZKHQFRPSDUHGZLWKWRWDO$'7DORQJWKH FRUGRQOLQH 7KHUHPDLQLQJVWXG\URDGVHJPHQWVGLGQRWSURYLGHDW\SLFDODSSURDFKWRIURPWKHVWXG\DUHD DQGZHUHWKHUHIRUHQHJOHFWHGLQWKHGLVWULEXWLRQDQGDVVLJQPHQWRIWULSV3URMHFWWULSVZHUHWKHQ DVVLJQHGWRWKHVWXG\DUHDEDVHGXSRQWKHVHGLVWULEXWLRQSDWWHUQV$VXPPDU\RIWULS DVVLJQPHQWVLVSURYLGHGRQ7DEOHIRUWKHZHHNGD\$0SHDNKRXUDQG30SHDNKRXU Table 5. Trip Distribution and Assignment Summaries Location Distribution(Rounded)AssignmentsDaily AssignmentsAM Peak AssignmentsPM Peak Durston Rd W/of Westgate Ave 15.0% 345 27 33 Durston Rd E/of Cottonwood Drive 50.0% 1,155 88 111 Cottonwood Rd S/of W. Babcock St 30.0% 695 53 66 W. Babcock St E/of Cottonwood Rd 5.0% 115 9 11 Total Trip Assignments 100% 2,310 177 221 1.Distributions to/from west split between Elton Road, Upriver Drive, and Wellesley Avenue. )LJXUHSURYLGHVDVXPPDU\RILQWHUVHFWLRQWULSDVVLJQPHQWVIRUWKH$0SHDNKRXUDQG)LJXUH IRUWKH30SHDNKRXU)XWXUHZLWKRXWSURMHFWWUDIILFYROXPHVDQGSURMHFWWULSDVVLJQPHQWVZHUH FRPELQHGWRJHQHUDWHWKHIXWXUH\HDUWUDIILFIRUHFDVWVVKRZQRQ)LJXUH DQG)LJXUHIRU WKH$0DQG30SHDNKRXUV$JDLQWKHVHIRUHFDVWVZHUHGHYHORSHGZLWKWKHDSSOLFDWLRQRI DQQXDOJURZWKUDWHV January2015Page TheLakesatValleyWest TrafficImpactStudy 3.3 TRAFFIC OPERATIONS 7KH/26DQGFDSDFLW\DQDO\VHVZHUHSHUIRUPHGEDVHGRQDUHYLHZRIWKHWUDIILFIRUHFDVWV VXPPDUL]HGLQ6HFWLRQ$VLQGLFDWHGWKLVDQDO\VLVZDVSHUIRUPHGEDVHGRQFXUUHQW JHRPHWULFFRQGLWLRQV7DEOHSURYLGHVDVXPPDU\RIIXWXUHZLWKRXWDQGZLWKSURMHFW/26DQG FRQWUROGHOD\VIRUWKH$0DQG30SHDNKRXUV Table 6. Year 2024 LOS Summaries (Growth Rate) - AM and PM Peak Hours Future Without Project Future With-Project Signalized Intersections AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour LOS1 Delay LOS1 Delay LOS1 Delay LOS1 Delay Cottonwood Rd/Durston Rd F 102.8 F 177.2 F 207.8 F >250.0 Westgate Ave/Durston Rd B 11.6 B 12.0 C 15.9 C 15.4 Laurel Parkway/Durston Rd D 30.4 C 19.3 F 164.1 F 61.4 Cottonwood Rd/W. Babcock St C 18.2 C 15.5 C 20.2 C 17.5 Westmorland Dr/Durston Rd -- -- -- -- C 15.3 C 16.9 LOS = Levels-of-Service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anuary2015Page23 TheLakesatValleyWest TrafficImpactStudy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iBoulder Creek/Westbrook.7KLVSURMHFWLQFOXGHVWKHGHYHORSPHQWRIVLQJOHIDPLO\ UHVLGHQWLDOXQLWVORFDWHGQRUWKRI'XUVWRQ5RDGó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iNorton East Ranch Phase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iTraditions Subdivision Phases 2 & 3.7KLVSURMHFWLQFOXGHVWKHGHYHORSPHQWRI VLQJOH IDPLO\ UHVLGHQWLDO XQLWV ORFDWHG QRUWK RI $QQLH 6WUHHW DQG ZHVW RI &RWWRQZRRG January2015Page24 TheLakesatValleyWest TrafficImpactStudy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rip Generation & Distribution $JDLQWULSJHQHUDWLRQZDVEDVHGRQWKHPHWKRGVRIWKH ,7( Trip Generation Manual WK (GLWLRQ 7ULS JHQHUDWLRQ ZDV GHWHUPLQHG IRU IRU VLQJOH IDPLO\ KRPHV WRZQKRPHV7RWDOSURMHFWWULSJHQHUDWLRQLVDJDLQVXPPDUL]HGRQ7DEOH Table 7. Project Trip Generation Projections (Re-summarized) Land Use (Units) Weekday AM Peak Hour PM Peak Hour In Out Total In Out Total Trip Totals 2,310 37 140 177 143 78 221 Source: Derived from equations provided in Trip Generation Manual (ITE, 2012) $VLQGLFDWHGWKHGLVWULEXWLRQRIWKHVHSURMHFWWULSVZDVEDVHGRQDUHYLHZRIVWXG\DUHD$'7 WULSV$VXPPDU\RIWKHVHGLVWULEXWLRQVDUHDJDLQDVIROORZV iDurston Road East.SHUFHQWWRIURPWKHHDVWRI&RWWRQZRRG5RDG iCottonwood Road South.SHUFHQWWRIURPWKHVRXWKRI:%DEFRFN6WUHHW iDurston Road West.SHUFHQWWRIURPWKHZHVWRI:HVWJDWH$YHQXH iW. Babcock Street East.SHUFHQWWRIURPWKHHDVWRI&RWWRQZRRG5RDG 3URMHFWWULSDVVLJQPHQWVDUHDJDLQVXPPDUL]HGRQILJXUHDQGILJXUHIRUWKH$0DQG30SHDN KRXUVRIWKHW\SLFDOZHHNGD\ 4.2.2 Forecasts and Volume Comparisons 7ULSDVVLJQPHQWVZHUHFRPELQHGZLWKWKHIXWXUHZLWKRXWSURMHFWIRUHFDVWVDVGHYHORSHGZLWK SLSHOLQHSURMHFWWULSVWRJHQHUDWHIXWXUHZLWKSURMHFWWUDIILFIRUHFDVWV$VXPPDU\RIWKHUHVXOWLQJ IXWXUH\HDUIXWXUHZLWKSURMHFWWUDIILFIRUHFDVWVVKRZQRQ)LJXUHDQG)LJXUHIRUWKH $0DQG30SHDNKRXUV January2015Page31 TheLakesatValleyWest TrafficImpactStudy $FRPSDULVRQRIWUDIILFIRUHFDVWVZDVSHUIRUPHGEHWZHHQWKHWZRIRUHFDVWPHWKRGRORJLHV VXPPDUL]HGLQ6HFWLRQ <HDU*URZWK5DWH)RUHFDVWV RU6HFWLRQ <HDU3LSHOLQH )RUHFDVWV 7DEOHSURYLGHVDVXPPDU\RIWRWDOHQWHULQJYROXPHIRUHFDVWVUHSUHVHQWHGDV SHUFHQWDQQXDOJURZWKUDWHVFDOFXODWHGEHWZHHQH[LVWLQJDQGIXWXUH<HDUYROXPHVIRU H[LVWLQJVWXG\LQWHUVHFWLRQV Table 8. Total Entering Volume Annual Growth Comparisons Signalized Intersections Growth Rates Pipeline Trips AM Peak PM Peak AM Peak PM Peak Cottonwood Rd/Durston Rd 4.2% 4.4% 4.6% 5.3% Westgate Ave/Durston Rd 4.6% 4.9% 3.2% 3.7% Laurel Parkway/Durston Rd 4.2% 5.1% 3.7% 4.1% Cottonwood Rd/W. Babcock St 3.8% 4.1% 3.7% 4.8% Weighted Average Annual Growth Rates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able 9. Year 2024 Traffic Forecasts (Pipeline) - AM and PM Peak Hours Future Without Project Future With-Project Signalized Intersections AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour LOS1 Delay LOS1 Delay LOS1 Delay LOS1 Delay Cottonwood Rd/Durston Rd F >250.0 F >250.0 F >250.0 F >250.0 Westgate Ave/Durston Rd B 11.7 B 11.4 C 14.5 B 14.4 Laurel Parkway/Durston Rd C 23.8 C 16.6 F 75.6 E 40.5 Cottonwood Rd/W. Babcock St C 19.6 C 18.1 C 21.8 C 20.8 Westmorland Dr/Durston Rd -- -- -- -- B 14.9 C 15.2 LOS = Levels-of-Service $VEHIRUHWKH&RWWRQZRRG5RDG'XUVWRQ5RDGLQWHUVHFWLRQLVSURMHFWHGWRIXQFWLRQDW/26)E\ \HDUGXULQJWKH$0DQG30SHDNKRXUVDVUHYLHZHGEDVHGRQIRUHFDVWVGHYHORSHGZLWK January2015Page32 TheLakesatValleyWest TrafficImpactStudy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anuary2015Page33 TheLakesatValleyWest TrafficImpactStudy 5 IMPROVEMENTS AND PROJECT MITIGATION 2SHUDWLRQDOGHILFLHQFLHV /26H[FHSWLRQV 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distance±7KHOHQJWKRIURDGQHHGHGIRUDPRYLQJYHKLFOHWRFRPHWRD FRPSOHWHVWRSSULRUWRDQREVWUXFWLRQVLJKWHGRQWKHURDG iTotal Entering Volume (TEV) ±7RWDOWUDIILFHQWHULQJDQGLQWHUVHFWLRQGXULQJWKH ZHHNGD\RUDVSHFLILHGWLPHIUDPH VXFKDVDSHDNKRXU TheLakesatValleyWest TrafficImpactStudy iTraffic conditions±$FKDUDFWHULVWLFRIWUDIILFIORZLQFOXGLQJGLVWULEXWLRQRIYHKLFOHW\SHV LQWKHWUDIILFVWUHDPGLUHFWLRQDOGLVWULEXWLRQRIWUDIILFODQHXVHGLVWULEXWLRQRIWUDIILFDQG W\SHRIGULYHUSRSXODWLRQRQDJLYHQIDFLOLW\ iTravel speed±7KHDYHUDJHVSHHGLQPLOHVSHUKRXURIDWUDIILFFRPSXWHGDVWKH OHQJWKRIURDGZD\VHJPHQWGLYLGHGE\WKHDYHUDJHWUDYHOWLPHRIWKHYHKLFOHVWUDYHUVLQJ WKHVHJPHQW iTravel time±7KHDYHUDJHWLPHVSHQWE\YHKLFOHVWUDYHUVLQJDKLJKZD\VHJPHQW LQFOXGLQJFRQWUROGHOD\LQVHFRQGVSHUYHKLFOHRIPLQXWHVSHUYHKLFOH iTrip Distribution and Assignment±7KHSUHGLFWHGWUDYHOSDWWHUQVRIYHKLFOHWULSVDV WKH\DSSURDFKDQGGHSDUWDODQGXVH'LVWULEXWLRQUHIHUVWRWKHWUDYHOSDWWHUQXVXDOO\ GHILQHGLQSHUFHQWDJHVRUIUDFWLRQVDQGDVVLJQPHQWUHIHUVWRYHKLFOHWULSHQGV iTraffic forecast±7KHSUHGLFWHGWUDIILFYROXPHRIWKHDQDO\VLVKRUL]RQ\HDURUWLPH SHULRG0RVWW\SLFDOO\SUHGLFWHGIRUWKHZHHNGD\$0SHDNKRXU30SHDNKRXURU$0RU 30SHDNJHQHUDWRUKRXUVRIWKHW\SLFDOZHHNGD\ iTraffic impact analysis±$traffic impact analysis 7,$ LVDQHQJLQHHULQJDQGSODQQLQJ VWXG\WKDWIRUHFDVWVWKHSRWHQWLDOWUDIILFDQGWUDQVSRUWDWLRQLPSDFWVRIDSURSRVHG GHYHORSPHQWRQDQDUHDQHLJKERUKRRGRUFRPPXQLW\5HSRUWVFDQDOVREHUHIHUUHGWR DVDWUDIILFLPSDFWVWXG\ 7,6 iTrip generation±7KHQXPEHURIYHKLFOHWULSVJHQHUDWHGE\DGHYHORSPHQWRUODQGXVH 0RVWW\SLFDOO\SUHGLFWHGIRUWKHZHHNGD\$0SHDNKRXU30SHDNKRXURU$0RU30 SHDNJHQHUDWRUKRXUVRIWKHW\SLFDOZHHNGD\ iTwo-way left-turn lane±$ODQHLQWKHPHGLDQDUHDWKDWH[WHQGVFRQWLQXRXVO\DORQJD VWUHHWRUKLJKZD\DQGLVPDUNHGWRSURYLGHDGHFHOHUDWLRQDQGVWRUDJHDUHDRXWRIWKH WKURXJKWUDIILFVWUHDPIRUYHKLFOHVWUDYHOLQJLQHLWKHUGLUHFWLRQWRXVHLQPDUNLQJOHIWWXUQV DWLQWHUVHFWLRQVDQGGULYHZD\V iTwo-way stop-controlled±7KHW\SHRIWUDIILFFRQWURODWDQLQWHUVHFWLRQZKHUHGULYHUV RQWKHPLQRUVWUHHWRUGULYHUWXUQLQJOHIWIURPWKHPDMRUVWUHHWZDLWIRUDJDSLQWKHPDMRU VWUHHWWUDIILFWRFRPSOHWHDPDQHXYHU7\SLFDOO\WKHPLQRUDSSURDFKHVDUHVWRS FRQWUROOHG iUnsignalized intersection±$QLQWHUVHFWLRQQRWFRQWUROOHGE\WUDIILFVLJQDOV iUpstream±7KHGLUHFWLRQIURPZKLFKWUDIILFLVIORZLQJ iVolume±7KHQXPEHURISHUVRQVRUYHKLFOHVSDVVLQJDSRLQWRQDODQHURDGZD\RU RWKHUWUDIILFZD\GXULQJVRPHWLPHLQWHUYDORIWHQRQHKRXUH[SUHVVHGLQYHKLFOHV ELF\FOHVRUSHUVRQVSHUKRXU iVolume-to-capacity ratio±7KHUDWLRRIIORZUDWHWRFDSDFLW\IRUDWUDQVSRUWDWLRQIDFLOLW\ iWalkway±$IDFLOLW\SURYLGHGIRUSHGHVWULDQPRYHPHQWDQGVHJUHJDWHGIURPYHKLFOH WUDIILFE\DFXUERUSURYLGHIRURQDVHSDUDWHULJKWRIZD\ TheLakesatValleyWest TrafficImpactStudy $SSHQGL[% 6XPPDU\7UDIILF&RXQWV Page 1/1Intersection:Location:Date Count Performed:Count Time Period:Seasonal Adjustment Factor:Street/Approach Total Peak Hour % % Buses % HeavyRoad Movement 7:00 7:157:30 7:45 8:00 8:15 8:30 8:45 Total % % VolumePHF Trucks & RV's VehiclesL 08563341 3047.62%2.02%17 0.710.00%0.00%0.00%T 35532114 2438.10%1.62%11 0.550.00%0.00%0.00%R 30201020 812.70%0.54% 3 0.380.00%0.00%0.00%Bike/Ped00001000 11.59%0.07% 1 0.25L 2 6 5 16 6 3 11 9 58 21.64% 3.91% 30 0.47 0.00% 3.45% 3.45%T 11012114 114.10%0.74% 4 0.509.09%0.00%9.09%R 1310203149332418 19873.88%13.35% 133 0.68 1.52% 1.52% 3.03%Bike/Ped00000001 10.37%0.07% 0 0.00L 1323135044352015 21343.12%14.36% 142 0.71 0.94% 0.47% 1.41%T 2626394233423231 27154.86%18.27% 156 0.93 2.21% 1.48% 3.69%R 00112222 102.02%0.67% 6 0.750.00%0.00%0.00%Bike/Ped00000000 00.00%0.00% 0 0.00L 11000100 30.46%0.20% 1 0.250.00%0.00%0.00%T 2352687757573532 40160.94%27.04% 259 0.84 1.00% 1.50% 2.49%R 1729434138233329 25338.45%17.06% 145 0.84 1.98% 0.40% 2.37%Bike/Ped00000001 10.15%0.07% 0 0.00102 161 201 268 238 201 165 147 1483 100.00% 908 0.85 1.42% 1.15% 2.56%732 868 908 872 751Intersection Turning Movement Count SummaryHourly VolumeDurston RoadFrom the EastDurston RoadFrom the WestStart TimeCottonwood RoadFrom the NorthCottonwood RoadFrom the SouthIntersection TotalsWeekday, AM Peak Period1.00Cottonwood Road & Durston RoadBozeman, Gallatin County, MontanaThursday, December 4, 2014N:\5352\003\Traffic Data\Traffic Count Data\Cottonwood-Road_Durston-Road_AM_2014-12-04.xlsxPrinted On: 12/5/2014 Page 1/1Intersection:Location:Date Count Performed:Count Time Period:Seasonal Adjustment Factor:Street/Approach Total Peak Hour % % Buses % HeavyRoad Movement 3:00 3:15 3:30 3:45 4:00 4:15 4:30 4:45 5:00 5:15 5:30 5:45 Total % % Volume PHF Trucks & RV's VehiclesL 133121133232 2548.08% 1.02% 11 0.92 0.00% 0.00% 0.00%T 122232222110 2038.46% 0.81% 6 0.75 0.00% 0.00% 0.00%R 001002210000 611.54% 0.24% 1 0.25 0.00% 0.00% 0.00%Bike/Ped010000000000 11.92% 0.04% 0 0.00L 5 11 23 12 17 31 11 19 15 25 11 23 203 32.95% 8.25% 70 0.70 1.48% 0.49% 1.97%T 220164336146 386.17% 1.54% 14 0.58 0.00% 0.00% 0.00%R 29 31 43 19 26 28 32 22 42 37 41 25 375 60.88% 15.24% 142 0.85 0.80% 1.60% 2.40%Bike/Ped000000000000 00.00% 0.00% 0 0.00L 37 28 49 28 33 15 24 22 35 27 22 27 347 30.71% 14.10% 106 0.76 0.58% 0.58% 1.15%T 43 49 58 53 60 62 49 64 82 72 77 67 736 65.13% 29.91% 295 0.90 0.68% 0.68% 1.36%R 114321334774 403.54% 1.63% 21 0.75 0.00% 0.00% 0.00%Bike/Ped006010000000 70.62% 0.28% 0 0.00L 000000101010 30.45% 0.12% 2 0.50 0.00% 0.00% 0.00%T 39 45 28 28 30 33 40 45 58 50 42 32 470 70.89% 19.10% 195 0.84 0.43% 0.64% 1.06%R 12 18 20 14 17 9 11 20 21 15 19 13 189 28.51% 7.68% 75 0.89 1.06% 0.53% 1.59%Bike/Ped001000000000 10.15% 0.04% 0 0.00170 191 238 161 197 188 179 204 269 237 228 199 2461 100.00% 938 0.87 0.69% 0.73% 1.42%760 787 784 725 768 840 889 938 933Intersection Turning Movement Count SummaryHourly VolumeDurston RoadFrom the EastDurston RoadFrom the WestStart TimeCottonwood RoadFrom the NorthCottonwood RoadFrom the SouthIntersection TotalsWeekday, PM Peak Period1.00Cottonwood Road & Durston RoadBozeman, Gallatin County, MontanaThursday, December 4, 2014N:\5352\003\Traffic Data\Traffic Count Data\Cottonwood-Road_Durston-Road_PM_2014-12-04.xlsxPrinted On: 12/5/2014 Page 1/1Intersection:Location:Date Count Performed:Count Time Period:Seasonal Adjustment Factor:Street/Approach Total Peak Hour % % Buses % HeavyRoad Movement 7:00 7:15 7:30 7:45 8:00 8:15 8:30 8:45 Total % % Volume PHF Trucks & RV's VehiclesL 11435483 295.88%3.05%20 0.633.45%0.00%3.45%T 27 35 67 70 60 59 67 43 428 86.82% 45.01% 256 0.91 0.00% 0.23% 0.23%R 3 3 2 7 10 5 2 3 35 7.10% 3.68% 24 0.60 5.71% 2.86% 8.57%Bike/Ped01000000 10.20%0.11% 0 0.00L 00011014 72.36%0.74% 3 0.750.00%14.29%14.29%T 9 16 19 51 54 48 29 28 254 85.52% 26.71% 182 0.84 0.79% 1.57% 2.36%R 24642734 3210.77%3.36%16 0.573.13%0.00%3.13%U-Turn10101010 41.35%0.42% 2 0.500.00%0.00%0.00%Bike/Ped00000000 00.00%0.00% 0 0.00L 6 6 10 14 14 10 8 9 77 71.30% 8.10% 46 0.82 0.00% 0.00% 0.00%T 30222410 1412.96%1.47% 9 0.567.14%0.00%7.14%R 31234301 1715.74%1.79%10 0.630.00%0.00%0.00%Bike/Ped00000000 00.00%0.00% 0 0.00L 23673524 3260.38%3.36%17 0.613.13%3.13%6.25%T 10414320 1528.30%1.58%10 0.636.67%0.00%6.67%R 00201021 611.32%0.63% 3 0.3816.67%0.00%16.67%Bike/Ped00000000 00.00%0.00% 0 0.0058 70 125 163 161 148 126 100 951 100.00% 598 0.92 1.05% 0.84% 1.89%416 519 597 598 535Intersection Turning Movement Count SummaryHourly VolumeW Babcock StFrom the EastW Babcock StFrom the WestStart TimeCottonwood RoadFrom the NorthCottonwood RoadFrom the SouthIntersection TotalsWeekday, AM Peak Period1.00Cottonwood Road & West Babcock StreetBozeman, Gallatin County, MontanaThursday, December 4, 2014N:\5352\003\Traffic Data\Traffic Count Data\Cottonwood-Road_West-Babcock-Street_AM_2014-12-04.xlsxPrinted On: 12/8/2014 Page 1/1Intersection:Location:Date Count Performed:Count Time Period:Seasonal Adjustment Factor:Street/Approach Total Peak Hour % % Buses % HeavyRoad Movement 3:00 3:15 3:30 3:45 4:00 4:15 4:30 4:45 5:00 5:15 5:30 5:45 Total % %Volume PHF Trucks & RV's VehiclesL 224532033102 275.03%1.84% 7 0.580.00%0.00%0.00%T 38 40 57 56 40 44 30 34 36 40 33 21 469 87.34% 31.90% 143 0.89 0.43% 0.00% 0.43%R 122843334461 417.64%2.79% 17 0.714.88%4.88%9.76%Bike/Ped000000000000 00.00%0.00% 0 0.00L 031000120010 81.11%0.54% 3 0.380.00%0.00%0.00%T 39 49 49 35 44 48 57 45 57 63 51 52 589 81.69% 40.07% 216 0.86 0.17% 1.36% 1.53%R 121177991191410131012216.92%8.30% 46 0.820.00%0.00%0.00%U-Turn100001000000 20.28%0.14% 0 0.000.00%0.00%0.00%Bike/Ped000000000000 00.00%0.00% 0 0.00L 5552576871236 7154.20%4.83% 30 0.630.00%0.00%0.00%T 101101120210 107.63%0.68% 5 0.630.00%10.00%10.00%R 247258125445 4937.40%3.33% 15 0.750.00%0.00%0.00%Bike/Ped000000000001 10.76%0.07% 0 0.00L 443224237583 4758.02%3.20% 23 0.720.00%0.00%0.00%T 011501214222 2125.93%1.43% 9 0.560.00%0.00%0.00%R 040021102210 1316.05%0.88% 5 0.630.00%0.00%0.00%Bike/Ped000000000000 00.00%0.00% 0 0.00105 125 137 123 114 129 115 112 139 145 123 103 1470 100.00% 519 0.89 0.34% 0.75% 1.09%490 499 503 481 470 495 511 519 510Intersection Turning Movement Count SummaryHourly VolumeW Babcock StFrom the EastW Babcock StFrom the WestStart TimeCottonwood RoadFrom the NorthCottonwood RoadFrom the SouthIntersection TotalsWeekday, PM Peak Period1.00Cottonwood Road & West Babcock StreetBozeman, Gallatin County, MontanaThursday, December 4, 2014C:\Users\bwhite\Documents\MMI Projects\5352003 - TheLakesatValleyWest\Counts\Copy of Cottonwood-Road_West-Babcock-Street_PM_2014-12-04.xlsxPrinted On: 1/28/2015 Page 1/1Intersection:Location:Date Count Performed:Count Time Period:Seasonal Adjustment Factor:Street/Approach Total Peak Hour % % Buses % HeavyRoad Movement 7:00 7:157:30 7:45 8:00 8:15 8:30 8:45 Total % % VolumePHF Trucks & RV's VehiclesL 1835545943284126 30491.57%29.75% 184 0.78 1.32% 1.97% 3.29%T 00000000 00.00%0.00% 0 0.000.00%0.00%0.00%R 34437142 288.43%2.74%15 0.543.57%0.00%3.57%Bike/Ped00000000 00.00%0.00% 0 0.00L 00000000 00.00%0.00% 0 0.000.00%0.00%0.00%T 00000000 00.00%0.00% 0 0.000.00%0.00%0.00%R 00002000 2100.00% 0.20% 2 0.25 100.00% 0.00% 100.00%Bike/Ped00000000 00.00%0.00% 0 0.00L 00000002 20.59%0.20% 0 0.00100.00% 0.00% 100.00%T 2927344734324118 26277.29%25.64% 147 0.78 4.58% 1.15% 5.73%R 5 4 6 11 12 11 10 15 74 21.83% 7.24% 40 0.83 2.70% 5.41% 8.11%Bike/Ped00000001 10.29%0.10% 0 0.00L 20123021 113.15%1.08% 6 0.509.09%0.00%9.09%T 1835457256463034 33696.28%32.88% 219 0.76 2.38% 0.30% 2.68%R 20000000 20.57%0.20% 0 0.00100.00% 0.00% 100.00%Bike/Ped00000000 00.00%0.00% 0 0.0077 105 144 194 157 118 128 99 1022 100.00% 613 0.79 3.33% 1.37% 4.70%520 600 613 597 502Intersection Turning Movement Count SummaryHourly VolumeDurston RoadFrom the EastDurston RoadFrom the WestStart TimeLaurel ParkwayFrom the NorthLaurel Parkway(Future)From the SouthIntersection TotalsWeekday, AM Peak Period1.00Durston Road & Laurel ParkwayBozeman, Gallatin County, MontanaThursday, December 4, 2014N:\5352\003\Traffic Data\Traffic Count Data\Durston-Road_Laurel-Parkway_AM_2014-12-04.xlsxPrinted On: 12/4/2014 Page 1/1Intersection:Location:Date Count Performed:Count Time Period:Seasonal Adjustment Factor:Street/Approach Total Peak Hour % % Buses % HeavyRoad Movement 3:00 3:15 3:30 3:45 4:00 4:15 4:30 4:45 5:00 5:15 5:30 5:45 Total % % Volume PHF Trucks & RV's VehiclesL 15 22 14 17 21 24 11 21 29 27 38 25 264 90.72% 16.38% 115 0.76 0.00% 1.14% 1.14%T 000000000000 00.00% 0.00% 0 0.00 0.00% 0.00% 0.00%R 310141514212 258.59% 1.55% 8 0.50 8.00% 0.00% 8.00%Bike/Ped002000000000 20.69% 0.12% 0 0.00L 000000000000 00.00% 0.00% 0 0.00 0.00% 0.00% 0.00%T 000000000000 00.00% 0.00% 0 0.00 0.00% 0.00% 0.00%R 000000000000 00.00% 0.00% 0 0.00 0.00% 0.00% 0.00%Bike/Ped000000000000 00.00% 0.00% 0 0.00L 000000000000 00.00% 0.00% 0 0.00 0.00% 0.00% 0.00%T 43 33 44 42 49 59 34 48 50 50 43 37 532 60.45% 33.00% 191 0.96 2.07% 0.56% 2.63%R 19 22 23 21 24 40 24 25 29 48 37 35 347 39.43% 21.53% 139 0.72 0.86% 1.15% 2.02%Bike/Ped000001000000 10.11% 0.06% 0 0.00L 221253205536 368.16% 2.23% 13 0.65 5.56% 0.00% 5.56%T 42 37 33 23 24 26 23 52 49 40 33 21 403 91.38% 25.00% 174 0.84 1.24% 0.25% 1.49%R 000000000000 00.00% 0.00% 0 0.00 0.00% 0.00% 0.00%Bike/Ped001010000000 20.45% 0.12% 0 0.00124 117 118 106 128 154 99 147 166 172 155 126 1612 100.00% 640 0.93 1.43% 0.68% 2.11%465 469 506 487 528 566 584 640 619Intersection Turning Movement Count SummaryHourly VolumeDurston RoadFrom the EastDurston RoadFrom the WestStart TimeCottonwood RoadFrom the NorthCottonwood RoadFrom the SouthIntersection TotalsWeekday, PM Peak Period1.00Durston Road & Laurel ParkwayBozeman, Gallatin County, MontanaThursday, December 4, 2014N:\5352\003\Traffic Data\Traffic Count Data\Durston-Road_Laurel-Parkway_PM_2014-12-04.xlsxPrinted On: 12/5/2014 TheLakesatValleyWest TrafficImpactStudy $SSHQGL[& /266XPPDU\:RUNVKHHWV 1: Cottonwood Road & Durston Road Existing - AM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Int Delay, s/veh 5.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 1 259 145 142 156 6 30 4 133 17 11 3 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 305 171 167 184 7 35 5 156 20 13 4 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 191 0 0 475 0 0 921 917 390 994 999 187 Stage 1 - - - - - - 392 392 - 521 521 - Stage 2 - - - - - - 529 525 - 473 478 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1383 - - 1087 - - 251 272 658 224 243 855 Stage 1 - - - - - - 633 606 - 539 532 - Stage 2 - - - - - - 533 529 - 572 556 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1383 - - 1087 - - 206 225 658 146 201 855 Mov Cap-2 Maneuver - - - - - - 206 225 - 146 201 - Stage 1 - - - - - - 632 605 - 538 440 - Stage 2 - - - - - - 427 438 - 432 555 - Approach EB WB NB SB HCM Control Delay, s 0 4.2 18.7 30.5 HCM LOS C D Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 457 1383 - - 1087 - - 177 HCM Lane V/C Ratio 0.43 0.001 - - 0.154 - - 0.206 HCM Control Delay (s) 18.7 7.6 0 - 8.9 0 - 30.5 HCM Lane LOS C A A - A A - D HCM 95th %tile Q(veh) 2.1 0 - - 0.5 - - 0.7 2: Durston Road & Westgate Avenue Existing - AM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Int Delay, s/veh 0.4 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 1 213 3 159 12 2 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 80 80 80 80 80 80 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 1 266 4 199 15 2 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 203 0 - 0 372 103 Stage 1 - - - - 103 - Stage 2 - - - - 269 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1369 - - - 629 952 Stage 1 - - - - 921 - Stage 2 - - - - 776 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1369 - - - 628 952 Mov Cap-2 Maneuver - - - - 628 - Stage 1 - - - - 921 - Stage 2 - - - - 775 - Approach EB WB SB HCM Control Delay, s 0 0 10.6 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1369 - - - 660 HCM Lane V/C Ratio 0.001 - - - 0.027 HCM Control Delay (s) 7.6 0 - - 10.6 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.1 3: Durston Road & Laurel Parrkway Existing - AM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Int Delay, s/veh 5.5 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 6 219 147 40 184 15 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 50 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 8 277 186 51 233 19 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 237 0 - 0 503 211 Stage 1 - - - - 211 - Stage 2 - - - - 292 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1330 - - - 528 829 Stage 1 - - - - 824 - Stage 2 - - - - 758 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1330 - - - 524 829 Mov Cap-2 Maneuver - - - - 524 - Stage 1 - - - - 824 - Stage 2 - - - - 753 - Approach EB WB SB HCM Control Delay, s 0.2 0 16.7 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h) 1330 - - - 524 829 HCM Lane V/C Ratio 0.006 - - - 0.444 0.023 HCM Control Delay (s) 7.7 0 - - 17.3 9.4 HCM Lane LOS A A - - C A HCM 95th %tile Q(veh) 0 - - - 2.3 0.1 4: Cottonwood Road & West Babcock Street Existing - AM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Int Delay, s/veh 2.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 17 10 3 46 9 10 3 182 16 20 256 24 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 170 - - 70 - - 245 - 0 214 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 18 11 3 50 10 11 3 198 17 22 278 26 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 550 539 152 392 552 198 304 0 0 198 0 0 Stage 1 335 335 - 204 204 - - - - - - - Stage 2 215 204 - 188 348 - - - - - - - Critical Hdwy 7.33 6.53 6.93 7.33 6.53 6.23 4.14 - - 4.12 - - Critical Hdwy Stg 1 6.53 5.53 - 6.13 5.53 - - - - - - - Critical Hdwy Stg 2 6.13 5.53 - 6.53 5.53 - - - - - - - Follow-up Hdwy 3.519 4.019 3.319 3.519 4.019 3.319 2.22 - - 2.218 - - Pot Cap-1 Maneuver 432 448 868 554 441 842 1254 - - 1375 - - Stage 1 653 642 - 797 732 - - - - - - - Stage 2 787 732 - 796 633 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 413 440 868 534 433 842 1254 - - 1375 - - Mov Cap-2 Maneuver 413 440 - 534 433 - - - - - - - Stage 1 651 632 - 795 730 - - - - - - - Stage 2 765 730 - 767 623 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 13.4 12.1 0.1 0.5 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1254 - - 413 496 534 582 1375 - - HCM Lane V/C Ratio 0.003 - - 0.045 0.028 0.094 0.035 0.016 - - HCM Control Delay (s) 7.9 - - 14.1 12.5 12.4 11.4 7.7 - - HCM Lane LOS A - -BBBBA - - HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0.3 0.1 0 - - 1: Cottonwood Road & Durston Road Existing - PM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Int Delay, s/veh 7.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 2 195 75 106 265 21 70 14 142 11 6 1 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 2 224 86 122 305 24 80 16 163 13 7 1 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 329 0 0 310 0 0 836 844 267 921 875 317 Stage 1 - - - - - - 272 272 - 560 560 - Stage 2 - - - - - - 564 572 - 361 315 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1231 - - 1250 - - 287 300 772 251 288 724 Stage 1 - - - - - - 734 685 - 513 511 - Stage 2 - - - - - - 510 504 - 657 656 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1231 - - 1250 - - 255 263 772 171 253 724 Mov Cap-2 Maneuver - - - - - - 255 263 - 171 253 - Stage 1 - - - - - - 733 684 - 512 450 - Stage 2 - - - - - - 441 444 - 505 655 - Approach EB WB NB SB HCM Control Delay, s 0.1 2.2 24.1 25 HCM LOS C D Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 442 1231 - - 1250 - - 201 HCM Lane V/C Ratio 0.588 0.002 - - 0.097 - - 0.103 HCM Control Delay (s) 24.1 7.9 0 - 8.2 0 - 25 HCM Lane LOS C A A - A A - D HCM 95th %tile Q(veh) 3.7 0 - - 0.3 - - 0.3 2: Durston Road & Westgate Avenue Existing - PM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Int Delay, s/veh 0.3 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 3 179 187 12 8 2 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 3 195 203 13 9 2 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 216 0 - 0 411 210 Stage 1 - - - - 210 - Stage 2 - - - - 201 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1354 - - - 597 830 Stage 1 - - - - 825 - Stage 2 - - - - 833 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1354 - - - 596 830 Mov Cap-2 Maneuver - - - - 596 - Stage 1 - - - - 825 - Stage 2 - - - - 831 - Approach EB WB SB HCM Control Delay, s 0.1 0 10.8 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1354 - - - 632 HCM Lane V/C Ratio 0.002 - - - 0.017 HCM Control Delay (s) 7.7 0 - - 10.8 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.1 3: Durston Road Existing - PM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Int Delay, s/veh 2.8 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 13 174 191 139 115 8 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 50 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 14 187 205 149 124 9 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 355 0 - 0 495 280 Stage 1 - - - - 280 - Stage 2 - - - - 215 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1204 - - - 534 759 Stage 1 - - - - 767 - Stage 2 - - - - 821 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1204 - - - 527 759 Mov Cap-2 Maneuver - - - - 527 - Stage 1 - - - - 767 - Stage 2 - - - - 810 - Approach EB WB SB HCM Control Delay, s 0.6 0 13.6 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h) 1204 - - - 527 759 HCM Lane V/C Ratio 0.012 - - - 0.235 0.011 HCM Control Delay (s) 8 0 - - 13.9 9.8 HCM Lane LOS A A - - B A HCM 95th %tile Q(veh) 0 - - - 0.9 0 4: Cottonwood Road & West Babcock Street Existing - PM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Int Delay, s/veh 2.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 23 9 5 30 5 15 2 216 46 7 143 17 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 170 - - 70 - - 245 - 0 214 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 26 10 6 34 6 17 2 243 52 8 161 19 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 444 433 90 348 443 243 180 0 0 243 0 0 Stage 1 186 186 - 247 247 - - - - - - - Stage 2 258 247 - 101 196 - - - - - - - Critical Hdwy 7.33 6.53 6.93 7.33 6.53 6.23 4.14 - - 4.12 - - Critical Hdwy Stg 1 6.53 5.53 - 6.13 5.53 - - - - - - - Critical Hdwy Stg 2 6.13 5.53 - 6.53 5.53 - - - - - - - Follow-up Hdwy 3.519 4.019 3.319 3.519 4.019 3.319 2.22 - - 2.218 - - Pot Cap-1 Maneuver 511 515 950 594 508 795 1393 - - 1323 - - Stage 1 798 745 - 756 701 - - - - - - - Stage 2 746 701 - 895 738 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 493 511 950 578 504 795 1393 - - 1323 - - Mov Cap-2 Maneuver 493 511 - 578 504 - - - - - - - Stage 1 797 740 - 755 700 - - - - - - - Stage 2 723 700 - 872 734 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12.1 11.1 0.1 0.3 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1393 - - 493 612 578 695 1323 - - HCM Lane V/C Ratio 0.002 - - 0.052 0.026 0.058 0.032 0.006 - - HCM Control Delay (s) 7.6 - - 12.7 11 11.6 10.4 7.7 - - HCM Lane LOS A - -BBBBA - - HCM 95th %tile Q(veh) 0 - - 0.2 0.1 0.2 0.1 0 - - 1: Cottonwood Road & Durston Road Future Without Project (Growth Rate) - AM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Int Delay, s/veh 16.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 1 348 195 191 210 8 40 5 179 23 15 4 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 409 229 225 247 9 47 6 211 27 18 5 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 256 0 0 639 0 0 1238 1232 524 1336 1342 252 Stage 1 - - - - - - 526 526 - 701 701 - Stage 2 - - - - - - 712 706 - 635 641 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1309 - - 945 - - 152 177 553 130 152 787 Stage 1 - - - - - - 535 529 - 429 441 - Stage 2 - - - - - - 423 439 - 467 469 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1309 - - 945 - - 105 128 553 61 110 787 Mov Cap-2 Maneuver - - - - - - 105 128 - 61 110 - Stage 1 - - - - - - 534 528 - 429 318 - Stage 2 - - - - - - 287 317 - 286 469 - Approach EB WB NB SB HCM Control Delay, s 0 4.7 63.1 102.8 HCM LOS F F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 301 1309 - - 945 - - 81 HCM Lane V/C Ratio 0.876 0.001 - - 0.238 - - 0.61 HCM Control Delay (s) 63.1 7.8 0 - 10 0 - 102.8 HCM Lane LOS F A A - A A - F HCM 95th %tile Q(veh) 7.9 0 - - 0.9 - - 2.8 2: Durston Road & Westgate Avenue Future Without Project (Growth Rate) - AM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Int Delay, s/veh 0.4 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 1 286 4 214 16 3 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 80 80 80 80 80 80 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 1 358 5 268 20 4 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 273 0 - 0 499 139 Stage 1 - - - - 139 - Stage 2 - - - - 360 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1290 - - - 531 909 Stage 1 - - - - 888 - Stage 2 - - - - 706 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1290 - - - 530 909 Mov Cap-2 Maneuver - - - - 530 - Stage 1 - - - - 888 - Stage 2 - - - - 705 - Approach EB WB SB HCM Control Delay, s 0 0 11.6 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1290 - - - 567 HCM Lane V/C Ratio 0.001 - - - 0.042 HCM Control Delay (s) 7.8 0 - - 11.6 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.1 3: Durston Road & Laurel Parkway Future Without Project (Growth Rate) - AM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Int Delay, s/veh 9.9 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 8 254 198 54 247 20 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 50 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 10 322 251 68 313 25 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 319 0 - 0 627 285 Stage 1 - - - - 285 - Stage 2 - - - - 342 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1241 - - - 447 754 Stage 1 - - - - 763 - Stage 2 - - - - 719 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1241 - - - 443 754 Mov Cap-2 Maneuver - - - - 443 - Stage 1 - - - - 763 - Stage 2 - - - - 712 - Approach EB WB SB HCM Control Delay, s 0.2 0 28.9 HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h) 1241 - - - 443 754 HCM Lane V/C Ratio 0.008 - - - 0.706 0.034 HCM Control Delay (s) 7.9 0 - - 30.4 9.9 HCM Lane LOS A A - - D A HCM 95th %tile Q(veh) 0 - - - 5.4 0.1 4: Cottonwood Road & West Babcock Street Future Without Project (Growth Rate) - AM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Int Delay, s/veh 2.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 23 13 4 62 12 13 4 245 22 27 344 32 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 170 - - 70 - - 245 - 0 214 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 25 14 4 67 13 14 4 266 24 29 374 35 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 739 725 204 528 742 266 409 0 0 266 0 0 Stage 1 450 450 - 275 275 - - - - - - - Stage 2 289 275 - 253 467 - - - - - - - Critical Hdwy 7.33 6.53 6.93 7.33 6.53 6.23 4.14 - - 4.12 - - Critical Hdwy Stg 1 6.53 5.53 - 6.13 5.53 - - - - - - - Critical Hdwy Stg 2 6.13 5.53 - 6.53 5.53 - - - - - - - Follow-up Hdwy 3.519 4.019 3.319 3.519 4.019 3.319 2.22 - - 2.218 - - Pot Cap-1 Maneuver 319 351 803 447 343 772 1146 - - 1298 - - Stage 1 559 571 - 730 682 - - - - - - - Stage 2 718 682 - 730 561 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 298 342 803 422 334 772 1146 - - 1298 - - Mov Cap-2 Maneuver 298 342 - 422 334 - - - - - - - Stage 1 557 558 - 727 680 - - - - - - - Stage 2 689 680 - 692 548 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 16.7 14.5 0.1 0.5 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1146 - - 298 395 422 474 1298 - - HCM Lane V/C Ratio 0.004 - - 0.084 0.047 0.16 0.057 0.023 - - HCM Control Delay (s) 8.2 - - 18.2 14.6 15.1 13.1 7.8 - - HCM Lane LOS A - - C B C B A - - HCM 95th %tile Q(veh) 0 - - 0.3 0.1 0.6 0.2 0.1 - - 1: Cottonwood Road & Durston Road Future Without Project (Growth) - PM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Int Delay, s/veh 44.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 3 262 101 142 396 28 94 19 191 15 8 1 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 3 301 116 163 455 32 108 22 220 17 9 1 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 487 0 0 417 0 0 1169 1180 359 1285 1222 471 Stage 1 - - - - - - 366 366 - 798 798 - Stage 2 - - - - - - 803 814 - 487 424 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1076 - - 1142 - - 170 190 685 142 180 593 Stage 1 - - - - - - 653 623 - 380 398 - Stage 2 - - - - - - 377 391 - 562 587 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1076 - - 1142 - - 137 152 685 73 144 593 Mov Cap-2 Maneuver - - - - - - 137 152 - 73 144 - Stage 1 - - - - - - 650 621 - 378 320 - Stage 2 - - - - - - 293 314 - 367 585 - Approach EB WB NB SB HCM Control Delay, s 0.1 2.2 177.2 60.9 HCM LOS F F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 279 1076 - - 1142 - - 91 HCM Lane V/C Ratio 1.252 0.003 - - 0.143 - - 0.303 HCM Control Delay (s) 177.2 8.4 0 - 8.7 0 - 60.9 HCM Lane LOS F A A - A A - F HCM 95th %tile Q(veh) 16.7 0 - - 0.5 - - 1.1 2: Durston Road & Westgate Avenue Future Without Project (Growth) - PM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Int Delay, s/veh 0.4 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 4 241 251 16 11 3 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 4 262 273 17 12 3 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 290 0 - 0 553 282 Stage 1 - - - - 282 - Stage 2 - - - - 271 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1272 - - - 494 757 Stage 1 - - - - 766 - Stage 2 - - - - 775 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1272 - - - 492 757 Mov Cap-2 Maneuver - - - - 492 - Stage 1 - - - - 766 - Stage 2 - - - - 772 - Approach EB WB SB HCM Control Delay, s 0.1 0 12 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1272 - - - 532 HCM Lane V/C Ratio 0.003 - - - 0.029 HCM Control Delay (s) 7.8 0 - - 12 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.1 3: Durston Road Future Without Project (Growth) - PM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Int Delay, s/veh 3.8 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 17 234 257 187 155 11 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 50 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 18 252 276 201 167 12 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 477 0 - 0 665 377 Stage 1 - - - - 377 - Stage 2 - - - - 288 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1085 - - - 425 670 Stage 1 - - - - 694 - Stage 2 - - - - 761 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1085 - - - 417 670 Mov Cap-2 Maneuver - - - - 417 - Stage 1 - - - - 694 - Stage 2 - - - - 747 - Approach EB WB SB HCM Control Delay, s 0.6 0 18.7 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h) 1085 - - - 417 670 HCM Lane V/C Ratio 0.017 - - - 0.4 0.018 HCM Control Delay (s) 8.4 0 - - 19.3 10.5 HCM Lane LOS A A - - C B HCM 95th %tile Q(veh) 0.1 - - - 1.9 0.1 4: Cottonwood Road & West Babcock Street Future Without Project (Growth) - PM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Int Delay, s/veh 2.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 31 12 7 40 7 20 4 290 62 9 192 23 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 170 - - 70 - - 245 - 0 214 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 35 13 8 45 8 22 4 326 70 10 216 26 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 599 584 121 470 597 326 242 0 0 326 0 0 Stage 1 249 249 - 335 335 - - - - - - - Stage 2 350 335 - 135 262 - - - - - - - Critical Hdwy 7.33 6.53 6.93 7.33 6.53 6.23 4.14 - - 4.12 - - Critical Hdwy Stg 1 6.53 5.53 - 6.13 5.53 - - - - - - - Critical Hdwy Stg 2 6.13 5.53 - 6.53 5.53 - - - - - - - Follow-up Hdwy 3.519 4.019 3.319 3.519 4.019 3.319 2.22 - - 2.218 - - Pot Cap-1 Maneuver 399 423 908 490 416 714 1322 - - 1234 - - Stage 1 734 700 - 678 642 - - - - - - - Stage 2 666 642 - 855 691 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 378 418 908 470 411 714 1322 - - 1234 - - Mov Cap-2 Maneuver 378 418 - 470 411 - - - - - - - Stage 1 732 694 - 676 640 - - - - - - - Stage 2 635 640 - 824 685 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 14.2 12.6 0.1 0.3 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1322 - - 378 522 470 599 1234 - - HCM Lane V/C Ratio 0.003 - - 0.092 0.041 0.096 0.051 0.008 - - HCM Control Delay (s) 7.7 - - 15.5 12.2 13.5 11.3 7.9 - - HCM Lane LOS A - - C BBBA - - HCM 95th %tile Q(veh) 0 - - 0.3 0.1 0.3 0.2 0 - - 1: Cottonwood Road & Durston Road Future With Project (Growth) - AM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Int Delay, s/veh 43.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 1 418 244 191 228 8 53 5 179 23 15 4 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 492 287 225 268 9 62 6 211 27 18 5 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 278 0 0 779 0 0 1372 1365 635 1468 1503 273 Stage 1 - - - - - - 638 638 - 722 722 - Stage 2 - - - - - - 734 727 - 746 781 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1285 - - 838 - - 123 147 478 106 122 766 Stage 1 - - - - - - 465 471 - 418 431 - Stage 2 - - - - - - 412 429 - 405 405 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1285 - - 838 - - 78 100 478 43 83 766 Mov Cap-2 Maneuver - - - - - - 78 100 - 43 83 - Stage 1 - - - - - - 465 471 - 418 294 - Stage 2 - - - - - - 262 293 - 224 405 - Approach EB WB NB SB HCM Control Delay, s 0 4.9 207.8 191.6 HCM LOS F F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 215 1285 - - 838 - - 58 HCM Lane V/C Ratio 1.297 0.001 - - 0.268 - - 0.852 HCM Control Delay (s) 207.8 7.8 0 - 10.9 0 - 191.6 HCM Lane LOS F A A - B A - F HCM 95th %tile Q(veh) 15 0 - - 1.1 - - 3.8 2: Westgate Avenue & Durston Road Future With Project (Growth) - AM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Int Delay, s/veh 1.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 1 290 2 13 226 4 8 0 48 16 0 3 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 82 82 82 82 82 82 82 82 82 82 82 82 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 354 2 16 276 5 10 0 59 20 0 4 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 280 0 0 356 0 0 669 669 355 697 669 278 Stage 1 - - - - - - 357 357 - 310 310 - Stage 2 - - - - - - 312 312 - 387 359 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1283 - - 1203 - - 371 379 689 356 379 761 Stage 1 - - - - - - 661 628 - 700 659 - Stage 2 - - - - - - 699 658 - 637 627 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1283 - - 1203 - - 364 373 689 322 373 761 Mov Cap-2 Maneuver - - - - - - 364 373 - 322 373 - Stage 1 - - - - - - 660 627 - 699 648 - Stage 2 - - - - - - 685 647 - 582 626 - Approach EB WB NB SB HCM Control Delay, s 0 0.4 11.6 15.9 HCM LOS B C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 611 1283 - - 1203 - - 354 HCM Lane V/C Ratio 0.112 0.001 - - 0.013 - - 0.065 HCM Control Delay (s) 11.6 7.8 0 - 8 0 - 15.9 HCM Lane LOS B A A - A A - C HCM 95th %tile Q(veh) 0.4 0 - - 0 - - 0.2 3: Laurel Parkway & Durston Road Future With Project (Growth) - AM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Int Delay, s/veh 43 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 8 343 3 16 213 54 10 0 60 247 0 20 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - 50 50 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 79 79 79 79 79 79 79 79 79 79 79 79 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 10 434 4 20 270 68 13 0 76 313 0 25 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 338 0 0 438 0 0 813 834 436 800 802 304 Stage 1 - - - - - - 456 456 - 344 344 - Stage 2 - - - - - - 357 378 - 456 458 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1221 - - 1122 - - 297 304 620 ~ 303 317 736 Stage 1 - - - - - - 584 568 - 671 637 - Stage 2 - - - - - - 661 615 - 584 567 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1221 - - 1122 - - 280 294 620 ~ 259 307 736 Mov Cap-2 Maneuver - - - - - - 280 294 - ~ 259 307 - Stage 1 - - - - - - 578 562 - 664 623 - Stage 2 - - - - - - 624 601 - 507 561 - Approach EB WB NB SB HCM Control Delay, s 0.2 0.5 12.6 152.6 HCM LOS B F Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h) 280 620 1221 - - 1122 - - 259 736 HCM Lane V/C Ratio 0.045 0.122 0.008 - - 0.018 - - 1.207 0.034 HCM Control Delay (s) 18.5 11.6 8 0 - 8.3 0 - 164.1 10.1 HCM Lane LOS C B A A - A A - F B HCM 95th %tile Q(veh) 0.1 0.4 0 - - 0.1 - - 14.7 0.1 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 4: Cottonwood Road & West Babcock Street Future With Project (Growth) - AM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Int Delay, s/veh 2.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 23 13 4 62 12 15 4 256 22 34 386 32 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 170 - - 70 - - 245 - 0 214 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 25 14 4 67 13 16 4 278 24 37 420 35 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 813 798 227 578 815 278 454 0 0 278 0 0 Stage 1 511 511 - 287 287 - - - - - - - Stage 2 302 287 - 291 528 - - - - - - - Critical Hdwy 7.33 6.53 6.93 7.33 6.53 6.23 4.14 - - 4.12 - - Critical Hdwy Stg 1 6.53 5.53 - 6.13 5.53 - - - - - - - Critical Hdwy Stg 2 6.13 5.53 - 6.53 5.53 - - - - - - - Follow-up Hdwy 3.519 4.019 3.319 3.519 4.019 3.319 2.22 - - 2.218 - - Pot Cap-1 Maneuver 283 318 777 413 311 760 1103 - - 1285 - - Stage 1 514 536 - 720 674 - - - - - - - Stage 2 706 674 - 693 527 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 261 308 777 387 301 760 1103 - - 1285 - - Mov Cap-2 Maneuver 261 308 - 387 301 - - - - - - - Stage 1 512 521 - 717 672 - - - - - - - Stage 2 675 672 - 651 512 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 18.2 15.5 0.1 0.6 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1103 - - 261 359 387 453 1285 - - HCM Lane V/C Ratio 0.004 - - 0.096 0.051 0.174 0.065 0.029 - - HCM Control Delay (s) 8.3 - - 20.2 15.6 16.3 13.5 7.9 - - HCM Lane LOS A - - C C C B A - - HCM 95th %tile Q(veh) 0 - - 0.3 0.2 0.6 0.2 0.1 - - 5: Durston Road Future With Project (Growth) - AM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Int Delay, s/veh 0.3 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 652 1 3 282 3 11 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 82 82 82 82 82 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 724 1 4 344 4 13 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 726 0 1076 725 Stage 1 - - - - 725 - Stage 2 - - - - 351 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 877 - 243 425 Stage 1 - - - - 479 - Stage 2 - - - - 713 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 877 - 242 425 Mov Cap-2 Maneuver - - - - 242 - Stage 1 - - - - 479 - Stage 2 - - - - 709 - Approach EB WB NB HCM Control Delay, s 0 0.1 15.3 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 366 - - 877 - HCM Lane V/C Ratio 0.047 - - 0.004 - HCM Control Delay (s) 15.3 - - 9.1 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - 1: Cottonwood Road & Durston Road Future With Project (Growth) - PM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Int Delay, s/veh 138.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 3 301 128 142 468 28 144 19 191 15 8 1 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 3 346 147 163 538 32 166 22 220 17 9 1 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 570 0 0 493 0 0 1312 1323 420 1427 1380 554 Stage 1 - - - - - - 426 426 - 880 880 - Stage 2 - - - - - - 886 897 - 547 500 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1002 - - 1071 - - ~ 136 156 633 113 144 532 Stage 1 - - - - - - 606 586 - 342 365 - Stage 2 - - - - - - 339 358 - 521 543 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1002 - - 1071 - - ~ 105 121 633 53 111 532 Mov Cap-2 Maneuver - - - - - - ~ 105 121 - 53 111 - Stage 1 - - - - - - 604 584 - 341 283 - Stage 2 - - - - - - 254 278 - 326 541 - Approach EB WB NB SB HCM Control Delay, s 0.1 2 $ 555.6 92.1 HCM LOS F F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 193 1002 - - 1071 - - 67 HCM Lane V/C Ratio 2.108 0.003 - - 0.152 - - 0.412 HCM Control Delay (s) $ 555.6 8.6 0 - 9 0 - 92.1 HCM Lane LOS F A A - A A - F HCM 95th %tile Q(veh) 31.6 0 - - 0.5 - - 1.6 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 2: Westgate Avenue & Durston Road Future With Project (Growth) - PM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 4 253 9 49 258 16 5 0 27 11 0 3 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 4 281 10 54 287 18 6 0 30 12 0 3 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 304 0 0 291 0 0 701 708 286 714 704 296 Stage 1 - - - - - - 295 295 - 404 404 - Stage 2 - - - - - - 406 413 - 310 300 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1257 - - 1271 - - 353 360 753 346 361 743 Stage 1 - - - - - - 713 669 - 623 599 - Stage 2 - - - - - - 622 594 - 700 666 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1257 - - 1271 - - 337 340 753 318 341 743 Mov Cap-2 Maneuver - - - - - - 337 340 - 318 341 - Stage 1 - - - - - - 710 666 - 621 568 - Stage 2 - - - - - - 588 564 - 669 663 - Approach EB WB NB SB HCM Control Delay, s 0.1 1.2 11 15.4 HCM LOS B C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 631 1257 - - 1271 - - 362 HCM Lane V/C Ratio 0.056 0.004 - - 0.043 - - 0.043 HCM Control Delay (s) 11 7.9 0 - 8 0 - 15.4 HCM Lane LOS B A A - A A - C HCM 95th %tile Q(veh) 0.2 0 - - 0.1 - - 0.1 3: Laurel Parkway & Durston Road Future With Project (Growth) - PM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Int Delay, s/veh 10.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 17 263 10 61 307 187 5 0 34 155 0 11 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - 50 50 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 19 292 11 68 341 208 6 0 38 172 0 12 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 549 0 0 303 0 0 923 1020 298 917 922 445 Stage 1 - - - - - - 336 336 - 581 581 - Stage 2 - - - - - - 587 684 - 336 341 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1021 - - 1258 - - 250 237 741 253 270 613 Stage 1 - - - - - - 678 642 - 499 500 - Stage 2 - - - - - - 496 449 - 678 639 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1021 - - 1258 - - 226 213 741 222 243 613 Mov Cap-2 Maneuver - - - - - - 226 213 - 222 243 - Stage 1 - - - - - - 663 628 - 488 460 - Stage 2 - - - - - - 447 413 - 629 625 - Approach EB WB NB SB HCM Control Delay, s 0.5 0.9 11.5 58.1 HCM LOS B F Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h) 226 741 1021 - - 1258 - - 222 613 HCM Lane V/C Ratio 0.025 0.051 0.019 - - 0.054 - - 0.776 0.02 HCM Control Delay (s) 21.3 10.1 8.6 0 - 8 0 - 61.4 11 HCM Lane LOS C B A A - A A - F B HCM 95th %tile Q(veh) 0.1 0.2 0.1 - - 0.2 - - 5.5 0.1 4: Cottonwood Road & West Babcock Street Future With Project (Growth) - PM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Int Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 31 12 7 40 7 27 4 333 62 13 216 23 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 170 - - 70 - - 245 - 0 214 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 35 13 8 45 8 30 4 374 70 15 243 26 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 687 668 134 540 681 374 269 0 0 374 0 0 Stage 1 285 285 - 383 383 - - - - - - - Stage 2 402 383 - 157 298 - - - - - - - Critical Hdwy 7.33 6.53 6.93 7.33 6.53 6.23 4.14 - - 4.12 - - Critical Hdwy Stg 1 6.53 5.53 - 6.13 5.53 - - - - - - - Critical Hdwy Stg 2 6.13 5.53 - 6.53 5.53 - - - - - - - Follow-up Hdwy 3.519 4.019 3.319 3.519 4.019 3.319 2.22 - - 2.218 - - Pot Cap-1 Maneuver 347 378 891 438 372 671 1292 - - 1184 - - Stage 1 699 675 - 639 611 - - - - - - - Stage 2 624 611 - 830 666 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 322 372 891 417 366 671 1292 - - 1184 - - Mov Cap-2 Maneuver 322 372 - 417 366 - - - - - - - Stage 1 697 666 - 637 609 - - - - - - - Stage 2 586 609 - 796 658 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 15.8 13.3 0.1 0.4 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1292 - - 322 474 417 573 1184 - - HCM Lane V/C Ratio 0.003 - - 0.108 0.045 0.108 0.067 0.012 - - HCM Control Delay (s) 7.8 - - 17.5 13 14.7 11.7 8.1 - - HCM Lane LOS A - - C BBBA - - HCM 95th %tile Q(veh) 0 - - 0.4 0.1 0.4 0.2 0 - - 5: Durston Road Future With Project (Growth) - PM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Int Delay, s/veh 0.2 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 627 3 11 554 2 6 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 697 3 12 616 2 7 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 700 0 1338 698 Stage 1 - - - - 698 - Stage 2 - - - - 640 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 897 - 169 440 Stage 1 - - - - 494 - Stage 2 - - - - 525 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 897 - 166 440 Mov Cap-2 Maneuver - - - - 166 - Stage 1 - - - - 494 - Stage 2 - - - - 515 - Approach EB WB NB HCM Control Delay, s 0 0.2 16.9 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 311 - - 897 - HCM Lane V/C Ratio 0.029 - - 0.014 - HCM Control Delay (s) 16.9 - - 9.1 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - 1: Cottonwood Road & Durston Road FWO (Pipeline) - AM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Int Delay, s/veh 103.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 1 322 175 161 184 29 43 28 158 85 79 3 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 379 206 189 216 34 51 33 186 100 93 4 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 251 0 0 585 0 0 1145 1113 482 1206 1199 234 Stage 1 - - - - - - 484 484 - 612 612 - Stage 2 - - - - - - 661 629 - 594 587 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1314 - - 990 - - 177 208 584 160 185 805 Stage 1 - - - - - - 564 552 - 480 484 - Stage 2 - - - - - - 452 475 - 491 497 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1314 - - 990 - - 72 161 584 ~ 77 144 805 Mov Cap-2 Maneuver - - - - - - 72 161 - ~ 77 144 - Stage 1 - - - - - - 563 551 - 480 376 - Stage 2 - - - - - - 263 369 - 314 497 - Approach EB WB NB SB HCM Control Delay, s 0 4.1 179.5 $ 529.8 HCM LOS F F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 220 1314 - - 990 - - 101 HCM Lane V/C Ratio 1.225 0.001 - - 0.191 - - 1.945 HCM Control Delay (s) 179.5 7.7 0 - 9.5 0 -$ 529.8 HCM Lane LOS F A A - A A - F HCM 95th %tile Q(veh) 13.6 0 - - 0.7 - - 16.4 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 2: Durston Road & Westgate Avenue FWO (Pipeline) - AM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Int Delay, s/veh 0.4 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 1 226 169 3 13 2 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 80 80 80 80 80 80 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 1 282 211 4 16 2 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 215 0 - 0 498 213 Stage 1 - - - - 213 - Stage 2 - - - - 285 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1355 - - - 532 827 Stage 1 - - - - 823 - Stage 2 - - - - 763 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1355 - - - 531 827 Mov Cap-2 Maneuver - - - - 531 - Stage 1 - - - - 823 - Stage 2 - - - - 762 - Approach EB WB SB HCM Control Delay, s 0 0 11.7 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1355 - - - 558 HCM Lane V/C Ratio 0.001 - - - 0.034 HCM Control Delay (s) 7.7 0 - - 11.7 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.1 3: Durston Road FWO (Pipeline) - AM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Int Delay, s/veh 7.8 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 9 245 170 52 226 23 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 50 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 11 310 215 66 286 29 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 281 0 - 0 581 248 Stage 1 - - - - 248 - Stage 2 - - - - 333 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1282 - - - 476 791 Stage 1 - - - - 793 - Stage 2 - - - - 726 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1282 - - - 471 791 Mov Cap-2 Maneuver - - - - 471 - Stage 1 - - - - 793 - Stage 2 - - - - 719 - Approach EB WB SB HCM Control Delay, s 0.3 0 22.5 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h) 1282 - - - 471 791 HCM Lane V/C Ratio 0.009 - - - 0.607 0.037 HCM Control Delay (s) 7.8 0 - - 23.8 9.7 HCM Lane LOS A A - - C A HCM 95th %tile Q(veh) 0 - - - 4 0.1 4: Cottonwood Road & West Babcock Street FWO (Pipeline) - AM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Int Delay, s/veh 3.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 19 11 3 56 10 25 3 233 20 62 329 27 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 170 - - 70 - - 245 - 0 214 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 21 12 3 61 11 27 3 253 22 67 358 29 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 786 767 193 580 782 253 387 0 0 253 0 0 Stage 1 507 507 - 260 260 - - - - - - - Stage 2 279 260 - 320 522 - - - - - - - Critical Hdwy 7.33 6.53 6.93 7.33 6.53 6.23 4.14 - - 4.12 - - Critical Hdwy Stg 1 6.53 5.53 - 6.13 5.53 - - - - - - - Critical Hdwy Stg 2 6.13 5.53 - 6.53 5.53 - - - - - - - Follow-up Hdwy 3.519 4.019 3.319 3.519 4.019 3.319 2.22 - - 2.218 - - Pot Cap-1 Maneuver 296 332 817 411 325 785 1168 - - 1312 - - Stage 1 517 538 - 744 692 - - - - - - - Stage 2 727 692 - 667 530 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 267 314 817 381 308 785 1168 - - 1312 - - Mov Cap-2 Maneuver 267 314 - 381 308 - - - - - - - Stage 1 516 511 - 742 690 - - - - - - - Stage 2 689 690 - 616 503 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 17.8 14.6 0.1 1.2 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1168 - - 267 362 381 544 1312 - - HCM Lane V/C Ratio 0.003 - - 0.077 0.042 0.16 0.07 0.051 - - HCM Control Delay (s) 8.1 - - 19.6 15.4 16.2 12.1 7.9 - - HCM Lane LOS A - - C C C B A - - HCM 95th %tile Q(veh) 0 - - 0.2 0.1 0.6 0.2 0.2 - - 1: Cottonwood Road & Durston Road Future Without Project (Pipeline) - PM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Int Delay, s/veh 155 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 2 238 96 129 367 98 94 91 164 54 51 1 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 2 274 110 148 422 113 108 105 189 62 59 1 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 534 0 0 384 0 0 1138 1164 329 1255 1164 478 Stage 1 - - - - - - 333 333 - 775 775 - Stage 2 - - - - - - 805 831 - 480 389 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1034 - - 1174 - - 179 194 712 148 194 587 Stage 1 - - - - - - 681 644 - 391 408 - Stage 2 - - - - - - 376 384 - 567 608 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1034 - - 1174 - - 110 158 712 ~ 45 158 587 Mov Cap-2 Maneuver - - - - - - 110 158 - ~ 45 158 - Stage 1 - - - - - - 680 643 - 390 333 - Stage 2 - - - - - - 253 314 - 348 607 - Approach EB WB NB SB HCM Control Delay, s 0.1 1.8 $ 465 $ 483.9 HCM LOS F F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 210 1034 - - 1174 - - 70 HCM Lane V/C Ratio 1.91 0.002 - - 0.126 - - 1.741 HCM Control Delay (s) $ 465 8.5 0 - 8.5 0 -$ 483.9 HCM Lane LOS F A A - A A - F HCM 95th %tile Q(veh) 29.1 0 - - 0.4 - - 10.7 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 2: Durston Road Future Without Project (Pipeline) - PM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Int Delay, s/veh 0.3 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 3 212 216 13 9 2 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 3 230 235 14 10 2 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 249 0 - 0 479 242 Stage 1 - - - - 242 - Stage 2 - - - - 237 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1317 - - - 545 797 Stage 1 - - - - 798 - Stage 2 - - - - 802 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1317 - - - 543 797 Mov Cap-2 Maneuver - - - - 543 - Stage 1 - - - - 798 - Stage 2 - - - - 800 - Approach EB WB SB HCM Control Delay, s 0.1 0 11.4 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1317 - - - 576 HCM Lane V/C Ratio 0.002 - - - 0.021 HCM Control Delay (s) 7.7 0 - - 11.4 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.1 3: Durston Road Future Without Project (Pipeline) - PM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Int Delay, s/veh 3.4 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 20 200 216 180 142 13 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 50 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 22 215 232 194 153 14 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 426 0 - 0 587 329 Stage 1 - - - - 329 - Stage 2 - - - - 258 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1133 - - - 472 712 Stage 1 - - - - 729 - Stage 2 - - - - 785 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1133 - - - 462 712 Mov Cap-2 Maneuver - - - - 462 - Stage 1 - - - - 729 - Stage 2 - - - - 768 - Approach EB WB SB HCM Control Delay, s 0.7 0 16.1 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h) 1133 - - - 462 712 HCM Lane V/C Ratio 0.019 - - - 0.33 0.02 HCM Control Delay (s) 8.2 0 - - 16.6 10.2 HCM Lane LOS A A - - C B HCM 95th %tile Q(veh) 0.1 - - - 1.4 0.1 4: Cottonwood Road & West Babcock Street Future Without Project (Pipeline) - PM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Int Delay, s/veh 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 25 10 6 39 6 61 3 294 55 33 202 19 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 170 - - 70 - - 245 - 0 214 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 28 11 7 44 7 69 3 330 62 37 227 21 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 687 649 124 530 659 330 248 0 0 330 0 0 Stage 1 312 312 - 337 337 - - - - - - - Stage 2 375 337 - 193 322 - - - - - - - Critical Hdwy 7.33 6.53 6.93 7.33 6.53 6.23 4.14 - - 4.12 - - Critical Hdwy Stg 1 6.53 5.53 - 6.13 5.53 - - - - - - - Critical Hdwy Stg 2 6.13 5.53 - 6.53 5.53 - - - - - - - Follow-up Hdwy 3.519 4.019 3.319 3.519 4.019 3.319 2.22 - - 2.218 - - Pot Cap-1 Maneuver 347 388 904 446 383 711 1315 - - 1229 - - Stage 1 674 657 - 676 640 - - - - - - - Stage 2 645 640 - 791 650 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 302 375 904 422 371 711 1315 - - 1229 - - Mov Cap-2 Maneuver 302 375 - 422 371 - - - - - - - Stage 1 672 637 - 674 639 - - - - - - - Stage 2 575 639 - 748 630 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 16 12.4 0.1 1 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1315 - - 302 480 422 657 1229 - - HCM Lane V/C Ratio 0.003 - - 0.093 0.037 0.104 0.115 0.03 - - HCM Control Delay (s) 7.7 - - 18.1 12.8 14.5 11.2 8 - - HCM Lane LOS A - - C BBBA - - HCM 95th %tile Q(veh) 0 - - 0.3 0.1 0.3 0.4 0.1 - - 1: Cottonwood Road & Durston Road Future With Project (Pipeline) - AM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Int Delay, s/veh 240.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 1 392 224 161 203 29 56 28 158 85 79 3 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 461 264 189 239 34 66 33 186 100 93 4 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 273 0 0 725 0 0 1278 1247 593 1340 1362 256 Stage 1 - - - - - - 595 595 - 635 635 - Stage 2 - - - - - - 683 652 - 705 727 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1290 - - 878 - - 143 173 506 130 148 783 Stage 1 - - - - - - 491 492 - 467 472 - Stage 2 - - - - - - 439 464 - 427 429 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1290 - - 878 - - ~ 34 129 506 ~ 54 110 783 Mov Cap-2 Maneuver - - - - - - ~ 34 129 - ~ 54 110 - Stage 1 - - - - - - 491 492 - 467 352 - Stage 2 - - - - - - 240 346 - 252 429 - Approach EB WB NB SB HCM Control Delay, s 0 4.2 $ 791.3 $ 887.2 HCM LOS F F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 111 1290 - - 878 - - 73 HCM Lane V/C Ratio 2.565 0.001 - - 0.216 - - 2.691 HCM Control Delay (s) $ 791.3 7.8 0 - 10.2 0 -$ 887.2 HCM Lane LOS F A A - B A - F HCM 95th %tile Q(veh) 25.8 0 - - 0.8 - - 19.3 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 2: Westgate Avenue & Durston Road Future With Project (Pipeline) - AM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Int Delay, s/veh 1.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 1 244 2 13 202 3 8 0 48 13 0 2 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 82 82 82 82 82 82 82 82 82 82 82 82 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 298 2 16 246 4 10 0 59 16 0 2 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 250 0 0 300 0 0 582 583 299 610 582 248 Stage 1 - - - - - - 301 301 - 280 280 - Stage 2 - - - - - - 281 282 - 330 302 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1316 - - 1261 - - 424 424 741 407 425 791 Stage 1 - - - - - - 708 665 - 727 679 - Stage 2 - - - - - - 726 678 - 683 664 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1316 - - 1261 - - 418 417 741 370 418 791 Mov Cap-2 Maneuver - - - - - - 418 417 - 370 418 - Stage 1 - - - - - - 707 664 - 726 669 - Stage 2 - - - - - - 713 668 - 628 663 - Approach EB WB NB SB HCM Control Delay, s 0 0.5 11 14.5 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 667 1316 - - 1261 - - 398 HCM Lane V/C Ratio 0.102 0.001 - - 0.013 - - 0.046 HCM Control Delay (s) 11 7.7 0 - 7.9 0 - 14.5 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.3 0 - - 0 - - 0.1 3: Laurel Parkway & Durston Road Future With Project (Pipeline) - AM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Int Delay, s/veh 20.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 9 293 3 16 186 52 10 0 60 226 0 23 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - 50 50 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 79 79 79 79 79 79 79 79 79 79 79 79 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 11 371 4 20 235 66 13 0 76 286 0 29 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 301 0 0 375 0 0 719 738 373 705 706 268 Stage 1 - - - - - - 396 396 - 309 309 - Stage 2 - - - - - - 323 342 - 396 397 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1260 - - 1183 - - 344 346 673 351 361 771 Stage 1 - - - - - - 629 604 - 701 660 - Stage 2 - - - - - - 689 638 - 629 603 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1260 - - 1183 - - 323 335 673 304 350 771 Mov Cap-2 Maneuver - - - - - - 323 335 - 304 350 - Stage 1 - - - - - - 622 597 - 693 647 - Stage 2 - - - - - - 650 625 - 552 596 - Approach EB WB NB SB HCM Control Delay, s 0.2 0.5 11.8 69.5 HCM LOS B F Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h) 323 673 1260 - - 1183 - - 304 771 HCM Lane V/C Ratio 0.039 0.113 0.009 - - 0.017 - - 0.941 0.038 HCM Control Delay (s) 16.6 11 7.9 0 - 8.1 0 - 75.6 9.9 HCM Lane LOS C B A A - A A - F A HCM 95th %tile Q(veh) 0.1 0.4 0 - - 0.1 - - 9.3 0.1 4: Cottonwood Road & West Babcock Street Future With Project (Pipeline) - AM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Int Delay, s/veh 3.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 19 11 3 56 10 26 3 244 20 69 371 27 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 170 - - 70 - - 245 - 0 214 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 21 12 3 61 11 28 3 265 22 75 403 29 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 859 840 216 630 855 265 433 0 0 265 0 0 Stage 1 568 568 - 272 272 - - - - - - - Stage 2 291 272 - 358 583 - - - - - - - Critical Hdwy 7.33 6.53 6.93 7.33 6.53 6.23 4.14 - - 4.12 - - Critical Hdwy Stg 1 6.53 5.53 - 6.13 5.53 - - - - - - - Critical Hdwy Stg 2 6.13 5.53 - 6.53 5.53 - - - - - - - Follow-up Hdwy 3.519 4.019 3.319 3.519 4.019 3.319 2.22 - - 2.218 - - Pot Cap-1 Maneuver 263 301 789 380 295 773 1123 - - 1299 - - Stage 1 476 505 - 733 684 - - - - - - - Stage 2 716 684 - 633 498 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 235 283 789 349 277 773 1123 - - 1299 - - Mov Cap-2 Maneuver 235 283 - 349 277 - - - - - - - Stage 1 475 476 - 731 682 - - - - - - - Stage 2 677 682 - 579 469 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 19.6 15.5 0.1 1.2 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1123 - - 235 328 349 516 1299 - - HCM Lane V/C Ratio 0.003 - - 0.088 0.046 0.174 0.076 0.058 - - HCM Control Delay (s) 8.2 - - 21.8 16.5 17.5 12.5 7.9 - - HCM Lane LOS A - - C C C B A - - HCM 95th %tile Q(veh) 0 - - 0.3 0.1 0.6 0.2 0.2 - - 5: Durston Road Future With Project (Pipeline) - AM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Int Delay, s/veh 0.3 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 581 1 3 253 3 11 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 82 82 82 82 82 82 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 709 1 4 309 4 13 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 710 0 1025 709 Stage 1 - - - - 709 - Stage 2 - - - - 316 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 889 - 260 434 Stage 1 - - - - 488 - Stage 2 - - - - 739 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 889 - 259 434 Mov Cap-2 Maneuver - - - - 259 - Stage 1 - - - - 488 - Stage 2 - - - - 735 - Approach EB WB NB HCM Control Delay, s 0 0.1 14.9 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 379 - - 889 - HCM Lane V/C Ratio 0.045 - - 0.004 - HCM Control Delay (s) 14.9 - - 9.1 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - 1: Cottonwood Road & Durston Road Future With Project (Pipeline) - PM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Int Delay, s/veh 365.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 2 277 123 129 438 98 144 91 164 54 51 1 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 2 318 141 148 503 113 166 105 189 62 59 1 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 616 0 0 460 0 0 1280 1307 389 1396 1320 560 Stage 1 - - - - - - 394 394 - 856 856 - Stage 2 - - - - - - 886 913 - 540 464 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 964 - - 1101 - - ~ 143 160 659 119 157 528 Stage 1 - - - - - - 631 605 - 352 374 - Stage 2 - - - - - - 339 352 - 526 564 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 964 - - 1101 - - ~ 76 126 659 ~ 22 124 528 Mov Cap-2 Maneuver - - - - - - ~ 76 126 - ~ 22 124 - Stage 1 - - - - - - 629 603 - 351 296 - Stage 2 - - - - - - 215 279 - 309 562 - Approach EB WB NB SB HCM Control Delay, s 0 1.7 $ 1101.6 $ 1258.8 HCM LOS F F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 139 964 - - 1101 - - 37 HCM Lane V/C Ratio 3.299 0.002 - - 0.135 - - 3.293 HCM Control Delay (s) $ 1101.6 8.7 0 - 8.8 0 -$ 1258.8 HCM Lane LOS F A A - A A - F HCM 95th %tile Q(veh) 43.9 0 - - 0.5 - - 13.9 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 2: Westgate Avenue & Durston Road Future With Project (Pipeline) - PM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Int Delay, s/veh 1.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 3 225 9 49 223 13 5 0 27 9 0 2 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 3 250 10 54 248 14 6 0 30 10 0 2 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 262 0 0 260 0 0 627 633 255 641 631 255 Stage 1 - - - - - - 262 262 - 364 364 - Stage 2 - - - - - - 365 371 - 277 267 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1302 - - 1304 - - 396 397 784 388 398 784 Stage 1 - - - - - - 743 691 - 655 624 - Stage 2 - - - - - - 654 620 - 729 688 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1302 - - 1304 - - 379 376 784 358 377 784 Mov Cap-2 Maneuver - - - - - - 379 376 - 358 377 - Stage 1 - - - - - - 741 689 - 653 593 - Stage 2 - - - - - - 620 590 - 699 686 - Approach EB WB NB SB HCM Control Delay, s 0.1 1.4 10.7 14.4 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 672 1302 - - 1304 - - 397 HCM Lane V/C Ratio 0.053 0.003 - - 0.042 - - 0.031 HCM Control Delay (s) 10.7 7.8 0 - 7.9 0 - 14.4 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.2 0 - - 0.1 - - 0.1 3: Laurel Parkway & Durston Road Future With Project (Pipeline) - PM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Int Delay, s/veh 7.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 20 230 10 61 266 180 5 0 34 142 0 13 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - 50 50 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 22 256 11 68 296 200 6 0 38 158 0 14 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 496 0 0 267 0 0 844 937 261 837 842 396 Stage 1 - - - - - - 306 306 - 531 531 - Stage 2 - - - - - - 538 631 - 306 311 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1068 - - 1297 - - 283 265 778 286 301 653 Stage 1 - - - - - - 704 662 - 532 526 - Stage 2 - - - - - - 527 474 - 704 658 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1068 - - 1297 - - 256 239 778 252 272 653 Mov Cap-2 Maneuver - - - - - - 256 239 - 252 272 - Stage 1 - - - - - - 687 646 - 519 487 - Stage 2 - - - - - - 477 438 - 654 642 - Approach EB WB NB SB HCM Control Delay, s 0.6 1 11.1 38 HCM LOS B E Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h) 256 778 1068 - - 1297 - - 252 653 HCM Lane V/C Ratio 0.022 0.049 0.021 - - 0.052 - - 0.626 0.022 HCM Control Delay (s) 19.4 9.9 8.4 0 - 7.9 0 - 40.5 10.6 HCM Lane LOS C A A A - A A - E B HCM 95th %tile Q(veh) 0.1 0.2 0.1 - - 0.2 - - 3.8 0.1 4: Cottonwood Road & West Babcock Street Future With Project (Pipeline) - PM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Int Delay, s/veh 3.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 25 10 6 39 6 68 3 337 55 37 225 19 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 170 - - 70 - - 245 - 0 214 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 28 11 7 44 7 76 3 379 62 42 253 21 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 774 732 137 600 742 379 274 0 0 379 0 0 Stage 1 347 347 - 385 385 - - - - - - - Stage 2 427 385 - 215 357 - - - - - - - Critical Hdwy 7.33 6.53 6.93 7.33 6.53 6.23 4.14 - - 4.12 - - Critical Hdwy Stg 1 6.53 5.53 - 6.13 5.53 - - - - - - - Critical Hdwy Stg 2 6.13 5.53 - 6.53 5.53 - - - - - - - Follow-up Hdwy 3.519 4.019 3.319 3.519 4.019 3.319 2.22 - - 2.218 - - Pot Cap-1 Maneuver 302 348 887 399 343 667 1286 - - 1179 - - Stage 1 643 634 - 637 610 - - - - - - - Stage 2 605 610 - 768 628 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 256 335 887 375 330 667 1286 - - 1179 - - Mov Cap-2 Maneuver 256 335 - 375 330 - - - - - - - Stage 1 642 611 - 636 609 - - - - - - - Stage 2 529 609 - 721 606 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 18 13.2 0.1 1.1 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1286 - - 256 437 375 616 1179 - - HCM Lane V/C Ratio 0.003 - - 0.11 0.041 0.117 0.135 0.035 - - HCM Control Delay (s) 7.8 - - 20.8 13.6 15.9 11.8 8.2 - - HCM Lane LOS A - - C B C B A - - HCM 95th %tile Q(veh) 0 - - 0.4 0.1 0.4 0.5 0.1 - - 5: Durston Road Future With Project (Pipeline) - PM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Int Delay, s/veh 0.2 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 549 3 11 506 2 6 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 610 3 12 562 2 7 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 613 0 1199 612 Stage 1 - - - - 612 - Stage 2 - - - - 587 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 966 - 205 493 Stage 1 - - - - 541 - Stage 2 - - - - 556 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 966 - 201 493 Mov Cap-2 Maneuver - - - - 201 - Stage 1 - - - - 541 - Stage 2 - - - - 546 - Approach EB WB NB HCM Control Delay, s 0 0.2 15.2 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 362 - - 966 - HCM Lane V/C Ratio 0.025 - - 0.013 - HCM Control Delay (s) 15.2 - - 8.8 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - 1: Cottonwood Road & Durston Road Future With Project (Growth) - Mitigated - AM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Intersection Delay, s/veh 22.3 Intersection LOS C Approach EB WB NB SB Entry Lanes 2211 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 780 502 279 50 Demand Flow Rate, veh/h 796 512 284 51 Vehicles Circulating, veh/h 275 70 531 565 Vehicles Exiting, veh/h 341 745 540 16 Follow-Up Headway, s 3.186 3.186 3.186 3.186 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 37.7 5.9 11.7 6.7 Approach LOS EABA Lane Left Right Left Right Left Left Designated Moves L TR L TR LTR LTR Assumed Moves L TR L TR LTR LTR RT Channelized Lane Util 0.001 0.999 0.449 0.551 1.000 1.000 Critical Headway, s 5.193 5.193 5.193 5.193 5.193 5.193 Entry Flow, veh/h 1 795 230 282 284 51 Cap Entry Lane, veh/h 858 858 1054 1054 664 642 Entry HV Adj Factor 1.000 0.980 0.978 0.981 0.982 0.973 Flow Entry, veh/h 1 779 225 277 279 50 Cap Entry, veh/h 858 841 1031 1034 652 625 V/C Ratio 0.001 0.926 0.218 0.268 0.427 0.079 Control Delay, s/veh 4.2 37.7 5.6 6.1 11.7 6.7 LOS AEAAB A 95th %tile Queue, veh 0 14 1 1 2 0 2: Westgate Avenue & Durston Road Future With Project (Growth) - Mitigated - AM Peak Hour The Lakes at Valley West Synchro 8 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 1 290 2 13 226 4 8 0 48 16 0 3 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Hourly flow rate (vph) 1 354 2 16 276 5 10 0 59 20 0 4 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 280 356 668 670 355 724 668 278 vC1, stage 1 conf vol 357 357 310 310 vC2, stage 2 conf vol 311 312 415 359 vCu, unblocked vol 280 356 668 670 355 724 668 278 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) 6.1 5.5 6.1 5.5 tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 100 99 98 100 92 96 100 100 cM capacity (veh/h) 1282 1203 556 536 689 489 531 761 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 SB 1 Volume Total 1 356 16 280 68 23 Volume Left 1 0 16 0 10 20 Volume Right 0205594 cSH 1282 1700 1203 1700 666 518 Volume to Capacity 0.00 0.21 0.01 0.16 0.10 0.04 Queue Length 95th (ft)001094 Control Delay (s) 7.8 0.0 8.0 0.0 11.0 12.3 Lane LOS A A B B Approach Delay (s) 0.0 0.4 11.0 12.3 Approach LOS B B Intersection Summary Average Delay 1.6 Intersection Capacity Utilization 26.5% ICU Level of Service A Analysis Period (min) 15 3: Laurel Parkway & Durston Road Future With Project (Growth) - Mitigated - AM Peak Hour The Lakes at Valley West Synchro 8 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 8 343 3 16 213 54 10 0 60 247 0 20 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Hourly flow rate (vph) 10 434 4 20 270 68 13 0 76 313 0 25 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh)2 Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 338 438 826 835 436 839 803 304 vC1, stage 1 conf vol 456 456 344 344 vC2, stage 2 conf vol 370 378 494 458 vCu, unblocked vol 338 438 826 835 436 839 803 304 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) 6.1 5.5 6.1 5.5 tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 99 98 97 100 88 26 100 97 cM capacity (veh/h) 1221 1122 475 472 620 420 475 736 Direction, Lane # EB 1 WB 1 NB 1 SB 1 SB 2 Volume Total 448 358 89 313 25 Volume Left 10 20 13 313 0 Volume Right 4 68 76 0 25 cSH 1221 1122 724 420 736 Volume to Capacity 0.01 0.02 0.12 0.74 0.03 Queue Length 95th (ft) 1 1 10 151 3 Control Delay (s) 0.3 0.6 11.8 34.6 10.1 Lane LOS A A B D B Approach Delay (s) 0.3 0.6 11.8 32.8 Approach LOS B D Intersection Summary Average Delay 10.1 Intersection Capacity Utilization 49.7% ICU Level of Service A Analysis Period (min) 15 5: Durston Road Future With Project (Growth) - Mitigated - AM Peak Hour The Lakes at Valley West Synchro 8 Report Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (veh/h) 652 1 3 282 3 11 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.90 0.82 0.82 0.82 0.82 0.82 Hourly flow rate (vph) 724 1 4 344 4 13 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 726 1076 725 vC1, stage 1 conf vol 725 vC2, stage 2 conf vol 351 vCu, unblocked vol 726 1076 725 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.2 3.5 3.3 p0 queue free % 100 99 97 cM capacity (veh/h) 877 434 425 Direction, Lane # EB 1 WB 1 WB 2 NB 1 Volume Total 726 4 344 17 Volume Left 0404 Volume Right 1 0 0 13 cSH 1700 877 1700 427 Volume to Capacity 0.43 0.00 0.20 0.04 Queue Length 95th (ft)0003 Control Delay (s) 0.0 9.1 0.0 13.8 Lane LOS A B Approach Delay (s) 0.0 0.1 13.8 Approach LOS B Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 44.4% ICU Level of Service A Analysis Period (min) 15 1: Cottonwood Road & Durston Road Future With Project (Growth) - Mitigated - PM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Intersection Delay, s/veh 11.7 Intersection LOS B Approach EB WB NB SB Entry Lanes 2211 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 496 733 408 27 Demand Flow Rate, veh/h 506 748 415 27 Vehicles Circulating, veh/h 192 194 373 884 Vehicles Exiting, veh/h 719 594 325 58 Follow-Up Headway, s 3.186 3.186 3.186 3.186 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 11.1 11.7 12.6 8.5 Approach LOS BBBA Lane Left Right Left Right Left Left Designated Moves L TR L TR LTR LTR Assumed Moves L TR L TR LTR LTR RT Channelized Lane Util 0.006 0.994 0.222 0.778 1.000 1.000 Critical Headway, s 5.193 5.193 5.193 5.193 5.193 5.193 Entry Flow, veh/h 3 503 166 582 415 27 Cap Entry Lane, veh/h 933 933 931 931 778 467 Entry HV Adj Factor 1.000 0.980 0.982 0.980 0.982 0.993 Flow Entry, veh/h 3 493 163 570 408 27 Cap Entry, veh/h 933 914 914 912 764 464 V/C Ratio 0.003 0.539 0.178 0.625 0.533 0.058 Control Delay, s/veh 3.9 11.1 5.7 13.4 12.6 8.5 LOS ABABB A 95th %tile Queue, veh 0 3 1 5 3 0 2: Westgate Avenue & Durston Road Future With Project (Growth) - Mitigated - PM Peak Hour The Lakes at Valley West Synchro 8 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 4 253 9 49 258 16 5 0 27 11 0 3 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 4 275 10 53 280 17 5 0 29 12 0 3 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 298 285 679 693 280 709 689 289 vC1, stage 1 conf vol 289 289 396 396 vC2, stage 2 conf vol 390 404 313 293 vCu, unblocked vol 298 285 679 693 280 709 689 289 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) 6.1 5.5 6.1 5.5 tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 100 96 99 100 96 98 100 100 cM capacity (veh/h) 1263 1277 534 510 759 502 502 750 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 SB 1 Volume Total 4 285 53 298 35 15 Volume Left 4 0 53 0 5 12 Volume Right 0 10 0 17 29 3 cSH 1263 1700 1277 1700 712 540 Volume to Capacity 0.00 0.17 0.04 0.18 0.05 0.03 Queue Length 95th (ft)003042 Control Delay (s) 7.9 0.0 7.9 0.0 10.3 11.9 Lane LOS A A B B Approach Delay (s) 0.1 1.2 10.3 11.9 Approach LOS B B Intersection Summary Average Delay 1.4 Intersection Capacity Utilization 31.2% ICU Level of Service A Analysis Period (min) 15 3: Laurel Parkway & Durston Road Future With Project (Growth) - Mitigated - PM Peak Hour The Lakes at Valley West Synchro 8 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 17 263 10 61 307 187 5 0 34 155 0 11 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Hourly flow rate (vph) 18 283 11 66 330 201 5 0 37 167 0 12 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh)2 Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 531 294 898 987 288 905 892 431 vC1, stage 1 conf vol 325 325 562 562 vC2, stage 2 conf vol 574 662 343 330 vCu, unblocked vol 531 294 898 987 288 905 892 431 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) 6.1 5.5 6.1 5.5 tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 98 95 99 100 95 60 100 98 cM capacity (veh/h) 1036 1268 412 384 751 412 422 625 Direction, Lane # EB 1 WB 1 NB 1 SB 1 SB 2 Volume Total 312 597 42 167 12 Volume Left 18 66 5 167 0 Volume Right 11 201 37 0 12 cSH 1036 1268 861 412 625 Volume to Capacity 0.02 0.05 0.05 0.40 0.02 Queue Length 95th (ft) 1 4 4 48 1 Control Delay (s) 0.7 1.4 10.5 19.5 10.9 Lane LOS A A B C B Approach Delay (s) 0.7 1.4 10.5 19.0 Approach LOS B C Intersection Summary Average Delay 4.3 Intersection Capacity Utilization 70.2% ICU Level of Service C Analysis Period (min) 15 5: Durston Road Future With Project (Growth) - Mitigated - PM Peak Hour The Lakes at Valley West Synchro 8 Report Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (veh/h) 627 3 11 554 2 6 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 682 3 12 602 2 7 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 685 1309 683 vC1, stage 1 conf vol 683 vC2, stage 2 conf vol 626 vCu, unblocked vol 685 1309 683 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.2 3.5 3.3 p0 queue free % 99 99 99 cM capacity (veh/h) 909 390 449 Direction, Lane # EB 1 WB 1 WB 2 NB 1 Volume Total 685 12 602 9 Volume Left 0 12 0 2 Volume Right 3007 cSH 1700 909 1700 433 Volume to Capacity 0.40 0.01 0.35 0.02 Queue Length 95th (ft)0102 Control Delay (s) 0.0 9.0 0.0 13.5 Lane LOS A B Approach Delay (s) 0.0 0.2 13.5 Approach LOS B Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 43.2% ICU Level of Service A Analysis Period (min) 15 1: Cottonwood Road & Durston Road Future With Project (Pipeline) - Mitigated - AM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Intersection Delay, s/veh 25.8 Intersection LOS D Approach EB WB NB SB Entry Lanes 2211 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 726 462 285 197 Demand Flow Rate, veh/h 740 472 291 201 Vehicles Circulating, veh/h 390 102 573 504 Vehicles Exiting, veh/h 315 762 557 70 Follow-Up Headway, s 3.186 3.186 3.186 3.186 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 48.2 5.9 12.8 9.1 Approach LOS EABA Lane Left Right Left Right Left Left Designated Moves L TR L TR LTR LTR Assumed Moves L TR L TR LTR LTR RT Channelized Lane Util 0.001 0.999 0.409 0.591 1.000 1.000 Critical Headway, s 5.193 5.193 5.193 5.193 5.193 5.193 Entry Flow, veh/h 1 739 193 279 291 201 Cap Entry Lane, veh/h 765 765 1020 1020 637 683 Entry HV Adj Factor 1.000 0.981 0.979 0.979 0.981 0.981 Flow Entry, veh/h 1 725 189 273 285 197 Cap Entry, veh/h 765 750 999 999 625 669 V/C Ratio 0.001 0.966 0.189 0.273 0.457 0.294 Control Delay, s/veh 4.7 48.3 5.4 6.3 12.8 9.1 LOS AEAAB A 95th %tile Queue, veh 0 15 1 1 2 1 2: Westgate Avenue & Durston Road Future With Project (Pipeline) - Mitigated - AM Peak Hour The Lakes at Valley West Synchro 8 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 1 244 2 13 202 3 8 0 48 13 0 2 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Hourly flow rate (vph) 1 298 2 16 246 4 10 0 59 16 0 2 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 250 300 582 583 299 638 582 248 vC1, stage 1 conf vol 301 301 280 280 vC2, stage 2 conf vol 280 282 359 302 vCu, unblocked vol 250 300 582 583 299 638 582 248 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) 6.1 5.5 6.1 5.5 tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 100 99 98 100 92 97 100 100 cM capacity (veh/h) 1316 1261 599 570 741 530 565 791 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 SB 1 Volume Total 1 300 16 250 68 18 Volume Left 1 0 16 0 10 16 Volume Right 0204592 cSH 1316 1700 1261 1700 716 554 Volume to Capacity 0.00 0.18 0.01 0.15 0.10 0.03 Queue Length 95th (ft)001083 Control Delay (s) 7.7 0.0 7.9 0.0 10.6 11.7 Lane LOS A A B B Approach Delay (s) 0.0 0.5 10.6 11.7 Approach LOS B B Intersection Summary Average Delay 1.6 Intersection Capacity Utilization 23.2% ICU Level of Service A Analysis Period (min) 15 3: Laurel Parkway & Durston Road Future With Project (Pipeline) - Mitigated - AM Peak Hour The Lakes at Valley West Synchro 8 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 9 293 3 16 186 52 10 0 60 226 0 23 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Hourly flow rate (vph) 11 371 4 20 235 66 13 0 76 286 0 29 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh)2 Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 301 375 734 737 373 742 706 268 vC1, stage 1 conf vol 396 396 309 309 vC2, stage 2 conf vol 338 342 434 397 vCu, unblocked vol 301 375 734 737 373 742 706 268 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) 6.1 5.5 6.1 5.5 tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 99 98 98 100 89 38 100 96 cM capacity (veh/h) 1260 1184 511 505 673 461 509 770 Direction, Lane # EB 1 WB 1 NB 1 SB 1 SB 2 Volume Total 386 322 89 286 29 Volume Left 11 20 13 286 0 Volume Right 4 66 76 0 29 cSH 1260 1184 785 461 770 Volume to Capacity 0.01 0.02 0.11 0.62 0.04 Queue Length 95th (ft) 1 1 9 103 3 Control Delay (s) 0.3 0.7 11.2 24.7 9.9 Lane LOS A A B C A Approach Delay (s) 0.3 0.7 11.2 23.4 Approach LOS B C Intersection Summary Average Delay 7.8 Intersection Capacity Utilization 46.2% ICU Level of Service A Analysis Period (min) 15 5: Durston Road Future With Project (Pipeline) - Mitigated - AM Peak Hour The Lakes at Valley West Synchro 8 Report Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (veh/h) 581 1 3 253 3 11 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.90 0.82 0.82 0.82 0.82 0.82 Hourly flow rate (vph) 646 1 4 309 4 13 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 647 962 646 vC1, stage 1 conf vol 646 vC2, stage 2 conf vol 316 vCu, unblocked vol 647 962 646 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.2 3.5 3.3 p0 queue free % 100 99 97 cM capacity (veh/h) 939 473 472 Direction, Lane # EB 1 WB 1 WB 2 NB 1 Volume Total 647 4 309 17 Volume Left 0404 Volume Right 1 0 0 13 cSH 1700 939 1700 472 Volume to Capacity 0.38 0.00 0.18 0.04 Queue Length 95th (ft)0003 Control Delay (s) 0.0 8.9 0.0 12.9 Lane LOS A B Approach Delay (s) 0.0 0.1 12.9 Approach LOS B Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 40.6% ICU Level of Service A Analysis Period (min) 15 1: Cottonwood Road & Durston Road Future With Project (Pipeline) - Mitigated - PM Peak Hour The Lakes at Valley West Synchro 8 Report Intersection Intersection Delay, s/veh 14.6 Intersection LOS B Approach EB WB NB SB Entry Lanes 2211 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 461 764 460 122 Demand Flow Rate, veh/h 470 779 469 124 Vehicles Circulating, veh/h 274 278 389 833 Vehicles Exiting, veh/h 683 580 355 224 Follow-Up Headway, s 3.186 3.186 3.186 3.186 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 12.0 16.3 15.1 11.2 Approach LOS B C C B Lane Left Right Left Right Left Left Designated Moves L TR L TR LTR LTR Assumed Moves L TR L TR LTR LTR RT Channelized Lane Util 0.004 0.996 0.194 0.806 1.000 1.000 Critical Headway, s 5.193 5.193 5.193 5.193 5.193 5.193 Entry Flow, veh/h 2 468 151 628 469 124 Cap Entry Lane, veh/h 859 859 856 856 766 491 Entry HV Adj Factor 1.000 0.980 0.980 0.981 0.981 0.982 Flow Entry, veh/h 2 459 148 616 460 122 Cap Entry, veh/h 859 842 839 839 751 483 V/C Ratio 0.002 0.545 0.176 0.734 0.612 0.252 Control Delay, s/veh 4.2 12.0 6.1 18.8 15.1 11.2 LOS A B A C C B 95th %tile Queue, veh 0 3 1 7 4 1 2: Westgate Avenue & Durston Road Future With Project (Pipeline) - Mitigated - PM Peak Hour The Lakes at Valley West Synchro 8 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 3 225 9 49 223 13 5 0 27 9 0 2 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 3 245 10 53 242 14 5 0 29 10 0 2 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 257 254 607 619 249 636 617 249 vC1, stage 1 conf vol 256 256 356 356 vC2, stage 2 conf vol 351 363 280 261 vCu, unblocked vol 257 254 607 619 249 636 617 249 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) 6.1 5.5 6.1 5.5 tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 100 96 99 100 96 98 100 100 cM capacity (veh/h) 1308 1311 568 538 789 534 529 789 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 SB 1 Volume Total 3 254 53 257 35 12 Volume Left 3 0 53 0 5 10 Volume Right 0 10 0 14 29 2 cSH 1308 1700 1311 1700 744 568 Volume to Capacity 0.00 0.15 0.04 0.15 0.05 0.02 Queue Length 95th (ft)003042 Control Delay (s) 7.8 0.0 7.9 0.0 10.1 11.5 Lane LOS A A B B Approach Delay (s) 0.1 1.4 10.1 11.5 Approach LOS B B Intersection Summary Average Delay 1.5 Intersection Capacity Utilization 29.2% ICU Level of Service A Analysis Period (min) 15 3: Laurel Parkway & Durston Road Future With Project (Pipeline) - Mitigated - PM Peak Hour The Lakes at Valley West Synchro 8 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 20 230 10 61 266 180 5 0 34 142 0 13 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Hourly flow rate (vph) 22 247 11 66 286 194 5 0 37 153 0 14 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh)2 Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 480 258 824 906 253 828 815 383 vC1, stage 1 conf vol 296 296 514 514 vC2, stage 2 conf vol 528 611 314 301 vCu, unblocked vol 480 258 824 906 253 828 815 383 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) 6.1 5.5 6.1 5.5 tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 98 95 99 100 95 65 100 98 cM capacity (veh/h) 1083 1307 437 406 786 440 446 665 Direction, Lane # EB 1 WB 1 NB 1 SB 1 SB 2 Volume Total 280 545 42 153 14 Volume Left 22 66 5 153 0 Volume Right 11 194 37 0 14 cSH 1083 1307 902 440 665 Volume to Capacity 0.02 0.05 0.05 0.35 0.02 Queue Length 95th (ft) 2 4 4 38 2 Control Delay (s) 0.8 1.4 10.3 17.5 10.5 Lane LOS A A B C B Approach Delay (s) 0.8 1.4 10.3 16.9 Approach LOS B C Intersection Summary Average Delay 4.1 Intersection Capacity Utilization 63.8% ICU Level of Service B Analysis Period (min) 15 5: Durston Road Future With Project (Pipeline) - Mitigated - PM Peak Hour The Lakes at Valley West Synchro 8 Report Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (veh/h) 549 3 11 506 2 6 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 597 3 12 550 2 7 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 600 1172 598 vC1, stage 1 conf vol 598 vC2, stage 2 conf vol 574 vCu, unblocked vol 600 1172 598 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.2 3.5 3.3 p0 queue free % 99 99 99 cM capacity (veh/h) 977 428 502 Direction, Lane # EB 1 WB 1 WB 2 NB 1 Volume Total 600 12 550 9 Volume Left 0 12 0 2 Volume Right 3007 cSH 1700 977 1700 481 Volume to Capacity 0.35 0.01 0.32 0.02 Queue Length 95th (ft)0101 Control Delay (s) 0.0 8.7 0.0 12.6 Lane LOS A B Approach Delay (s) 0.0 0.2 12.6 Approach LOS B Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 39.1% ICU Level of Service A Analysis Period (min) 15 TheLakesatValleyWest TrafficImpactStudy $SSHQGL[' ,QGLYLGXDO3LSHOLQH3URMHFWV TheLakesatValleyWest,SupplementalTISAnalysis#2 Page 5 is a reasonable and practical interim improvement to assure vehicle and pedestrian safety for the Laurel Parkway/Durston Road intersection. 0.4 D. The 80 percent criterion would not apply here again as collision histories are currently low for the intersection. 0.5. Beyond interim improvement and volume justifications, further support of a signal based on MUTCD guidelines would include: i “The need to control left turn conflicts.” As indicated, the southbound left-turn impact is the primary reason for LOS issues at the intersection. i “The need to control vehicle/pedestrian conflicts near locations that generate high pedestrian volumes.” Again as indicated, Bozeman is an active community and this intersection is situated within a growing residential neighborhood desiring access to the water features and trails of the Lakes of Valley West development. The nearest protected crossing would be ½ mile to the east at the Cottonwood Road/Durston Road intersection; which is a spacing sufficient enough for pedestrians to risk uncontrolled crossings as to not circumvent what would be one-mile round trip back to Laurel Parkway. Thus, this criterion can be used in justification of a controlled crossing promoted via the all-way stop. i “A intersection of two residential neighborhood collector (through) streets of similar design and operating characteristics where multi-way stop control would improve traffic operational characteristics of the intersection.” Laurel Parkway will evolve into a residential collector as the neighborhood develops. To that end, the City has been promoting the design of roundabouts at major intersections located along the roadway. Intersecting with the Durston Road arterial, a four way stop would “improve traffic operational characteristics of the intersection.” It is understood that some of the rationale in justification of the all way stop is circumstantial and less finite without current collision histories and hourly volume, pedestrian, and bike data being used for support. However, given the combination of poor traffic operations, the advent of consistently high hourly forecast traffic volumes, and given this intersection will become a focal point of pedestrian and bicycle activity, it is in the best interests of the neighborhood that this all-way stop be developed to preserve traffic operations and safety. Again, a future analysis and justification can be provided to remove the all-way stop as east-west roadway connections are promoted in the future. 3. SUMMARY Supplemental analyses #2 of the Lakes at Valley West Traffic Impact Study (TIS) confirms that a basic signal system will preserve traffic operations and safety at the Cottonwood Road/Durston Road intersection through year 2024. Turn lane and signal improvements would likely be warranted following this forecast horizon. Furthermore, this study reinforces the conclusion for the development of a four-way stop at the Laurel Parkway/Durston Road intersection in order to preserve traffic operations and pedestrian/bicycle safety as based on a review of MUTCD guidelines. It is anticipated the removal of this four way stop could occur following the construction of future east-west arterials to Cottonwood Road, as traffic volumes will likely decrease at the intersection. Thus, this should be considered a temporary or interim improvement measure for the intersection. memo Page 1 TO:Bob Murray, P.E. City of Bozeman FROM:Bill White James Nickelson, P.E. DATE: May 12, 2015 JOB NO.: 5352.003 RE: The Lakes at Valley West, Supplemental TIS Analysis #2 CC: Greg Stratton Urgent For Review Please Comment Please Reply For Your Use This memorandum summarizes supplemental analyses #2 provided in support of the Lakes at Valley West Traffic Impact Study (TIS) submitted to the City of Bozeman in February 2015. This analysis was developed to review the benefit potential of a basic signal system for the Cottonwood Road/Durston Road intersection and to advance discussion and support for an intermediate or temporary four-way stop at the Laurel Parkway/Durston Road intersection. 1. BASIC SIGNAL SYSTEM The Lakes at Valley West TIS confirms the Cottonwood Road/Durston Road intersection currently functions at LOS D, identified as a preexisting deficiency below the LOS C operations/capacity thresholds identified in Sec. 38.24.060 of City of Bozeman “Unified Development Code”. Traffic operations were anticipated to degrade to LOS F by year 2024, as determined based upon two forecasting alternatives that: 1) stress a growth of through traffic on Durston Road via higher baseline growth rates versus 2) stress growth of turning movements through the inclusion/application of concurrent development growth (i.e. pipeline project development within the study area). The conclusion of the TIS was that a traffic signal or roundabout would be needed to address LOS issues at the intersection by year 2024. In support of this supposition, the TIS advanced an analysis that reviewed traffic operations at the intersection with assumption of an actuated signal system that includes eastbound and westbound left-turn lanes with designated signal luminaries, per current City of Bozeman Capital Improvement objectives. Such an improvement would result primarily in LOS A/B traffic operations with less than 11 seconds of control delay being noted through year 2024, as based on a review of both forecast methodologies. The City requested an analysis of an interim signal system at the intersection, as based on current geometries. This “basic” signal system would be constructed with vehicle detection promoted by video or pavement “pucks” with all through and turn movements performed through single lane intersection approaches (i.e. the intersection of two lane roadways with no turn lanes) and permissive, single approach luminaries. The analyses was performed based on AM and PM peak hour alternative traffic volumes highlighted in Figure 9 and 10 for the “growth” scenario and Figure 15 and 16 for the “pipeline” scenario of the TIS, with LOS and control delay results as follows. TheLakesatValleyWest,SupplementalTISAnalysis#2 Page 2 As shown, the intersection would function within the LOS A/B range by year 2024 with less than 15 seconds of control delay determined between forecast scenarios. This indicates the basic signal system would promote adequate LOS, despite the difference in forecasts between the growth scenario (with higher through volumes on Durston) versus pipeline scenario (with higher turn movements to/from Cottonwood) forecast scenarios. The City requested furthermore that the analysis be extended to year 2034 to assess the longevity of the basic signal system proposal. Forecasts were developed as described by the TIS, with the exception that baseline growth rates, 3 percent annual for the “growth” scenario and “1 percent annual for the “pipeline” scenario were extended an additional 10 years. These forecasts can be obtained upon request. LOS analyses were revised through year 2034, with the results summarized as follows. As shown, the intersection would function within the LOS B range during the peak hours, as based on pipeline project scenario. However, a LOS D is projected during both peak hours, as based on the growth scenario, which is below the City LOS C standards. This means the growth in through traffic will have a substantial impact on the ability of a basic signal system to maintain adequate traffic operations between year 2024 and year 2034. The conclusion from this analysis is that a basic signal system can be developed at the intersection and should maintain LOS for a number of years, but ultimately lane improvements would be needed to maintain long range LOS. 2. FOUR WAY STOP Supplemental analysis #1 reviewed the LOS benefits of a four way stop at the Laurel Parkway/Durston Road intersection as an interim improvement until the extension of roadways such as Oak Street, Annie Street, and possibly Sherwood Way to Cottonwood Road can promoted; rerouting traffic from the intersection and therefore reducing southbound left-turns from the intersection (which is the critical movement most impacting LOS). The interim improvement would promote LOS C operations through year 2024 during the peak hours, as determined based on a review of the alternative traffic volumes highlighted in Figure 9 and 10 for the “growth” scenario and Figure 15 and 16 for the “pipeline” scenario of the TIS. City of Bozeman staff requested further information and support for a four way or all way stop at the intersection, even as an interim measure. Justification for an all way stop is provided by the Manual on Uniform Traffic Control Devices (MUTCD) by the Federal Highway Administration. The current, year 2009 version of the MUTCD indicates the following information can be used in support of an all way stop. TheLakesatValleyWest,SupplementalTISAnalysis#2 Page 3 Section 2B.07 Multi-Way Stop Applications Support: 01 Multi-way stop control can be useful as a safety measure at intersections if certain traffic conditions exist. Safety concerns associated with multi-way stops include pedestrians, bicyclists, and all road users expecting other road users to stop. Multi-way stop control is used where the volume of traffic on the intersecting roads is approximately equal. 02 The restrictions on the use of STOP signs described in Section 2B.04 also apply to multi-way stop applications. Guidance: 03 The decision to install multi-way stop control should be based on an engineering study. 04 The following criteria should be considered in the engineering study for a multi-way STOP sign installation: A. Where traffic control signals are justified, the multi-way stop is an interim measure that can be installed quickly to control traffic while arrangements are being made for the installation of the traffic control signal. B. Five or more reported crashes in a 12-month period that are susceptible to correction by a multi-way stop installation. Such crashes include right-turn and left-turn collisions as well as right-angle collisions. C. Minimum volumes: 1. The vehicular volume entering the intersection from the major street approaches (total of both approaches) averages at least 300 vehicles per hour for any 8 hours of an average day; and 2. The combined vehicular, pedestrian, and bicycle volume entering the intersection from the minor street approaches (total of both approaches) averages at least 200 units per hour for the same 8 hours, with an average delay to minor-street vehicular traffic of at least 30 seconds per vehicle during the highest hour; but 3. If the 85th-percentile approach speed of the major-street traffic exceeds 40 mph, the minimum vehicular volume warrants are 70 percent of the values provided in Items 1 and 2. D. Where no single criterion is satisfied, but where Criteria B, C.1, and C.2 are all satisfied to 80 percent of the minimum values. Criterion C.3 is excluded from this condition. Option: 05 Other criteria that may be considered in an engineering study include: A. The need to control left-turn conflicts; B. The need to control vehicle/pedestrian conflicts near locations that generate high pedestrian volumes; C. Locations where a road user, after stopping, cannot see conflicting traffic and is not able to negotiate the intersection unless conflicting cross traffic is also required to stop; and D. An intersection of two residential neighborhood collectors (through) streets of similar design and operating characteristics where multi-way stop control would improve traffic operational characteristics of the intersection. A review of MUTCD guidelines was performed based on available traffic data for the intersection (highlighted in 0.4 and 0.5). As data was limited and/or incomplete, the review is limited based on the available data . However, as the all way stop is proposed an interim improvement, this should be sufficient in supporting a decision for the improvement. Applicable data includes discussion on traffic volumes, bicycle and pedestrian safety, left turn conflicts, and street classification considerations. A summary of discussion is as follows for applicable guidelines/data. 0.4 A. A traffic signal is not a preferred improvement at Laurel Parkway/Durston Road; thus, this guide is not directly applicable for the intersection. However, a similarity is as the all-way stop is recommended as an interim improvement until future east-west roadway connections can be promoted within Bozeman; specifically the extension of roadways such as Oak Street, Annie Street, and possibly Sherwood Way to Cottonwood Road. These extensions will allow traffic to divert away from the Laurel Parkway/Durston Road intersection and travel via other routes to make turn movements to/from Durston Road via the signalized Cottonwood Road intersection in the future. This will improve LOS as traffic is reduced from the critical southbound left-turn TheLakesatValleyWest,SupplementalTISAnalysis#2 Page 4 movement at the intersection. It is therefore envisioned the all-way stop could be reduced as these roadway extensions are complete. Thus, although this MUTCD guideline is not directly applicable, there are some similarities that would provide some rational or justification via engineering reasoning. 0.4 B. Collision histories provided by the City of Bozeman indicate that less than one collision per year has been noted for the Laurel Parkway/Durston Road intersection. With the introduction of the fourth/south leg and as a result of increased traffic volumes projected in the future, the potential for collisions will increase. However, this is not sufficient support to suggest this particular guideline could be used in support of the all way stop. 0.4 C. There are three sets of criteria associated with this guideline. The first indicates that major street volumes entering the intersection must be 300 vehicles per hour for 8 hours of a typical weekday to meet the guide. The second indicates minor street volumes, including the combination of vehicles, pedestrians, and bicycles, must be 200 per hour for 8 hours concurrently of the weekday to fulfill the guideline with a peak/one hour delay of 30 seconds. The final indicates 70 percent of volume these respective criteria can be used, 225 major street vehicles and a combination of 140 hourly vehicles, pedestrians, and bikes on the minor approach, can be used for streets with an 85th percentile speed of greater than 40 mph. Traffic count data was available for five hours of the weekday between 7:00 to 9:00 AM and between 3:00 to 6:00 PM. Traffic forecasts were developed hourly for major and minor street approaches based on the forecasting methodologies described within the TIS. A summary of forecasts for available hours is shown below for the year 2024 growth and pipeline scenarios. As shown, the major east-west approach street volumes well exceed 300 entering vehicles per hour with an average hourly volume of between 570 and 630 noted between the analysis conditions. Volumes range between 140 and 280 entering vehicles on the north-south minor street approaches with an average of between 200 and 215 noted hourly. These are vehicle volumes ONLY without forecasting north-south pedestrian and bike volumes. From the TIS, the average control delay for worst hour was about 170 second during the AM peak hour based on year 2024 growth rate analyses and 75 seconds based on year 2024 pipeline analyses. For all practical purposes, it is suggested that thresholds for the all-way stop are met as control delays well exceed thresholds and average vehicle volumes alone exceed criteria. Yes vehicle volumes are not specifically satisfied for the minor approaches for afternoon hours, but these forecasts do not reflect the pedestrian and bicycle volumes that are characteristic of a very active Bozeman community; especially given many of the water and walking features expected with the Lakes at Valley West development. Thus and again, this supplemental study stresses that from a practical perspective, given delays and that all volumes thresholds are likely to be met with pedestrian and bike activity, that an all way stop TheLakesatValleyWest,SupplementalTISAnalysis#2 Page 5 is a reasonable and practical interim improvement to assure vehicle and pedestrian safety for the Laurel Parkway/Durston Road intersection. 0.4 D. The 80 percent criterion would not apply here again as collision histories are currently low for the intersection. 0.5. Beyond interim improvement and volume justifications, further support of a signal based on MUTCD guidelines would include: i “The need to control left turn conflicts.” As indicated, the southbound left-turn impact is the primary reason for LOS issues at the intersection. i “The need to control vehicle/pedestrian conflicts near locations that generate high pedestrian volumes.” Again as indicated, Bozeman is an active community and this intersection is situated within a growing residential neighborhood desiring access to the water features and trails of the Lakes of Valley West development. The nearest protected crossing would be ½ mile to the east at the Cottonwood Road/Durston Road intersection; which is a spacing sufficient enough for pedestrians to risk uncontrolled crossings as to not circumvent what would be one-mile round trip back to Laurel Parkway. Thus, this criterion can be used in justification of a controlled crossing promoted via the all-way stop. i “A intersection of two residential neighborhood collector (through) streets of similar design and operating characteristics where multi-way stop control would improve traffic operational characteristics of the intersection.” Laurel Parkway will evolve into a residential collector as the neighborhood develops. To that end, the City has been promoting the design of roundabouts at major intersections located along the roadway. Intersecting with the Durston Road arterial, a four way stop would “improve traffic operational characteristics of the intersection.” It is understood that some of the rationale in justification of the all way stop is circumstantial and less finite without current collision histories and hourly volume, pedestrian, and bike data being used for support. However, given the combination of poor traffic operations, the advent of consistently high hourly forecast traffic volumes, and given this intersection will become a focal point of pedestrian and bicycle activity, it is in the best interests of the neighborhood that this all-way stop be developed to preserve traffic operations and safety. Again, a future analysis and justification can be provided to remove the all-way stop as east-west roadway connections are promoted in the future. 3. SUMMARY Supplemental analyses #2 of the Lakes at Valley West Traffic Impact Study (TIS) confirms that a basic signal system will preserve traffic operations and safety at the Cottonwood Road/Durston Road intersection through year 2024. Turn lane and signal improvements would likely be warranted following this forecast horizon. Furthermore, this study reinforces the conclusion for the development of a four-way stop at the Laurel Parkway/Durston Road intersection in order to preserve traffic operations and pedestrian/bicycle safety as based on a review of MUTCD guidelines. It is anticipated the removal of this four way stop could occur following the construction of future east-west arterials to Cottonwood Road, as traffic volumes will likely decrease at the intersection. Thus, this should be considered a temporary or interim improvement measure for the intersection. THE LAKES AT VALLEY WEST PLANNED UNIT DEVELOPMENT WASTEWATER DESIGN REPORT NOVEMBER 17, 2014 REVISED JUNE 7, 2016 REVISED MARCH 9, 2017 REVISED DECEMBER 11, 2017 1 Contents Introduction ........................................................................................................................................... 2 Wastewater Flows ................................................................................................................................ 2 Infrastructure within the Boundaries of the Planned Unit Development .............................. 2 Offsite Infrastructure ........................................................................................................................... 3 Phases 1 and 2 ...................................................................................................................................... 3 Phase 3 ................................................................................................................................................... 4 Phase 4 ................................................................................................................................................... 4 Phase 5 and 6 ........................................................................................................................................ 4 Summary ................................................................................................................................................ 4 2 Introduction The Lakes at Valley West Planned Unit Development was projected to have approximately 300 dwelling units and will be completed in multiple phases. Wastewater service will be provided by the City of Bozeman through a combination of existing infrastructure and newly constructed infrastructure primarily located within the boundary of the Planned Unit Development. The purpose of this report is to identify the capacity of the existing system, conceptual improvements for the Planned Unit Development and specific improvements required for the various phases of the PUD. Wastewater Flows The full build out of the PUD was projected to have up to 300 dwelling units. Based on the City of Bozeman Design Standards the total average daily wastewater flow will be 56,337 gallons per day. (89 gpdpc x 2.11 people per unit x 300 units) In addition, based on the Design Standards, the PUD will contribute 9,750 gpd of infiltration. (65 acres x 150 gpd/acre) The total average daily flow is computed to be 66,087 gpd and the peak flow from the PUD is computed to be 230,591 gpd based on a peaking factor of 3.92. (56,337 gpd x 3.92 + 9,750 gpd) Phase 1 and 2 consisted of 61 dwelling units, 5 accessory dwelling units, and 22.9 acres of property. Phase 3 adds 50 dwelling units, 4 accessory dwelling units, and 10.5 acres of property. Phase 4 adds 25 dwelling units, 2 accessory dwelling units and 11.0 acres of property. Phase 5 and 6 adds 79 dwelling units, 10 accessory dwelling units and 20.6 acres of property. Summary Table of Units Submitted for Preliminary Plat Phase Lots Accessory Dwelling Units Total Units 1 and 2 61 5 66 3 50 4 54 4 25 2 27 5 and 6 79 10 89 Total 215 21 236 Infrastructure within the Boundaries of the Planned Unit Development The existing wastewater infrastructure within the boundary of the PUD consists of an 8” main stub located at the intersection of Westgate Avenue and Durston Road and a forcemain that provides service to the Norton Lift Station located south of the PUD. All wastewater from the PUD will gravity flow to the existing sewer main stub located at the intersection of Westgate Avenue and Durston Road. The new infrastructure located within the boundary of the PUD will include sewer mains and sewer services. The sewer mains will all be 8” in diameter and services will primarily be 4” in diameter. The actual sewer service sizes will be determined during each phase based on the detailed layout developed during that phase of the project. 3 The proposed 8” sewer mains will have a peak flow of 230,591 gpd (160.1 gpm). The capacity of an 8” main at minimum slope (0.004 ft/ft) and flowing at 75% depth utilizing an n factor of 0.013 is 313 gpm. Thus the proposed 8” mains will have adequate capacity for all phases. Offsite Infrastructure Wastewater will flow from the PUD through sewer mains, a lift station and a forcemain constructed as part of the Laurel Glen Subdivision located immediately to the north of the PUD. The Laurel Glen forcemain discharges into a sewer main constructed by the original Valley West Subdivision and flows from that point through interceptors to the City of Bozeman’s Water Reclamation Facility. This existing offsite infrastructure has dedicated capacity of 49,088 gpd of wastewater flow on an average day basis and an additional 6,600 gpd of infiltration capacity. These values are from the design reports for the Laurel Glen Lift Station and are document in the memorandum located in Appendix A. This dedicated offsite capacity provides a total of 55,688 gpd average day flow capacity. For The Lakes at Valley West PUD this will be utilized for 65 acres of infiltration capacity (9,750 gpd) with the remainder utilized for wastewater flow. Since the infiltration allowance is not utilized with a peaking factor a review of the peak flow is required. The 49,088 gpd average day wastewater flow equates to a peak flow of 166,899 gpd utilizing the peak factor of 3.40 that has been established for the lift station. The allotted peak flow for wastewater is therefore 163,749 gpd. (166,899 gpd less additional infiltration requirement of 3,150 from the original allotment) The resulting average day flow allotted for wastewater flow is therefore 48,161 gpd. The available wastewater capacity is therefore 256 dwelling units based on 2.11 people/unit and 89 gpdpc. Future improvements will be required to serve the PUD beyond the 256 dwelling units of capacity that currently exist. A review of the available capacity of sewer mains between the PUD and the Laurel Glen Lift Station has been completed and summarized in a memorandum located in Appendix B. The memorandum documents adequate capacity to serve the PUD from the point of connection to the lift station. Improvements to the lift station will most likely be required when the PUD exceeds 256 dwelling units. Improvements downstream of the lift station maybe required at that point. It is recommended as the PUD is developed that the number of dwelling units be tracked. Depending on the actual number of dwelling units eventually contemplated offsite infrastructure improvements may or may not be required. Phases 1 and 2 The Lakes at Valley West, Phases 1 and 2 will be served by an 8” sewer main that begins at the Intersection of Westgate Avenue and Durston Road, extends through future phases of the Lakes at Valley West and contuse through the Phase 1 and 2 Subdivision to provide sewer service to each lot within the development. Adequate capacity is available in the existing City of Bozeman wastewater infrastructure and the proposed 8” mains will provide adequate capacity for the development. 4 Phase 3 The Lakes at Valley West, Phase 3 will be served by an 8” sewer main that either was constructed as part of Phases 1 and 2 or an 8” sewer main installed as part of Phase 3. The wastewater flows down a sewer main in Westgate Gate Avenue to the north. Adequate capacity is available in the existing City of Bozeman wastewater infrastructure and the proposed 8” mains will provide adequate capacity for the development. Phase 4 The Lakes at Valley West, Phase 4 will be served by an 8” sewer main that either was constructed as part of Phases 1 and 2 or 3 and an 8” sewer main installed as part of Phase 4. The wastewater flows down a sewer main in Westgate Gate Avenue to the north. Adequate capacity is available in the existing City of Bozeman wastewater infrastructure and the proposed 8” mains will provide adequate capacity for the development. Phase 5 and 6 The Lakes at Valley West, Phase 5 and 6 will be served by an 8” sewer main that either was constructed as part of Phases 1 and 2, 3 or 4 and an 8” sewer main installed as part of Phase 5. The wastewater flows down a sewer main in Westgate Gate Avenue to the north. Adequate capacity is available in the existing City of Bozeman wastewater infrastructure and the proposed 8” mains will provide adequate capacity for the development. Summary The existing City of Bozeman wastewater infrastructure in addition to the proposed 8” sewer mains with the development will provide adequate capacity to serve 256 dwelling units in The Lakes at Valley West Planned Unit Development. With the final phase of the project being proposed at this time, only 236 dwelling units are included in the project. This is less than the 256 dwelling unit capacity of offsite facilities and therefore the project can be served by a combination of existing facilities and newly installed 8” sewer mains within the boundary of Phase 5 and 6. Appendix A Appendix B TO: Greg Stratton FROM: Jodie Binger and James Nickelson RE: Valley West – Wing Lake Property Existing Sewer Capacity Through Laurel Glen Subdivision to Lift Station DATE: March 17, 2014 The existing 8” and 10” sewer mains within the Laurel Glen Subdivision were analyzed to determine if the mains have adequate capacity to convey expected flows from the proposed Valley West Subdivision. Existing flow was determined based on currently built units and zoning classifications. Expected flow was determined based on the City of Bozeman Design Standards. Both of the existing line sizes were shown to have the capacity to include the proposed flows. Flow calculations and Figures are attached to support these findings. Based on a maximum number of units of 300 on the Valley West property the expected flow from Valley West is 0.36 CFS. After build out of the Laurel Glen Subdivision, the 8” outfall line has 0.61 cfs of capacity and the 10” outfall line has 0.71 cfs of capacity. Thus adequate capacity exists to serve Valley West through these sewer mains. Attachments: 8” Calculations with Supporting Map 10” Calculations with Supporting Map Record Drawings of Laurel Glen Sewer memo Services 145.33 units People 2.11 people units Flow 89 gal person day B1 zoning 6.53 acres 1000 gal acre day Infiltration 150 gal acre day Area 33.32 acres Wastewater Flow (based on asbilts and plat) average flow:145.33 units 2.11 people 89 gal -27292 gal (units)units person day -day average flow:6.53 acres 1000 gal -6530 gal (B1)acre day -day population:145.33 units 2.11 people -307 people units - 0.31 people in thousands peak flow:(18+P^.5)18.5537565 4.07 peaking factor (4+P^.5)4.55375653 4.074385 33821.521 gal -137802 gal day -day infiltration:150 gal 33.316791 acres -4998 gal acre day -day total flow 137801.9 gal +4997.5186 gal -142799 gal day day -day 99 gal min 0.22 cfs pipe flow (assume greater than 1/2 full)pipe flow (assume less than 1/2 full) d 8 in d 8 in n 0.013 n 0.013 k 1.486 k 1.486 s 0.003 ft/ft s 0.003 ft/ft r 0.333 ft r 0.333 ft h 0.402 ft h 0.265 ft theta 3.557 rad theta 2.727 rad A 0.129 ft^2 A 0.129 ft^2 P 0.909 ft P 0.909 ft R 0.142 ft R 0.142 ft q 0.22 cfs q 0.22 cfs flow<1/2 Note: h>r therefore less than 1/2 full Existing Flow in 8" Laurel Glen Sewer Line Laurel Glen Pipe Flow Conditions pipe flow d 8 in n 0.013 k 1.486 s 0.003 ft/ft r 0.333 ft h 0.167 ft theta 2.094 rad A 0.281 ft^2 P 1.396 ft R 0.201 ft q 0.60 cfs 0.38 cfs 172 gal min Services 300 services People 2.11 people service Flow 89 gal person day Infiltration 150 gal acre day Area 65 acres Wastewater Flow (based on proposed Valley West Subdivision) average flow:300 services 2.11 people 89 gal -56337 gal service person day -day population:300 services 2.11 people -633 people service - 0.63 people in thousands peak flow:(18+P^.5)18.795613 3.92 peaking factor (4+P^.5)4.79561297 3.919335 56337 gal -220804 gal day -day infiltration:150 gal 65 acres -9750 gal acre day -day total flow 220803.6 gal +9750 gal -230554 gal day day -day 160 gal min 0.36 cfs Existing Line WILL Convey Flow From Proposed Valley West Addition Allowable Future Flow (75% pipe full flow) Q (allow from Valley West) Flow Expected From Valley West Proposed Services 443.67 services People 2.11 people service Flow 89 gal person day B1 zoning 6.53 acres 1000 gal acre day Infiltration 150 gal acre day Area 68.76 acres Wastewater Flow (based on asbilts and plat) average flow:443.67 services 2.11 people 89 gal -83317 gal service person day -day average flow:6.53 acres 1000 gal -6530 gal (B1)acre day -day population:443.67 services 2.11 people -936 people service - 0.94 people in thousands peak flow:(18+P^.5)18.9675452 3.82 peaking factor (4+P^.5)4.96754519 3.818293 89846.789 gal -343061 gal day -day infiltration:150 gal 68.76322 acres -10314 gal acre day -day total flow 343061.4 gal +10314.483 gal -353376 gal day day -day 245 gal min 0.55 cfs pipe flow (assume greater than 1/2 full)pipe flow (assume less than 1/2 full) d 10 in d 10 in n 0.013 n 0.013 k 1.486 k 1.486 s 0.004 ft/ft s 0.004 ft/ft r 0.417 ft r 0.417 ft h 0.467 ft h 0.366 ft theta 3.385 rad theta 2.898 rad A 0.231 ft^2 A 0.231 ft^2 P 1.208 ft P 1.208 ft R 0.191 ft R 0.191 ft q 0.55 cfs q 0.55 cfs flow<1/2 Note: h>r therefore less than 1/2 full Existing Flow in 10" Laurel Glen Sewer Line (phase 1 and 2) pipe flow d 10 in n 0.013 k 1.486 s 0.004 ft/ft r 0.417 ft h 0.208 ft theta 2.094 rad A 0.439 ft^2 P 1.745 ft R 0.251 ft q 1.26 cfs 0.71 cfs 318 gal min Services 300 services People 2.11 people service Flow 89 gal person day Infiltration 150 gal acre day Area 65 acres Wastewater Flow (based on proposed Valley West Subdivision) average flow:300 services 2.11 people 89 gal -56337 gal service person day -day population:300 services 2.11 people -633 people service - 0.63 people in thousands peak flow:(18+P^.5)18.795613 3.92 peaking factor (4+P^.5)4.79561297 3.919335 56337 gal -220804 gal day -day infiltration:150 gal 65 acres -9750 gal acre day -day total flow 220803.6 gal +9750 gal -230554 gal day day -day 160 gal min 0.36 cfs Allowable Future Flow (75% pipe full flow) Q (allow from Valley West) Flow Expected From Valley West Proposed Existing Line WILL Convey Flow From Proposed Valley West Addition Page 1 of 5 Storm Drainage Report The Lakes at Valley West, Phases 5 and 6 January 9, 2018 Part 1 Introduction This report provides hydrologic and hydraulic calculations for sizing of storm water conveyance and detention storage facilities for development of Phases 5 and 6 of The Lakes at Valley West subdivision. The site is located south of Phases 1 through 4. Storm drainage design follows the path set in the previous phase drainage reports and addenda, also prepared by Morrison-Maierle. The drainage sub-basins in the earlier reports made assumptions on future phases, including Phases 5 and 6, that are no longer accurate. This Phase 5 and 6 report accounts for these changes and ensures compliance with City of Bozeman design standards. Phases 5 and 6 will be constructed as described in this report and in accordance with City of Bozeman Design Standards for drainage design. These are the final two phases of development. Pre-development and post-development drainage is shown on Figures 1 and 2 respectively. Part 2 Site Description and Design Basis The site drains from south to north, discharging to Aajker Creek. “Run-on” water originating south of The Lakes at Valley West subdivision and west of Laurel Parkway is intercepted by a constructed cutoff ditch at the south property line, and drains directly to Aajker Creek. “Run-on” water east of Laurel Parkway drains to the East Lake which is hydraulically connected to the West Lake. The two lakes discharge to Aajker Creek through an existing discharge control structure described in the Phase 1 and 2 drainage report. Site runoff generally discharges to existing or proposed detention facilities as described below. The Rational Method was used to calculate peak runoff and detention requirements in accordance with City of Bozeman design standards. Phases 5 and 6 use the City’s standard runoff coefficient for “Dense Residential,” C = 0.50. Storm drainage infrastructure proposed for Phases 5 and 6 is identified on Figure 2. Part 3 Drainage Basins Pre-development sub-basin H1 (see Figure 1) corresponds to developed sub-basins D1.1 through D1.4 (see Figure 2). The four developed sub-basins are described below. Sub-basin D1.1: Sub-basin D1.1 consists of D1.1A (Phase 3 runoff), D1.1B (offsite runoff), and D1.1C (Phase 3, 4 and 5 runoff). Runoff from D1.1A and D1.1C will sheet flow through back yards of residential lots and perimeter open space into Aajker Creek. D1.1B runoff, from a large offsite area to the south, is intercepted by an existing constructed cutoff ditch along the south property line and discharged to Aajker Creek at the southwest corner of the site. Sub-basin D1.2: Sub-basin D1.2 consists of D1.2A (Phase 3 runoff), D1.2B (Phase 4 runoff), and D1.2C (Phase 5 runoff). Runoff from these areas will drain through the existing Phase 3 and 4 storm drain system to detention facility D1.2, and then will discharge through the existing pair of 36¼” x 22½” RCP arch pipes (double culvert) under Durston Road. Page 2 of 5 Detention facility D1.2 was sized and constructed as part of Phase 3 (see Phase 3 Drainage Report), incorporating additional capacity for future phases. Refer to Part 3 below for additional discussion. Sub-basin D1.3: Sub-basin D1.3 encompasses all runoff into the East Lake and West Lake, which are hydraulically connected to a single, existing discharge structure. For the purposes of detention calculations, this report will utilize 4.60 cfs as the 10-year peak discharge rate out of Sub-basin D1.3, a conservative value that was calculated in the drainage report for Phases 1 and 2 and has been re-calculated in this report using current Phase 5 and Phase 6 drainage basins. This runoff flows directly into the two 36¼” x 22½” RCP arch pipes under Durston Road. Sub-basin D1.3 consists of the following: - D1.3A includes the West Lake, perimeter open space and adjacent back yards of residential lots. - D1.3B includes the East Lake, perimeter open space and adjacent back yards of residential lots, plus a large offsite area to the south (east of Laurel Parkway). Runoff from the offsite area is intercepted by an existing earth berm along the south property line and flows east around Phase 6 to existing constructed wetlands draining to the East Lake. - D1.3C covers part of Phase 6 and will drain to the East Lake (sub-basin D1.3B). - D1.3D covers a small part of Phase 4 and most of Phase 5, and will drain to a proposed underground (StormTech) detention and treatment facility discharging to the West Lake (sub-basin D1.3A). - D1.4C includes the south end of Laurel Parkway and adjacent parts of Phases 5 and 6, and will drain to an existing underground (StormTech) detention and treatment facility discharging to the West Lake (sub-basin D1.3A). Sub-basin D1.4: Sub-basin D1.4 consists of D1.4A (runoff from Phases 2 and 3) and D1.4B (runoff from Phases 1 and 2), both draining to existing underground (StormTech) detention and treatment facility D1.4, which discharges through the existing pair of 36¼” x 22½” RCP arch pipes (double culvert) under Durston Road. Sub-basin D1.4 is unaffected by the currently proposed Phases 5 and 6. Because sub-basin D1.4C drains to the West Lake, it is included in the discussion above for sub-basin D1.3. Part 3 Detention Basins Three underground detention and treatment facilities (D1.2, D1.4 and D1.4C) were constructed in earlier phases and sized to accommodate construction of all future phases including the last two (Phases 5 and 6), which are the subject of this report. The attached calculations confirm that with site runoff routed through the existing, “as-built” control structures, the existing storage volumes and release rates remain in compliance with City drainage policy through final buildout of all contributing phases of the Lakes at Valley West subdivision. The three existing detention facilities of interest, named to correspond to their respective sub-basins, are described below. Sub-basins D1.2 and D1.4: The following quote, from the Phase 3 Drainage Report, applies to this Phase 5 and 6 report as well: Page 3 of 5 “Two underground detention storage facilities, D1.2 and D1.4, are proposed [now existing] for storm water treatment and control of the 10-year peak runoff rate. Discharge from these two detention facilities will limit the total post-development 10-year peak discharge (sub-basins D1.1 through D1.4) to the pre-development peak rate (sub-basin H1).” Detention facility D1.4 is unaffected by the currently proposed Phases 5 and 6 because the contributing drainage areas were fully defined prior to construction of the facility. With regard to Detention facility D1.2, calculations have been revised using the “as-built” storage and discharge parameters from Phase 3 construction. Results are summarized in Table 1. Sub-basin D1.4C: D1.4C detention was sized and constructed as part of Phases 1 and 2, incorporating additional capacity for future phases. Calculations have been revised for detention facility D1.4C using the “as-built” storage and discharge parameters from Phase 1 and 2 construction. Results are summarized in Table 1. In addition to the three existing detention facilities described above, two additional detention facilities are proposed for construction during the final phases of development. Both will discharge to the onsite lakes, and offsite runoff rate is therefore unaffected due to onsite detention in the lakes. However, both will be constructed to provide treatment and to limit peak runoff to the pre-development rate, in accordance with City of Bozeman drainage policy. The two proposed detention basins, named to correspond to their respective sub-basins, are described below. Sub-basin D1.3D (Phase 5 construction): Detention facility D1.3D is proposed as an underground (StormTech) detention storage and treatment facility to be located north of Leiden Lane, discharging to the West Lake. Calculations are attached; results are summarized in Table 1. Sub-basin D1.3C (Phase 6 construction): Detention facility D1.3C is proposed as a surface detention pond to be located east of the Vaughn Drive/Debour Lane intersection. It will discharge to existing constructed wetlands that will provide additional treatment prior to the runoff entering the East Lake. Calculations are attached; results are summarized in Table 1 on the following page. Part 4 Storm Water Treatment The City’s design standards require Low Impact Development (LID) practices that infiltrate, evapotranspire or capture runoff, to the extent feasible, for a specified design runoff event. This requirement is addressed as follows: Detention Storage D1.2, D1.3D and D1.4C: StormTech underground detention and storage facilities are existing (D1.2 and D1.4C) and proposed (D1.3D). These systems combine infiltration and runoff capture. The StormTech system is a widely accepted LID practice found to remove 80 percent of total suspended solids from municipal storm runoff. It meets LEED criteria for storm water treatment (SS6.2 water quality credit). The facilities for this project provide over 6 inches of capture depth for infiltration and runoff volume reduction, plus treatment of additional runoff by deposition as water slowly travels through the long, linear rows of chambers. The system solves the problem of runoff “short-circuiting” from inlet to outlet that is inherent in surface detention ponds. Runoff from the first ½” of rainfall will percolate through a gravel filter before finding its Page 4 of 5 TABLE 1 - Detention Basin Data Description Detention Basin Name DET 1.4(as-built)DET 1.2 (as-built)DET 1.3C (proposed) DET 1.3D (proposed) DET 1.4C (as-built) Max. 10-yr Release Rate (cfs) 2.30 3.63 0.63 2.94 1.49 10-yr Detention Volume (cu. ft.) 7,211 4,058 925 3,484 1,249 Sizes and Dimensions: vertical tee (riser) dia., inches 30 30 15 24 12 outlet pipe dia., inches 30 30 12 24 12 overflow weir length, ft. - - - - Orifice (two alternates): circular orifice dia., inches 63/4 81/2 41/2 711/16 5 rectangular orifice - - 41/4 x 33/4 6 x 73/4 - Elevations: top of containment berm (min.) - - 57.50 - - 25-yr WSEL at control structure 43.47 43.43 56.92 49.67 52.79 overflow weir crest - - 57.00 - - top of riser (=10-yr max. WSEL) 42.50 42.50 56.50 49.00 51.80 discharge pipe invert at control structure 39.00 39.00 54.90 45.50 48.30 way to a perforated low-flow outlet pipe that discharges into the detention outlet structure. Additional runoff from larger storms can bypass this discharge route, but only after storage depth reaches 2 feet. Although the detention calculations assume zero infiltration, the existing alluvial (gravel/pit run) soils directly under the StormTech systems provide excellent infiltration, which further improves treatment. We believe this type of treatment not only meets, but exceeds, the City’s current design standards. Detention Basin D1.3C: Detention Basin D3.3C is proposed as a surface detention pond. Some treatment is provided by retention time in the basin, and by a submerged orifice discharge structure in the control manhole. Additional treatment is provided by bio-filtration through about 300 feet of existing vegetation between the control manhole discharge pipe and the East Lake. The combined East Lake and West Lake have a very long retention time that provides additional treatment prior to discharge to Aajker Creek. Part 5 Conveyance and Collection The proposed storm drain system is shown on Figure 2. Existing storm drain is utilized for runoff from sub-basins D1.2C and D1.4C; proposed, separate storm drain systems are proposed for sub-basins D1.3C and D1.3D. Pipes in both the existing (previous phase) and proposed systems were sized to convey the 25-year peak runoff. Calculations for the existing systems were provided in earlier reports; this report includes calculations for representative pipes as required to assure pipe size is adequate for all pipes. Drop inlets and curb inlets have been placed where needed to limit the spread of water in the street, such that an unobstructed (un-flooded) travel lane will be available during a 25-year storm, in accordance with City of Bozeman design standards. Provisions for overland flow of larger, less frequent storms up to the 100-year storm will be incorporated into the site grading. Calculations for Page 5 of 5 gutter spread width, inlet intercept/bypass flows and pipe flows are attached. Bypass occurs only at existing on-grade inlets; all currently proposed inlets are sump inlets (at low points). Conveyance and collection for Phase 5 and 6 sub-basins is described below. Sub-basin D1.2C (Phase 5 construction): Runoff will surface drain to existing curb inlets located on Westgate Avenue, about 70 feet north of Herstal Way. Gutter spread width, inlet intercept/bypass and storm drain pipe flows have been re-calculated in this report, to show that the existing storm drain system remains in compliance with City requirements. Sub-basin D1.3C (Phase 6 construction): Runoff will surface drain to a proposed storm drain with four curb inlets in Vaughn Drive, discharging to a proposed surface detention basin that also accepts a small amount of direct runoff. Sub-basin D1.3D (Phase 5 construction): Runoff will surface drain to a proposed storm drain with four curb inlets in Vaughn Drive and several drop inlets near the West Lake’s south shore, discharging to a proposed underground (StormTech) detention basin. Runoff to Leiden Lane and Vahl Way (inverted crown sections) will surface drain on the asphalt to the dead ends, and then continue in drainage ditches to the nearest downstream drop inlet. Sub-basin D1.4C (Phase 5 and 6 construction): Runoff will surface drain to existing curb inlets located on Laurel Parkway, about 660 feet north of Vaughn Drive. Gutter spread width, inlet intercept/bypass and storm drain pipe flows have been re-calculated in this report, to show that the existing storm drain system remains in compliance with City requirements. Calculations are attached. Design details for Phase 5 and 6 improvements will be provided on the construction drawings. N:\5352\009\Design Docs\Reports\drainage\drainage report (text).docx (this page left blank intentionally) PEAK RUNOFF AND DETENTION CALCULATIONS (this page left blank intentionally) The Lakes at Valley West, Phases 5 & 6 Peak Runoff and Detention Calculations MODIFIED RATIONAL METHOD i = A * (Tc/60) B Qp = C i A Qp = peak runoff, cfs Design Coefficients C = runoff coefficient Storm AB i = A(Tc/60)B (Bozeman IDF curve)2-yr 0.36 -0.60 Tc = time of concentration, minutes 5-yr 0.52 -0.64 A = Area, acres 10-yr 0.64 -0.65 25-yr 0.78 -0.64 50-yr 0.92 -0.66 100-yr 1.01 -0.67 (Bozeman Design Standards, March 2004) Sub-Basin Name Area C Tc Q2 Q5 Q10 Q25 Q50 Q100 Basin 1 H1 218.30 0.20 90.6 12.27 17.44 21.38 26.16 30.60 33.46D1.1 (A+B+C)116.22 0.20 97.6 6.25 8.85 10.84 13.28 15.51 16.95D1.2A 5.52 0.48 5.0 4.24 6.76 8.53 10.14 12.57 14.14 D1.2B 3.51 0.50 5.0 2.81 4.48 5.65 6.72 8.32 9.37D1.2C 1.14 0.50 5.0 0.91 1.45 1.83 2.18 2.70 3.04D1.2 (A+B+C)10.17 0.49 6.3 6.92 10.94 13.78 16.42 20.26 22.74 D1.3A 10.08 0.50 5.0 8.06 12.86 16.22 19.28 23.90 26.90 D1.3B 61.93 0.50 90.6 8.71 12.37 15.16 18.55 21.70 23.73 H1.3C1 1.97 0.20 14.8 0.33 0.50 0.63 0.75 0.91 1.02 D1.3C 1.97 0.50 5.0 1.57 2.51 3.17 3.77 4.67 5.26 H1.3D1 8.42 0.20 12.8 1.53 2.35 2.94 3.53 4.29 4.79 D1.3D 8.42 0.50 7.1 5.45 8.58 10.79 12.87 15.84 17.77 West Lake outlet pipe2 86.02 0.50 -4.60 D1.4A 5.72 0.50 5.0 4.57 7.30 9.20 10.94 13.56 15.27D1.4B 7.26 0.39 5.0 4.53 7.22 9.11 10.83 13.43 15.11D1.4 (A+B)12.98 0.44 5.0 9.10 14.52 18.32 21.78 26.99 30.38 H1.4C1 3.62 0.20 9.9 0.77 1.19 1.49 1.79 2.19 2.45D1.4C 3.62 0.50 7.7 2.23 3.50 4.40 5.25 6.46 7.23 D1.2+D1.4(A+B) 23.15 0.46 6.3 14.85 23.47 29.54 35.20 43.43 48.77 FOOTNOTES: 1. The pre-development subbasin uses a pre-development C and Tc and an area matching the post-development area, for use in calculating detention volume. 2. Full retention of sub-basins draining into the East and West lakes (D1.3A, D1.3B, D1.3C, D1.3D and D1.4C) was assumed, in order to conservatively estimate the lakes' 25-year maximum water surface elevation and associatedmaximum discharge. Retention volume = (7,200)*(0.50)*(0.41)*(85.98) =126,906 cu. ft. Using the 5.14-acre combined surface area of the lakes, this correlates to a rise of 0.57 feet above the normal operating elevation of 44.50.An additional 0.5 feet was added to account for partial clogging of the 2' high fish screen. The result (WSEL=45.57)was used to calculate the 25-year peak discharge; see attached calculations for the West Lake Outfall. Culvert Calculator Report West Lake outfall Title: The Lakes at Valley West n:\5352\009\design docs\reports\drainage\pipes.cvm 01/08/18 11:34:18 AM Morrison Maierle Inc © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Project Engineer: mhickman CulvertMaster v3.3 [03.03.00.04] Page 1 of 1 Solve For: Discharge Culvert Summary Allowable HW Elevation 45.57 ft Headwater Depth/Height 4.07 Computed Headwater Eleva 45.57 ft Discharge 4.60 cfs Inlet Control HW Elev.43.53 ft Tailwater Elevation 40.93 ft Outlet Control HW Elev. 45.57 ft Control Type Outlet Control Grades Upstream Invert 41.50 ft Downstream Invert 40.48 ft Length 280.00 ft Constructed Slope 0.3643 % Hydraulic Profile Profile CompositeM2PressureProfile Depth, Downstream 0.89 ft Slope Type Mild Normal Depth N/A ft Flow Regime Subcritical Critical Depth 0.89 ft Velocity Downstream 6.21 ft/s Critical Slope 1.0568 % Section Section Shape Circular Mannings Coefficient 0.011 Section MaterialCorrugated HDPE (Smooth Interior) Span 1.00 ft Section Size 12 inch Rise 1.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 45.57 ft Upstream Velocity Head 0.53 ft Ke 0.50 Entrance Loss 0.27 ft Inlet Control Properties Inlet Control HW Elev.43.53 ft Flow Control Submerged Inlet Type Square edge w/headwall Area Full 0.8 ft² K 0.00980 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 1 C 0.03980 Equation Form 1 Y 0.67000 Record Id: H1.3C Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet Short prairie grass and lawns.: 0.15 35.00 ft 0.80% 0.1500 1.20 in 9.97 min Channel (interm) Grassed (n=0.030) 135.00 ft 0.52% 0.0300 1.84 min Channel (interm) Grassed (n=0.030) 330.00 ft 1.21% 0.0300 2.94 min Pervious TC 14.75 min Record Id: H1.3D Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet Short prairie grass and lawns.: 0.15 50.00 ft 1.40% 0.1500 1.20 in 10.60 min Channel (interm) Grassed (n=0.030) 310.00 ft 2.06% 0.0300 2.12 min Channel (interm) Grassed (n=0.030) 30.00 ft 15.00% 0.0300 0.08 min Pervious TC 12.79 min Record Id: H1.4C Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet Short prairie grass and lawns.: 0.15 50.00 ft 4.20% 0.1500 1.20 in 6.83 min Channel (interm) Grassed (n=0.030) 380.00 ft 1.50% 0.0300 3.04 min Pervious TC 9.87 min Record Id: D1.3D Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet Short prairie grass and lawns.: 0.15 20.00 ft 3.00% 0.1500 1.20 in 3.75 min Shallow Paved and gravel areas (n=0.012) 15.00 ft 0.70% 0.0120 0.11 min Channel (interm) asphalt 350.00 ft 1.00% 0.0120 1.37 min Channel (interm) storm drain 400.00 ft 0.70% 0.0120 1.88 min Pervious TC 7.12 min Record Id: D1-4C (east) Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet Short prairie grass and lawns.: 0.15 20.00 ft 3.00% 0.1500 1.20 in 3.75 min Channel (interm) asphalt 270.00 ft 3.00% 0.0120 0.61 min Channel (interm) asphalt 430.00 ft 0.60% 0.0120 2.18 min Pervious TC 6.54 min Record Id: D1.4C (west) Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet Short prairie grass and lawns.: 0.15 20.00 ft 3.00% 0.1500 1.20 in 3.75 min Channel (interm) asphalt 250.00 ft 0.70% 0.0120 1.17 min Channel (interm) asphalt 240.00 ft 1.50% 0.0120 0.77 min Channel (interm) asphalt 400.00 ft 0.60% 0.0120 2.03 min Pervious TC 7.72 min The Lakes at Valley West, Phases 5 & 6 Sub-Basin D1.4 (A+B) Detention (10-yr storm) MODIFIED RATIONAL METHOD Qp = C i A POST-DEVELOPMENT PRE-DEVEL. 12.98 AC Qp (Basin H1) = 21.38 cfsBasins D1.1 + D1.3 = -15.44 cfs 0.44 Total, D1.2 det + D1.4 det = 5.93 cfs (combined release rate) 5.0 MIN D1.4 release rate = 2.30 cfs 3.22 IN/HR TIME STEP 18.32 CFS DURATION = 5.0 min. Max. Volume, Max. Volume,Required DetentionTriangle Rel. (cu. ft.) Constant Rel. (cu. ft.)Volume (cu. ft.)8664.83 5757.86 7,211 Triangle Release Constant Release DURATION INTENSITY Qp POND VOLUME POND VOLUME (MIN) (IN/HR) (CFS) (CF)(CF) 4.75 3.33 18.94 4,725 4,136 9.75 2.09 11.87 5,925 5,040 14.75 1.59 9.07 6,662 5,47419.75 1.32 7.50 7,180 5,684 ORIFICE CALCULATIONS24.75 1.14 6.48 7,566 5,758 MATCHING Qp = 2.30 cfs29.75 1.01 5.75 7,860 5,739 Max. Depth = 3.50 ft34.75 0.91 5.19 8,089 5,65139.75 0.84 4.76 8,265 5,511 44.75 0.77 4.41 8,401 5,328 CIRCULAR ORIFICE (as-built): 49.75 0.72 4.11 8,503 5,111 DIAMETER = 6.750 inches 54.75 0.68 3.87 8,577 4,864 Area = 0.25 ft2 59.75 0.64 3.65 8,626 4,593 ORIFICE FLOW = 2.24 cfs 64.75 0.61 3.47 8,655 4,300 69.75 0.58 3.30 8,665 3,988 74.75 0.55 3.16 8,659 3,659 RECTANGULAR ORIFICE (not used): 79.75 0.53 3.03 8,638 3,315 LENGTH = 6.125 inches 84.75 0.51 2.91 8,605 2,958 WIDTH = 6.000 inches 89.75 0.49 2.80 8,560 2,588 Area = 0.26 ft2 94.75 0.48 2.71 8,504 2,208 ORIFICE FLOW = 2.30 cfs 99.75 0.46 2.62 8,439 1,817104.75 0.45 2.54 8,364 1,417109.75 0.43 2.46 8,281 1,009114.75 0.42 2.39 8,191 592119.75 0.41 2.32 8,093 168 WEIR CALCULATIONS (not used)124.75 0.40 2.26 7,989 -262 Coefficient = 3.33 inches 129.75 0.39 2.21 7,879 -700 Width = 1.250 inches 134.75 0.38 2.15 7,763 -1,143 WEIR FLOW = 2.27 cfs 139.75 0.37 2.10 7,641 -1,592 144.75 0.36 2.05 7,514 -2,046 149.75 0.35 2.01 7,383 -2,506 POND VOLUME CALCULATIONS: BASIN AREA POST = POST-DEV C = POST-DEV Tc = STORM INTENSITY = POST-DEV Qp = DURATION INTENSITY Qp POND VOLUME POND VOLUME(MIN) (IN/HR) (CFS) (CF) (CF)154.75 0.35 1.97 7,246 -2,970159.75 0.34 1.93 7,106 -3,438164.75 0.33 1.89 6,961 -3,911169.75 0.33 1.85 6,813 -4,389 174.75 0.32 1.82 6,660 -4,869 179.75 0.31 1.79 6,505 -5,354 184.75 0.31 1.75 6,345 -5,842 189.75 0.30 1.72 6,183 -6,334 194.75 0.30 1.69 6,017 -6,829 199.75 0.29 1.67 5,849 -7,327 204.75 0.29 1.64 5,677 -7,828 209.75 0.28 1.61 5,503 -8,332214.75 0.28 1.59 5,326 -8,838219.75 0.28 1.57 5,147 -9,348224.75 0.27 1.54 4,965 -9,859229.75 0.27 1.52 4,781 -10,374234.75 0.26 1.50 4,595 -10,890 239.75 0.26 1.48 4,407 -11,409 244.75 0.26 1.46 4,216 -11,930 249.75 0.25 1.44 4,023 -12,453 254.75 0.25 1.42 3,829 -12,979 259.75 0.25 1.41 3,632 -13,506 264.75 0.24 1.39 3,434 -14,035 269.75 0.24 1.37 3,234 -14,567 274.75 0.24 1.35 3,032 -15,100279.75 0.24 1.34 2,828 -15,634284.75 0.23 1.32 2,623 -16,171289.75 0.23 1.31 2,416 -16,709294.75 0.23 1.29 2,208 -17,249299.75 0.22 1.28 1,998 -17,790 304.75 0.22 1.27 1,787 -18,333 309.75 0.22 1.25 1,574 -18,877 314.75 0.22 1.24 1,360 -19,423 319.75 0.22 1.23 1,144 -19,971 324.75 0.21 1.22 928 -20,519 329.75 0.21 1.20 710 -21,069 334.75 0.21 1.19 490 -21,620 339.75 0.21 1.18 270 -22,173344.75 0.21 1.17 48 -22,727349.75 0.20 1.16 -175 -23,282354.75 0.20 1.15 -398 -23,838359.75 0.20 1.14 -624 -24,396364.75 0.20 1.13 -850 -24,954 369.75 0.20 1.12 -1,077 -25,514 374.75 0.19 1.11 -1,305 -26,075 379.75 0.19 1.10 -1,534 -26,636 384.75 0.19 1.09 -1,765 -27,199 389.75 0.19 1.08 -1,996 -27,763 394.75 0.19 1.07 -2,228 -28,328 399.75 0.19 1.06 -2,461 -28,894404.75 0.19 1.05 -2,695 -29,461409.75 0.18 1.04 -2,930 -30,029414.75 0.18 1.04 -3,165 -30,597419.75 0.18 1.03 -3,402 -31,167424.75 0.18 1.02 -3,639 -31,737429.75 0.18 1.01 -3,878 -32,309 434.75 0.18 1.01 -4,117 -32,881 439.75 0.18 1.00 -4,357 -33,454 444.75 0.17 0.99 -4,597 -34,028 449.75 0.17 0.98 -4,839 -34,603 454.75 0.17 0.98 -5,081 -35,178 459.75 0.17 0.97 -5,323 -35,754 464.75 0.17 0.96 -5,567 -36,331 The Lakes at Valley West, Phases 5 & 6 Sub-Basin D1.4 (A+B) StormTech Sizing Calculations Required Storage Volume 7,211 ft3 StormTech Modules, Model No.SC740 (30" chamber height) Depth to top of gravel 36 in. installed storage volume 74.9 ft3 per chamber (see note 1) Number of chambers required 97 96.28 before rounding excess storage volume 0.7 % Number of chambers proposed 100 excess storage volume 3.7 % equal to 268 ft3 excess storage volume Installed chamber footprint (per chamber) = 5' x 7.12' Note: add 2' min. to each row, for end caps Storage Volume Provided = 7,480 ft3 Notes: 1. Storage volume assumes 6" of stone above and below chambers, and 40% stone porosity. The Lakes at Valley West, Phases 5 & 6 Sub-Basin D1.2 Detention (10-yr storm) MODIFIED RATIONAL METHOD Qp = C i A POST-DEVELOPMENT PRE-DEVEL. 10.17 AC Qp (Basin H1) = 21.38 cfs Basins D1.1 + D1.3 +D1.4 = -17.74 cfs 0.49 D1.2 release rate = 3.63 cfs 6.3 MIN D1.2 release rate = 3.63 cfs 2.77 IN/HR TIME STEP 13.78 CFS DURATION = 5.0 min. Max. Volume, Max. Volume,Required Detention Triangle Rel. (cu. ft.) Constant Rel. (cu. ft.)Volume (cu. ft.) 5029.56 3086.80 4,058 Triangle Release Constant Release DURATION INTENSITY Qp POND VOLUME POND VOLUME (MIN) (IN/HR) (CFS) (CF) (CF)5.99 2.86 14.24 3,776 2,78712.29 1.79 8.93 4,553 3,087 18.59 1.37 6.82 4,893 2,912 24.89 1.13 5.64 5,024 2,509 ORIFICE CALCULATIONS 31.19 0.98 4.87 5,030 1,968 MATCHING Qp = 3.63 cfs37.49 0.87 4.32 4,949 1,331 Max. Depth = 3.00 ft43.79 0.79 3.91 4,806 624 50.09 0.72 3.58 4,614 -138 56.39 0.67 3.31 4,383 -945 62.69 0.62 3.09 4,119 -1,787 CIRCULAR ORIFICE (as-built):68.99 0.58 2.91 3,829 -2,660 DIAMETER = 8.500 inches 75.29 0.55 2.75 3,517 -3,559 Area = 0.39 ft 2 81.59 0.52 2.61 3,184 -4,481 ORIFICE FLOW = 3.29 cfs 87.89 0.50 2.48 2,834 -5,423 94.19 0.48 2.37 2,468 -6,383 100.49 0.46 2.28 2,089 -7,358 RECTANGULAR ORIFICE (not used):106.79 0.44 2.19 1,698 -8,348 LENGTH = 8.000 inches113.09 0.42 2.11 1,296 -9,351 WIDTH = 7.825 inches 119.39 0.41 2.04 883 -10,365 Area = 0.43 ft 2 125.69 0.40 1.97 461 -11,390 ORIFICE FLOW = 3.63 cfs 131.99 0.38 1.91 31 -12,425 138.29 0.37 1.85 -407 -13,470144.59 0.36 1.80 -853 -14,523150.89 0.35 1.75 -1,305 -15,583 157.19 0.34 1.70 -1,763 -16,652 WEIR CALCULATIONS (not used) 163.49 0.33 1.66 -2,228 -17,727 Coefficient = 3.33 inches 169.79 0.33 1.62 -2,697 -18,808 Width = 2.500 inches176.09 0.32 1.58 -3,172 -19,896 WEIR FLOW = 3.60 cfs182.39 0.31 1.55 -3,652 -20,990 188.69 0.30 1.51 -4,137 -22,089 194.99 0.30 1.48 -4,625 -23,193 POST-DEV Qp = POND VOLUME CALCULATIONS: BASIN AREA POST = POST-DEV Tc = POST-DEV C = STORM INTENSITY = DURATION INTENSITY Qp POND VOLUME POND VOLUME(MIN) (IN/HR) (CFS) (CF) (CF)201.29 0.29 1.45 -5,118 -24,302 207.59 0.29 1.42 -5,615 -25,416 213.89 0.28 1.39 -6,116 -26,534 220.19 0.27 1.37 -6,620 -27,657226.49 0.27 1.34 -7,127 -28,783232.79 0.27 1.32 -7,638 -29,914 239.09 0.26 1.30 -8,151 -31,048 245.39 0.26 1.27 -8,668 -32,186 251.69 0.25 1.25 -9,188 -33,327257.99 0.25 1.23 -9,710 -34,471264.29 0.24 1.21 -10,234 -35,618 270.59 0.24 1.20 -10,762 -36,769 276.89 0.24 1.18 -11,291 -37,922 283.19 0.23 1.16 -11,823 -39,079289.49 0.23 1.14 -12,357 -40,238295.79 0.23 1.13 -12,894 -41,399 302.09 0.22 1.11 -13,432 -42,563 308.39 0.22 1.10 -13,972 -43,730 314.69 0.22 1.08 -14,515 -44,898320.99 0.22 1.07 -15,059 -46,070327.29 0.21 1.06 -15,605 -47,243 333.59 0.21 1.04 -16,152 -48,418 339.89 0.21 1.03 -16,702 -49,596 346.19 0.20 1.02 -17,253 -50,776352.49 0.20 1.01 -17,806 -51,957358.79 0.20 1.00 -18,360 -53,141 365.09 0.20 0.98 -18,915 -54,326 371.39 0.20 0.97 -19,473 -55,513 377.69 0.19 0.96 -20,031 -56,702383.99 0.19 0.95 -20,591 -57,893390.29 0.19 0.94 -21,152 -59,085 396.59 0.19 0.93 -21,715 -60,279 402.89 0.19 0.92 -22,279 -61,474 409.19 0.18 0.91 -22,844 -62,671415.49 0.18 0.91 -23,410 -63,870421.79 0.18 0.90 -23,978 -65,070 428.09 0.18 0.89 -24,547 -66,271 434.39 0.18 0.88 -25,116 -67,474 440.69 0.18 0.87 -25,687 -68,678446.99 0.17 0.86 -26,259 -69,884453.29 0.17 0.86 -26,832 -71,091 459.59 0.17 0.85 -27,406 -72,299 465.89 0.17 0.84 -27,981 -73,508 472.19 0.17 0.83 -28,557 -74,719478.49 0.17 0.83 -29,134 -75,931484.79 0.16 0.82 -29,712 -77,144 491.09 0.16 0.81 -30,291 -78,358 497.39 0.16 0.81 -30,871 -79,573 503.69 0.16 0.80 -31,451 -80,789509.99 0.16 0.79 -32,033 -82,007516.29 0.16 0.79 -32,615 -83,225 522.59 0.16 0.78 -33,198 -84,445 528.89 0.16 0.77 -33,782 -85,665 535.19 0.15 0.77 -34,367 -86,887541.49 0.15 0.76 -34,952 -88,109547.79 0.15 0.76 -35,538 -89,333 554.09 0.15 0.75 -36,125 -90,557 560.39 0.15 0.75 -36,713 -91,783 566.69 0.15 0.74 -37,302 -93,009572.99 0.15 0.73 -37,891 -94,236579.29 0.15 0.73 -38,481 -95,464 585.59 0.15 0.72 -39,071 -96,693 The Lakes at Valley West, Phases 5 & 6 Sub-Basin D1.2 StormTech Sizing Calculations Required Storage Volume 4,058 ft3 StormTech Modules, Model No.SC740 (30" chamber height) Depth to top of gravel 36 in. installed storage volume 68.14 ft3 per chamber (see note 1) Number of chambers required 60 59.56 before rounding excess storage volume 0.7 % Number of chambers proposed 77 excess storage volume 22.7 % equal to (see note 2) 919 ft3 excess storage volume Installed chamber footprint (per chamber) = 5' x 7.12' Note: add 2' min. to each row, for end caps Storage Volume Provided = 4,978 ft3 Notes: 1. Storage volume assumes 6" of stone above and between chambers, and 40% stone porosity. 2. 919 cubic feet equates to a maximum allowable groundwater elevation of about 2.1" above the bottom of the chambers, without infringing on the required detention. Groundwater will not reach this depth due to the free draining outfall (discharge elevation at bottom of chambers). The Lakes at Valley West, Phases 5 & 6 Sub-Basin D1.3C Detention (10-yr storm) MODIFIED RATIONAL METHOD Qp = C i A POST-DEVELOPMENT PRE-DEVEL. 1.97 AC Qp (Basin H1.3C) = 0.63 cfs 0.50 5.0 MIN D1.3C release rate = 0.63 cfs 3.22 IN/HR TIME STEP 3.17 CFS DURATION = 5.0 min. Max. Volume, Max. Volume,Required DetentionTriangle Rel. (cu. ft.) Constant Rel. (cu. ft.)Volume (cu. ft.)1127.66 721.60 925 Triangle Release Constant Release DURATION INTENSITY Qp POND VOLUME POND VOLUME (MIN) (IN/HR) (CFS) (CF)(CF) 4.75 3.33 3.28 751 604 9.75 2.09 2.05 924 704 14.75 1.59 1.57 1,018 72219.75 1.32 1.30 1,073 699 ORIFICE CALCULATIONS24.75 1.14 1.12 1,106 652 MATCHING Qp = 0.63 cfs29.75 1.01 0.99 1,122 588 Max. Depth = 1.50 ft34.75 0.91 0.90 1,128 51239.75 0.84 0.82 1,124 426 44.75 0.77 0.76 1,113 333 CIRCULAR ORIFICE: 49.75 0.72 0.71 1,097 233 DIAMETER = 4.500 inches 54.75 0.68 0.67 1,075 128 Area = 0.11 ft2 59.75 0.64 0.63 1,049 19 ORIFICE FLOW = 0.65 cfs 64.75 0.61 0.60 1,020 -94 69.75 0.58 0.57 988 -211 74.75 0.55 0.55 952 -331 RECTANGULAR ORIFICE: 79.75 0.53 0.52 915 -453 LENGTH = 4.250 inches 84.75 0.51 0.50 875 -578 WIDTH = 3.750 inches 89.75 0.49 0.49 833 -705 Area = 0.11 ft2 94.75 0.48 0.47 789 -834 ORIFICE FLOW = 0.65 cfs 99.75 0.46 0.45 743 -965104.75 0.45 0.44 696 -1,098109.75 0.43 0.43 647 -1,232114.75 0.42 0.41 598 -1,368119.75 0.41 0.40 546 -1,505 WEIR CALCULATIONS124.75 0.40 0.39 494 -1,643 Coefficient = 3.33 inches 129.75 0.39 0.38 441 -1,783 Width = 1.250 inches 134.75 0.38 0.37 386 -1,924 WEIR FLOW = 0.64 cfs 139.75 0.37 0.36 331 -2,065 144.75 0.36 0.36 275 -2,208 149.75 0.35 0.35 218 -2,352 POND VOLUME CALCULATIONS: BASIN AREA POST = POST-DEV C = POST-DEV Tc = STORM INTENSITY = POST-DEV Qp = DURATION INTENSITY Qp POND VOLUME POND VOLUME(MIN) (IN/HR) (CFS) (CF) (CF)154.75 0.35 0.34 160 -2,496159.75 0.34 0.33 102 -2,641164.75 0.33 0.33 42 -2,787169.75 0.33 0.32 -18 -2,934 174.75 0.32 0.31 -78 -3,082 179.75 0.31 0.31 -139 -3,230 184.75 0.31 0.30 -201 -3,379 189.75 0.30 0.30 -264 -3,528 194.75 0.30 0.29 -327 -3,679 199.75 0.29 0.29 -390 -3,829 204.75 0.29 0.28 -454 -3,980 209.75 0.28 0.28 -518 -4,132214.75 0.28 0.28 -583 -4,285219.75 0.28 0.27 -648 -4,437224.75 0.27 0.27 -714 -4,591229.75 0.27 0.26 -780 -4,744234.75 0.26 0.26 -847 -4,898 239.75 0.26 0.26 -913 -5,053 244.75 0.26 0.25 -981 -5,208 249.75 0.25 0.25 -1,048 -5,363 254.75 0.25 0.25 -1,116 -5,519 259.75 0.25 0.24 -1,184 -5,675 264.75 0.24 0.24 -1,253 -5,832 269.75 0.24 0.24 -1,322 -5,988 274.75 0.24 0.23 -1,391 -6,146279.75 0.24 0.23 -1,461 -6,303284.75 0.23 0.23 -1,530 -6,461289.75 0.23 0.23 -1,600 -6,619294.75 0.23 0.22 -1,671 -6,778299.75 0.22 0.22 -1,741 -6,936 304.75 0.22 0.22 -1,812 -7,095 309.75 0.22 0.22 -1,883 -7,255 314.75 0.22 0.21 -1,954 -7,414 319.75 0.22 0.21 -2,026 -7,574 324.75 0.21 0.21 -2,098 -7,734 329.75 0.21 0.21 -2,170 -7,894 334.75 0.21 0.21 -2,242 -8,055 339.75 0.21 0.20 -2,314 -8,216344.75 0.21 0.20 -2,387 -8,377349.75 0.20 0.20 -2,460 -8,538354.75 0.20 0.20 -2,533 -8,700359.75 0.20 0.20 -2,606 -8,861364.75 0.20 0.20 -2,679 -9,023 369.75 0.20 0.19 -2,753 -9,186 374.75 0.19 0.19 -2,826 -9,348 379.75 0.19 0.19 -2,900 -9,510 384.75 0.19 0.19 -2,974 -9,673 389.75 0.19 0.19 -3,049 -9,836 394.75 0.19 0.19 -3,123 -9,999 399.75 0.19 0.18 -3,198 -10,163404.75 0.19 0.18 -3,272 -10,326409.75 0.18 0.18 -3,347 -10,490414.75 0.18 0.18 -3,422 -10,654419.75 0.18 0.18 -3,498 -10,818424.75 0.18 0.18 -3,573 -10,982429.75 0.18 0.18 -3,648 -11,146 434.75 0.18 0.17 -3,724 -11,311 439.75 0.18 0.17 -3,800 -11,475 444.75 0.17 0.17 -3,876 -11,640 449.75 0.17 0.17 -3,952 -11,805 454.75 0.17 0.17 -4,028 -11,970 459.75 0.17 0.17 -4,104 -12,135 464.75 0.17 0.17 -4,180 -12,301 The Lakes at Valley West, Phases 5 & 6 Sub-Basin D1.3D Detention (10-yr storm) MODIFIED RATIONAL METHOD Qp = C i A POST-DEVELOPMENT PRE-DEVEL. 8.42 AC Qp (Basin H1.3D) = 2.94 cfs 0.50 7.1 MIN D1.3D release rate = 2.94 cfs 2.56 IN/HR TIME STEP 10.79 CFS DURATION = 5.0 min. Max. Volume, Max. Volume,Required DetentionTriangle Rel. (cu. ft.) Constant Rel. (cu. ft.)Volume (cu. ft.)4331.11 2636.23 3,484 Triangle Release Constant Release DURATION INTENSITY Qp POND VOLUME POND VOLUME (MIN) (IN/HR) (CFS) (CF) (CF) 6.75 2.65 11.15 3,292 2,401 13.85 1.66 6.99 3,957 2,636 20.95 1.27 5.34 4,236 2,45128.05 1.05 4.42 4,331 2,064 ORIFICE CALCULATIONS35.15 0.91 3.81 4,315 1,553 MATCHING Qp = 2.94 cfs42.25 0.80 3.38 4,224 958 Max. Depth = 3.50 ft49.35 0.73 3.06 4,077 30056.45 0.67 2.80 3,886 -407 63.55 0.62 2.60 3,662 -1,153 CIRCULAR ORIFICE: 70.65 0.58 2.42 3,409 -1,931 DIAMETER = 7.688 inches 77.75 0.54 2.28 3,132 -2,737 Area = 0.32 ft2 84.85 0.51 2.15 2,836 -3,565 ORIFICE FLOW = 2.90 cfs 91.95 0.48 2.04 2,521 -4,414 99.05 0.46 1.95 2,192 -5,281 106.15 0.44 1.86 1,849 -6,164 RECTANGULAR ORIFICE: 113.25 0.42 1.78 1,493 -7,060 LENGTH = 7.750 inches 120.35 0.41 1.71 1,127 -7,969 WIDTH = 6.000 inches 127.45 0.39 1.65 752 -8,890 Area = 0.32 ft2 134.55 0.38 1.59 367 -9,822 ORIFICE FLOW = 2.91 cfs 141.65 0.37 1.54 -26 -10,762148.75 0.35 1.49 -427 -11,712155.85 0.34 1.45 -834 -12,670162.95 0.33 1.41 -1,248 -13,636170.05 0.33 1.37 -1,667 -14,609 WEIR CALCULATIONS177.15 0.32 1.33 -2,093 -15,588 Coefficient = 3.33 inches 184.25 0.31 1.30 -2,523 -16,573 Width = 2.000 inches 191.35 0.30 1.27 -2,958 -17,565 WEIR FLOW = 3.63 cfs 198.45 0.29 1.24 -3,398 -18,561 205.55 0.29 1.21 -3,842 -19,563 212.65 0.28 1.18 -4,290 -20,570 POND VOLUME CALCULATIONS: BASIN AREA POST = POST-DEV C = POST-DEV Tc = STORM INTENSITY = POST-DEV Qp = DURATION INTENSITY Qp POND VOLUME POND VOLUME(MIN) (IN/HR) (CFS) (CF) (CF)219.75 0.28 1.16 -4,742 -21,582226.85 0.27 1.14 -5,198 -22,597233.95 0.26 1.11 -5,657 -23,617241.05 0.26 1.09 -6,119 -24,641 248.15 0.25 1.07 -6,585 -25,669 255.25 0.25 1.05 -7,053 -26,700 262.35 0.25 1.03 -7,525 -27,735 269.45 0.24 1.01 -7,999 -28,773 276.55 0.24 1.00 -8,475 -29,815 283.65 0.23 0.98 -8,954 -30,859 290.75 0.23 0.97 -9,436 -31,906 297.85 0.23 0.95 -9,919 -32,956304.95 0.22 0.94 -10,405 -34,009312.05 0.22 0.92 -10,893 -35,064319.15 0.22 0.91 -11,383 -36,122326.25 0.21 0.90 -11,875 -37,182333.35 0.21 0.88 -12,369 -38,245 340.45 0.21 0.87 -12,865 -39,310 347.55 0.20 0.86 -13,363 -40,377 354.65 0.20 0.85 -13,862 -41,446 361.75 0.20 0.84 -14,363 -42,517 368.85 0.20 0.83 -14,865 -43,590 375.95 0.19 0.82 -15,369 -44,665 383.05 0.19 0.81 -15,875 -45,742 390.15 0.19 0.80 -16,382 -46,821397.25 0.19 0.79 -16,890 -47,902404.35 0.19 0.78 -17,400 -48,984411.45 0.18 0.77 -17,911 -50,068418.55 0.18 0.76 -18,423 -51,153425.65 0.18 0.75 -18,937 -52,240 432.75 0.18 0.75 -19,452 -53,329 439.85 0.18 0.74 -19,968 -54,419 446.95 0.17 0.73 -20,485 -55,510 454.05 0.17 0.72 -21,003 -56,603 461.15 0.17 0.72 -21,522 -57,698 468.25 0.17 0.71 -22,043 -58,793 475.35 0.17 0.70 -22,564 -59,890 482.45 0.17 0.70 -23,087 -60,989489.55 0.16 0.69 -23,610 -62,088496.65 0.16 0.68 -24,135 -63,189503.75 0.16 0.68 -24,660 -64,291510.85 0.16 0.67 -25,186 -65,394517.95 0.16 0.66 -25,714 -66,498 525.05 0.16 0.66 -26,242 -67,603 532.15 0.15 0.65 -26,771 -68,710 539.25 0.15 0.65 -27,301 -69,817 546.35 0.15 0.64 -27,831 -70,926 553.45 0.15 0.64 -28,363 -72,036 560.55 0.15 0.63 -28,895 -73,146 567.65 0.15 0.63 -29,428 -74,258574.75 0.15 0.62 -29,962 -75,370581.85 0.15 0.62 -30,496 -76,484588.95 0.15 0.61 -31,032 -77,598596.05 0.14 0.61 -31,567 -78,714603.15 0.14 0.60 -32,104 -79,830610.25 0.14 0.60 -32,641 -80,947 617.35 0.14 0.59 -33,179 -82,065 624.45 0.14 0.59 -33,718 -83,184 631.55 0.14 0.58 -34,257 -84,304 638.65 0.14 0.58 -34,797 -85,424 645.75 0.14 0.58 -35,338 -86,546 652.85 0.14 0.57 -35,879 -87,668 659.95 0.13 0.57 -36,421 -88,790 The Lakes at Valley West, Phases 5 & 6 Sub-Basin D1.3D StormTech Sizing Calculations Required Storage Volume 3,484 ft3 StormTech Modules, Model No.SC740 (30" chamber height) Depth to top of gravel 36 in. installed storage volume 74.9 ft3 per chamber (see note 1) Number of chambers required 47 46.51 before rounding excess storage volume 1.0 % Number of chambers proposed 50 excess storage volume 7.0 % equal to 243 ft3 excess storage volume Installed chamber footprint (per chamber) = 5' x 7.12' Note: add 2' min. to each row, for end caps Storage Volume Provided = 3,727 ft3 Notes: 1. Storage volume assumes 6" of stone above and below chambers, and 40% stone porosity. The Lakes at Valley West, Phases 5 & 6 Sub-Basin D1.4C Detention (10-yr storm) MODIFIED RATIONAL METHOD Qp = C i A POST-DEVELOPMENT PRE-DEVEL. 3.62 AC Qp (Basin H1) = 1.49 cfs 0.50 7.7 MIN D1.4 release rate = 1.49 cfs 2.43 IN/HR TIME STEP 4.40 CFS DURATION = 5.0 min. Max. Volume, Max. Volume,Required DetentionTriangle Rel. (cu. ft.) Constant Rel. (cu. ft.)Volume (cu. ft.)1604.53 892.96 1,249 Triangle Release Constant Release DURATION INTENSITY Qp POND VOLUME POND VOLUME (MIN) (IN/HR) (CFS) (CF)(CF) 7.32 2.51 4.55 1,323 877 15.02 1.57 2.85 1,549 893 22.72 1.20 2.18 1,605 71530.42 1.00 1.80 1,579 442 ORIFICE CALCULATIONS38.12 0.86 1.56 1,503 113 MATCHING Qp = 1.49 cfs45.82 0.76 1.38 1,395 -257 Max. Depth = 3.50 ft53.52 0.69 1.25 1,262 -65661.22 0.63 1.14 1,109 -1,078 68.92 0.58 1.06 942 -1,519 CIRCULAR ORIFICE (as-built): 76.62 0.55 0.99 762 -1,974 DIAMETER = 5.000 inches 84.32 0.51 0.93 572 -2,443 Area = 0.14 ft2 92.02 0.48 0.88 372 -2,923 ORIFICE FLOW = 1.23 cfs 99.72 0.46 0.83 165 -3,412 107.42 0.44 0.79 -49 -3,910 115.12 0.42 0.76 -269 -4,415 RECTANGULAR ORIFICE: 122.82 0.40 0.73 -494 -4,927 LENGTH = 5.000 inches 130.52 0.39 0.70 -724 -5,445 WIDTH = 4.500 inches 138.22 0.37 0.67 -958 -5,969 Area = 0.16 ft2 145.92 0.36 0.65 -1,197 -6,497 ORIFICE FLOW = 1.41 cfs 153.62 0.35 0.63 -1,438 -7,030161.32 0.34 0.61 -1,684 -7,568169.02 0.33 0.59 -1,932 -8,109176.72 0.32 0.57 -2,183 -8,654184.42 0.31 0.56 -2,437 -9,203 WEIR CALCULATIONS192.12 0.30 0.54 -2,693 -9,754 Coefficient = 3.33 inches 199.82 0.29 0.53 -2,951 -10,309 Width = 0.750 inches 207.52 0.29 0.52 -3,212 -10,866 WEIR FLOW = 1.36 cfs 215.22 0.28 0.50 -3,475 -11,427 222.92 0.27 0.49 -3,739 -11,989 230.62 0.27 0.48 -4,006 -12,554 POND VOLUME CALCULATIONS: BASIN AREA POST = POST-DEV C = POST-DEV Tc = STORM INTENSITY = POST-DEV Qp = DURATION INTENSITY Qp POND VOLUME POND VOLUME(MIN) (IN/HR) (CFS) (CF) (CF)238.32 0.26 0.47 -4,274 -13,121246.02 0.26 0.46 -4,543 -13,691253.72 0.25 0.45 -4,814 -14,262261.42 0.25 0.45 -5,087 -14,835 269.12 0.24 0.44 -5,361 -15,410 276.82 0.24 0.43 -5,636 -15,987 284.52 0.23 0.42 -5,913 -16,566 292.22 0.23 0.41 -6,191 -17,146 299.92 0.22 0.41 -6,470 -17,727 307.62 0.22 0.40 -6,750 -18,311 315.32 0.22 0.39 -7,031 -18,895 323.02 0.21 0.39 -7,313 -19,481330.72 0.21 0.38 -7,596 -20,068338.42 0.21 0.38 -7,880 -20,657346.12 0.20 0.37 -8,165 -21,247353.82 0.20 0.37 -8,450 -21,837361.52 0.20 0.36 -8,737 -22,430 369.22 0.20 0.36 -9,024 -23,023 376.92 0.19 0.35 -9,312 -23,617 384.62 0.19 0.35 -9,601 -24,212 392.32 0.19 0.34 -9,891 -24,808 400.02 0.19 0.34 -10,181 -25,406 407.72 0.18 0.33 -10,472 -26,004 415.42 0.18 0.33 -10,764 -26,603 423.12 0.18 0.33 -11,056 -27,203430.82 0.18 0.32 -11,349 -27,804438.52 0.18 0.32 -11,643 -28,405446.22 0.17 0.31 -11,937 -29,008453.92 0.17 0.31 -12,232 -29,611461.62 0.17 0.31 -12,527 -30,215 469.32 0.17 0.30 -12,823 -30,820 477.02 0.17 0.30 -13,119 -31,426 484.72 0.16 0.30 -13,416 -32,032 492.42 0.16 0.29 -13,714 -32,639 500.11 0.16 0.29 -14,011 -33,246 507.81 0.16 0.29 -14,310 -33,855 515.52 0.16 0.29 -14,608 -34,464 523.22 0.16 0.28 -14,908 -35,073530.92 0.16 0.28 -15,207 -35,683538.62 0.15 0.28 -15,507 -36,294546.32 0.15 0.28 -15,808 -36,906554.02 0.15 0.27 -16,109 -37,518561.72 0.15 0.27 -16,410 -38,130 569.42 0.15 0.27 -16,712 -38,743 577.12 0.15 0.27 -17,014 -39,357 584.82 0.15 0.26 -17,316 -39,971 592.52 0.14 0.26 -17,619 -40,586 600.22 0.14 0.26 -17,922 -41,201 607.92 0.14 0.26 -18,226 -41,817 615.62 0.14 0.26 -18,530 -42,433623.32 0.14 0.25 -18,834 -43,049631.02 0.14 0.25 -19,138 -43,666638.72 0.14 0.25 -19,443 -44,284646.42 0.14 0.25 -19,748 -44,902654.12 0.14 0.25 -20,054 -45,521661.82 0.13 0.24 -20,360 -46,139 669.52 0.13 0.24 -20,666 -46,759 677.22 0.13 0.24 -20,972 -47,379 684.92 0.13 0.24 -21,279 -47,999 692.62 0.13 0.24 -21,586 -48,619 700.32 0.13 0.23 -21,893 -49,240 708.02 0.13 0.23 -22,200 -49,862 715.72 0.13 0.23 -22,508 -50,483 The Lakes at Valley West, Phases 5 & 6 Sub-Basin D1.4C StormTech Sizing Calculations Required Storage Volume 1,249 ft3 StormTech Modules, Model No.SC740 (30" chamber height) Depth to top of gravel 36 in. installed storage volume 74.9 ft3 per chamber (see note 1) Number of chambers required 17 16.67 before rounding excess storage volume 1.9 % Number of chambers proposed 18 (as-built) excess storage volume 7.4 % equal to 92 ft3 excess storage volume Installed chamber footprint (per chamber) = 5' x 7.12' Note: add 2' min. to each row, for end caps Storage Volume Provided = 1,341 ft3 Notes: 1. Storage volume assumes 6" of stone above and below chambers, and 40% stone porosity. GUTTER FLOW CALCULATIONS (this page left blank intentionally) The Lakes at Valley West, Phases 5 & 6 Gutter Flow, Direct (Surface) Runoff Calculations MODIFIED RATIONAL METHOD Qp = C i A Qp = 25-yr peak runoff, cfs C = runoff coefficient i = 0.78(Tc/60)-0.64 (Bozeman IDF curve) Tc = time of concentration, minutes A = Area, acres Sub-Basin Description Area1 Tc CQp West Storm Drain (Vaughn Drive/Westgate Avenue)Vaughn west of Westgate, north side 0.79 5.00 0.50 1.51Vaughn west of Westgate, south side 0.33 5.00 0.50 0.63Vaughn east of Westgate, north side 0.09 5.00 0.50 0.17Vaughn east of Westgate, south side 0.52 5.00 0.50 0.99 Westgate south of Herstal, west side 0.40 5.00 0.50 0.77Westgate south of Herstal, east side 0.42 5.00 0.50 0.80 Westgate north of Herstal, west side3 1.51 5.00 0.50 2.89 Westgate north of Herstal, east side3 0.16 5.00 0.50 0.31 Westgate, south of roundabout, west side park inlet3 1.19 5.00 0.50 2.28 Westgate, south of roundabout, west curb inlet3 0.53 5.00 0.50 1.01 Westgate, south of roundabout, east curb inlet3 0.78 5.00 0.50 1.49 Westgate, south quadrant of roundabout3 1.54 5.00 0.50 2.95 Alleys2 Leiden, NW dead end 1.20 5.00 0.50 2.30Leiden, NE dead end 1.33 5.00 0.50 2.54Vahl, NW dead end 1.45 5.00 0.50 2.77 East Storm Drain (Vaughn Drive)East of Laurel, north side 0.68 5.00 0.50 1.30 East of Laurel, south side 0.21 5.00 0.50 0.40at Debour, south side 0.14 5.00 0.50 0.27at Debour, north side 0.79 5.00 0.50 1.51 Laurel Parkway (existing inlets)Sta. 8+00 double inlet, east side 1.77 6.50 0.50 2.86Sta. 8+00 double inlet, west side 1.79 7.70 0.50 2.60Sta. 13+97.18, west side 1.41 5.00 0.50 2.70 FOOTNOTES: 1 Areas and flow rates are for direct runoff only and do not include inlet bypass. Inlet bypass flow is accounted for on the following page.2 Typical section for alleys is an inverted crown with 2% slope toward the center.3 These subbasins were defined in previous phases of construction; refer to previous drainage reports. The Lakes at Valley West, Phases 5 & 6 Gutter Spread Width Calculations 25-yr. Peak Runoff (cfs)Gutter Sub-Basin Description Direct1 Upstream2 Total Inlet Type Bypass Spread (ft.) West Storm Drain (Vaughn Drive/Westgate Avenue) Vaughn west of Westgate, north side 1.51 0.00 1.51 sag 0.00 5.36 Vaughn west of Westgate, south side 0.63 0.00 0.63 sag 0.00 3.02 Vaughn east of Westgate, north side 0.17 0.00 0.17 sag 0.00 1.28Vaughn east of Westgate, south side 0.99 0.00 0.99 sag 0.00 4.12Westgate south of Herstal, west side 0.77 0.00 0.77 on grade 0.09 4.46Westgate south of Herstal, east side 0.80 0.00 0.80 on grade 0.10 4.53 Westgate north of Herstal, west side4 2.89 0.09 2.98 on grade 1.17 9.04 Westgate north of Herstal, east side4 0.31 0.10 0.41 on grade 0.02 4.10 Westgate, south of roundabout, west side park inlet4 2.28 0.00 2.28 drop inlet 0.00 n/a Westgate, south of roundabout, west curb inlet4 1.01 1.17 2.18 on grade 0.74 8.00 Westgate, south of roundabout, east curb inlet4 1.49 0.02 1.51 on grade 0.41 6.93 Westgate, south quadrant of roundabout4 2.95 0.74 3.69 sag 0.00 9.11 Alleys3 Leiden, NW dead end 2.30 0.00 2.30 - 0.00 15.05 Leiden, NE dead end 2.54 0.00 2.54 - 0.00 12.95 Vahl, NW dead end 2.77 0.00 2.77 - 0.00 13.12 East Storm Drain (Vaughn Drive)East of Laurel, north side 1.30 0.00 1.30 sag 0.00 4.89 East of Laurel, south side 0.40 0.00 0.40 sag 0.00 2.13 at Debour, south side 0.27 0.00 0.27 sag 0.00 1.54 at Debour, north side 1.51 0.00 1.51 sag 0.00 5.36 Laurel Parkway (existing inlets)Sta. 8+00 double inlet, east side 2.86 0.00 2.86 on grade 0.54 9.04 Sta. 8+00 double inlet, west side 2.60 0.00 2.60 on grade 0.46 8.70 Sta. 13+97.18, west side 2.70 0.46 3.16 sag 0.00 9.30 FOOTNOTES: 1 Direct runoff is from "Gutter Flow" calculations on the previous page, and does not include runoff from upstream inlets. 2 Upstream runoff is the bypass flow from contributing upstream inlets. 3 For alleys with inverted crown, minor submergence is acceptable. The maximum submergence at the wheels of a car straddling theinverted crown centerline would be about 1 inch, which is considered acceptble for the short duration of peak runoff involved. 4 These subbasins were defined in previous phases of construction; refer to previous drainage reports. Solve For Spread Input Data Discharge 1.51 ft³/s Gutter Width 1.50 ft Gutter Cross Slope 6.25 % Road Cross Slope 3.00 % Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30˚ Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Opening Height 5.00 in Curb Throat Type Vertical Throat Incline Angle 0.00 degrees Options Calculation Option Use Both Results Spread 5.36 ft Depth 2.52 in Gutter Depression 0.05 ft Total Depression 0.13 ft Open Grate Area 1.22 ft² Active Grate Weir Length 5.40 ft Vaughn, west of Westgate, north side (25-yr) 1/5/2018 9:09:11 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Solve For Spread Input Data Discharge 0.63 ft³/s Gutter Width 1.50 ft Gutter Cross Slope 6.25 % Road Cross Slope 3.00 % Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30˚ Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Opening Height 5.00 in Curb Throat Type Vertical Throat Incline Angle 0.00 degrees Options Calculation Option Use Both Results Spread 3.02 ft Depth 1.67 in Gutter Depression 0.05 ft Total Depression 0.13 ft Open Grate Area 1.22 ft² Active Grate Weir Length 5.40 ft Vaughn west of Westgate, south side (25-yr) 1/5/2018 9:10:10 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Solve For Spread Input Data Discharge 0.17 ft³/s Gutter Width 1.50 ft Gutter Cross Slope 6.25 % Road Cross Slope 3.00 % Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30˚ Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Opening Height 5.00 in Curb Throat Type Vertical Throat Incline Angle 0.00 degrees Options Calculation Option Use Both Results Spread 1.28 ft Depth 0.82 in Gutter Depression 0.05 ft Total Depression 0.13 ft Open Grate Area 1.22 ft² Active Grate Weir Length 5.40 ft Vaughn east of Westgate, north side (25-yr) 1/5/2018 9:17:58 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Solve For Spread Input Data Discharge 0.99 ft³/s Gutter Width 1.50 ft Gutter Cross Slope 6.25 % Road Cross Slope 3.00 % Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30˚ Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Opening Height 5.00 in Curb Throat Type Vertical Throat Incline Angle 0.00 degrees Options Calculation Option Use Both Results Spread 4.12 ft Depth 2.07 in Gutter Depression 0.05 ft Total Depression 0.13 ft Open Grate Area 1.22 ft² Active Grate Weir Length 5.40 ft Vaughn east of Westgate, south side (25-yr) 1/5/2018 10:32:48 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Solve For Efficiency Input Data Discharge 0.77 ft³/s Slope 1.50000 % Gutter Width 1.50 ft Gutter Cross Slope 6.30 % Road Cross Slope 3.00 % Roughness Coefficient 0.013 Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30˚ Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 87.91 % Intercepted Flow 0.68 ft³/s Bypass Flow 0.09 ft³/s Spread 3.88 ft Depth 1.99 in Flow Area 0.26 ft² Gutter Depression 0.05 ft Total Depression 0.13 ft Velocity 2.93 ft/s Splash Over Velocity 5.18 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.18 Grate Flow Ratio 0.80 Equivalent Cross Slope 0.10101 ft/ft Active Grate Length 2.40 ft Length Factor 0.07 Total Interception Length 8.17 ft Westgate south of Herstal, west side (25-yr) 1/8/2018 9:05:06 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 1.50 % Discharge 0.77 ft³/s Section Definitions Station (ft)Elevation (ft) 0+00.33 0.45 0+00.50 0.00 0+02.00 0.08 0+16.00 0.50 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00.33, 0.45) (0+16.00, 0.50) 0.013 Options Current Roughness Weighted Method Pavlovskii's Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 2.00 in Elevation Range 0.00 to 0.50 ft Flow Area 0.32 ft² Wetted Perimeter 4.58 ft Hydraulic Radius 0.84 in Top Width 4.46 ft Normal Depth 2.00 in Critical Depth 0.20 ft Critical Slope 0.00578 ft/ft Westgate gutter south of Herstal, west side (25-yr) 1/8/2018 9:07:01 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page Results Velocity 2.39 ft/s Velocity Head 0.09 ft Specific Energy 0.26 ft Froude Number 1.57 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 Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 2.00 in Critical Depth 0.20 ft Channel Slope 1.50 % Critical Slope 0.00578 ft/ft Westgate gutter south of Herstal, west side (25-yr) 1/8/2018 9:07:01 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Solve For Efficiency Input Data Discharge 0.80 ft³/s Slope 1.50000 % Gutter Width 1.50 ft Gutter Cross Slope 6.30 % Road Cross Slope 3.00 % Roughness Coefficient 0.013 Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30˚ Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 87.25 % Intercepted Flow 0.70 ft³/s Bypass Flow 0.10 ft³/s Spread 3.95 ft Depth 2.01 in Flow Area 0.27 ft² Gutter Depression 0.05 ft Total Depression 0.13 ft Velocity 2.96 ft/s Splash Over Velocity 5.18 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.18 Grate Flow Ratio 0.79 Equivalent Cross Slope 0.10031 ft/ft Active Grate Length 2.40 ft Length Factor 0.07 Total Interception Length 8.34 ft Westgate south of Herstal, east side (25-yr) 1/8/2018 9:06:14 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 1.50 % Discharge 0.80 ft³/s Section Definitions Station (ft)Elevation (ft) 0+00.33 0.45 0+00.50 0.00 0+02.00 0.08 0+16.00 0.50 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00.33, 0.45) (0+16.00, 0.50) 0.013 Options Current Roughness Weighted Method Pavlovskii's Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 2.03 in Elevation Range 0.00 to 0.50 ft Flow Area 0.33 ft² Wetted Perimeter 4.65 ft Hydraulic Radius 0.85 in Top Width 4.53 ft Normal Depth 2.03 in Critical Depth 0.20 ft Critical Slope 0.00575 ft/ft Westgate gutter south of Herstal, east side (25-yr) 1/8/2018 9:07:47 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page Results Velocity 2.41 ft/s Velocity Head 0.09 ft Specific Energy 0.26 ft Froude Number 1.57 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 Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 2.03 in Critical Depth 0.20 ft Channel Slope 1.50 % Critical Slope 0.00575 ft/ft Westgate gutter south of Herstal, east side (25-yr) 1/8/2018 9:07:47 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Solve For Efficiency Input Data Discharge 2.98 ft³/s Slope 0.65 % Gutter Width 1.50 ft Gutter Cross Slope 6.30 % Road Cross Slope 3.00 % Roughness Coefficient 0.013 Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30˚ Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 60.63 % Intercepted Flow 1.81 ft³/s Bypass Flow 1.17 ft³/s Spread 8.22 ft Depth 3.55 in Flow Area 1.05 ft² Gutter Depression 0.05 ft Total Depression 0.13 ft Velocity 2.84 ft/s Splash Over Velocity 5.18 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.19 Grate Flow Ratio 0.46 Equivalent Cross Slope 0.07072 ft/ft Active Grate Length 2.40 ft Length Factor 0.04 Total Interception Length 13.90 ft Westgate north of Herstal, west side (25-yr) 1/8/2018 10:47:46 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.65 % Discharge 2.98 ft³/s Section Definitions Station (ft)Elevation (ft) 0+00.33 0.45 0+00.50 0.00 0+02.00 0.08 0+16.00 0.50 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00.33, 0.45) (0+16.00, 0.50) 0.013 Options Current Roughness Weighted Method Pavlovskii's Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 3.63 in Elevation Range 0.00 to 0.50 ft Flow Area 1.24 ft² Wetted Perimeter 9.25 ft Hydraulic Radius 1.61 in Top Width 9.04 ft Normal Depth 3.63 in Critical Depth 0.32 ft Critical Slope 0.00484 ft/ft Westgate gutter north of Herstal, west side (25-yr) 1/8/2018 10:49:54 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page Results Velocity 2.41 ft/s Velocity Head 0.09 ft Specific Energy 0.39 ft Froude Number 1.15 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 Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 3.63 in Critical Depth 0.32 ft Channel Slope 0.65 % Critical Slope 0.00484 ft/ft Westgate gutter north of Herstal, west side (25-yr) 1/8/2018 10:49:54 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Solve For Efficiency Input Data Discharge 0.41 ft³/s Slope 0.65 % Gutter Width 1.50 ft Gutter Cross Slope 6.30 % Road Cross Slope 3.00 % Roughness Coefficient 0.013 Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30˚ Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 94.42 % Intercepted Flow 0.39 ft³/s Bypass Flow 0.02 ft³/s Spread 3.50 ft Depth 1.85 in Flow Area 0.22 ft² Gutter Depression 0.05 ft Total Depression 0.13 ft Velocity 1.86 ft/s Splash Over Velocity 5.18 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.33 Grate Flow Ratio 0.84 Equivalent Cross Slope 0.10482 ft/ft Active Grate Length 2.40 ft Length Factor 0.13 Total Interception Length 4.77 ft Westgate north of Herstal, east side (25-yr) 1/8/2018 10:49:11 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.65 % Discharge 0.41 ft³/s Section Definitions Station (ft)Elevation (ft) 0+00.33 0.45 0+00.50 0.00 0+02.00 0.08 0+16.00 0.50 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00.33, 0.45) (0+16.00, 0.50) 0.013 Options Current Roughness Weighted Method Pavlovskii's Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 1.87 in Elevation Range 0.00 to 0.50 ft Flow Area 0.28 ft² Wetted Perimeter 4.21 ft Hydraulic Radius 0.79 in Top Width 4.10 ft Normal Depth 1.87 in Critical Depth 0.16 ft Critical Slope 0.00627 ft/ft Westgate gutter north of Herstal, east side (25-yr) 1/8/2018 10:50:25 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page Results Velocity 1.49 ft/s Velocity Head 0.03 ft Specific Energy 0.19 ft Froude Number 1.01 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 Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1.87 in Critical Depth 0.16 ft Channel Slope 0.65 % Critical Slope 0.00627 ft/ft Westgate gutter north of Herstal, east side (25-yr) 1/8/2018 10:50:25 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Solve For Efficiency Input Data Discharge 2.18 ft³/s Slope 0.65 % Gutter Width 1.50 ft Gutter Cross Slope 6.30 % Road Cross Slope 3.00 % Roughness Coefficient 0.013 Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30˚ Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 66.28 % Intercepted Flow 1.44 ft³/s Bypass Flow 0.74 ft³/s Spread 7.25 ft Depth 3.20 in Flow Area 0.83 ft² Gutter Depression 0.05 ft Total Depression 0.13 ft Velocity 2.64 ft/s Splash Over Velocity 5.18 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.21 Grate Flow Ratio 0.51 Equivalent Cross Slope 0.07535 ft/ft Active Grate Length 2.40 ft Length Factor 0.05 Total Interception Length 11.74 ft Westgate south of roundabout, west curb inlet (25-yr) 1/8/2018 11:55:34 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.65 % Discharge 2.18 ft³/s Section Definitions Station (ft)Elevation (ft) 0+00.33 0.45 0+00.50 0.00 0+02.00 0.08 0+16.00 0.50 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00.33, 0.45) (0+16.00, 0.50) 0.013 Options Current Roughness Weighted Method Pavlovskii's Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 3.26 in Elevation Range 0.00 to 0.50 ft Flow Area 0.98 ft² Wetted Perimeter 8.19 ft Hydraulic Radius 1.43 in Top Width 8.00 ft Normal Depth 3.26 in Critical Depth 0.28 ft Critical Slope 0.00504 ft/ft Westgate gutter south of roundabout, west curb inlet (25-yr) 1/8/2018 11:54:29 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page Results Velocity 2.23 ft/s Velocity Head 0.08 ft Specific Energy 0.35 ft Froude Number 1.13 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 Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 3.26 in Critical Depth 0.28 ft Channel Slope 0.65 % Critical Slope 0.00504 ft/ft Westgate gutter south of roundabout, west curb inlet (25-yr) 1/8/2018 11:54:29 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Solve For Efficiency Input Data Discharge 1.51 ft³/s Slope 0.65 % Gutter Width 1.50 ft Gutter Cross Slope 6.30 % Road Cross Slope 3.00 % Roughness Coefficient 0.013 Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30˚ Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 73.06 % Intercepted Flow 1.10 ft³/s Bypass Flow 0.41 ft³/s Spread 6.24 ft Depth 2.84 in Flow Area 0.62 ft² Gutter Depression 0.05 ft Total Depression 0.13 ft Velocity 2.43 ft/s Splash Over Velocity 5.18 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.23 Grate Flow Ratio 0.58 Equivalent Cross Slope 0.08128 ft/ft Active Grate Length 2.40 ft Length Factor 0.06 Total Interception Length 9.61 ft Westgate south of roundabout, east side (25-yr) 1/8/2018 3:48:44 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.65 % Discharge 1.51 ft³/s Section Definitions Station (ft)Elevation (ft) 0+00.33 0.45 0+00.50 0.00 0+02.00 0.08 0+16.00 0.50 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00.33, 0.45) (0+16.00, 0.50) 0.013 Options Current Roughness Weighted Method Pavlovskii's Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 2.88 in Elevation Range 0.00 to 0.50 ft Flow Area 0.74 ft² Wetted Perimeter 7.10 ft Hydraulic Radius 1.25 in Top Width 6.93 ft Normal Depth 2.88 in Critical Depth 0.25 ft Critical Slope 0.00530 ft/ft Westgate gutter south of roundabout, east side (25-yr) 1/8/2018 3:49:35 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page Results Velocity 2.04 ft/s Velocity Head 0.06 ft Specific Energy 0.31 ft Froude Number 1.10 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 Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 2.88 in Critical Depth 0.25 ft Channel Slope 0.65 % Critical Slope 0.00530 ft/ft Westgate gutter south of roundabout, east side (25-yr) 1/8/2018 3:49:35 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Solve For Spread Input Data Discharge 3.69 ft³/s Gutter Width 1.50 ft Gutter Cross Slope 6.25 % Road Cross Slope 3.00 % Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30˚ Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Opening Height 5.00 in Curb Throat Type Vertical Throat Incline Angle 0.00 degrees Options Calculation Option Use Both Results Spread 9.11 ft Depth 3.87 in Gutter Depression 0.05 ft Total Depression 0.13 ft Open Grate Area 1.22 ft² Active Grate Weir Length 5.40 ft Westgate, south quadrant of roundabout (25-yr) 1/8/2018 4:01:52 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 1.00 % Left Side Slope 50.00 ft/ft (H:V) Right Side Slope 50.00 ft/ft (H:V) Discharge 2.30 ft³/s Results Normal Depth 1.81 in Flow Area 1.13 ft² Wetted Perimeter 15.05 ft Hydraulic Radius 0.90 in Top Width 15.05 ft Critical Depth 0.17 ft Critical Slope 0.00563 ft/ft Velocity 2.03 ft/s Velocity Head 0.06 ft Specific Energy 0.21 ft Froude Number 1.31 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 Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1.81 in Critical Depth 0.17 ft Channel Slope 1.00 % Critical Slope 0.00563 ft/ft Leiden, NW dead end (25-yr) 1/5/2018 9:21:34 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 2.70 % Left Side Slope 50.00 ft/ft (H:V) Right Side Slope 50.00 ft/ft (H:V) Discharge 2.54 ft³/s Results Normal Depth 1.55 in Flow Area 0.84 ft² Wetted Perimeter 12.96 ft Hydraulic Radius 0.78 in Top Width 12.95 ft Critical Depth 0.17 ft Critical Slope 0.00556 ft/ft Velocity 3.03 ft/s Velocity Head 0.14 ft Specific Energy 0.27 ft Froude Number 2.10 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 Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1.55 in Critical Depth 0.17 ft Channel Slope 2.70 % Critical Slope 0.00556 ft/ft Leiden, NE dead end (25-yr) 1/5/2018 9:22:04 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 3.00 % Left Side Slope 50.00 ft/ft (H:V) Right Side Slope 50.00 ft/ft (H:V) Discharge 2.77 ft³/s Results Normal Depth 1.57 in Flow Area 0.86 ft² Wetted Perimeter 13.13 ft Hydraulic Radius 0.79 in Top Width 13.12 ft Critical Depth 0.18 ft Critical Slope 0.00550 ft/ft Velocity 3.22 ft/s Velocity Head 0.16 ft Specific Energy 0.29 ft Froude Number 2.21 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 Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1.57 in Critical Depth 0.18 ft Channel Slope 3.00 % Critical Slope 0.00550 ft/ft Vahl, NW dead end (25-yr) 1/5/2018 9:22:30 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Solve For Spread Input Data Discharge 1.30 ft³/s Gutter Width 1.50 ft Gutter Cross Slope 6.25 % Road Cross Slope 3.00 % Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30˚ Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Opening Height 5.00 in Curb Throat Type Vertical Throat Incline Angle 0.00 degrees Options Calculation Option Use Both Results Spread 4.89 ft Depth 2.35 in Gutter Depression 0.05 ft Total Depression 0.13 ft Open Grate Area 1.22 ft² Active Grate Weir Length 5.40 ft Vaughn east of Laurel, north side (25-yr) 1/5/2018 9:23:18 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Solve For Spread Input Data Discharge 0.40 ft³/s Gutter Width 1.50 ft Gutter Cross Slope 6.25 % Road Cross Slope 3.00 % Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30˚ Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Opening Height 5.00 in Curb Throat Type Vertical Throat Incline Angle 0.00 degrees Options Calculation Option Use Both Results Spread 2.13 ft Depth 1.35 in Gutter Depression 0.05 ft Total Depression 0.13 ft Open Grate Area 1.22 ft² Active Grate Weir Length 5.40 ft Vaughn east of Laurel, south side (25-yr) 1/5/2018 9:23:48 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Solve For Spread Input Data Discharge 0.27 ft³/s Gutter Width 1.50 ft Gutter Cross Slope 6.25 % Road Cross Slope 3.00 % Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30˚ Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Opening Height 5.00 in Curb Throat Type Vertical Throat Incline Angle 0.00 degrees Options Calculation Option Use Both Results Spread 1.54 ft Depth 1.14 in Gutter Depression 0.05 ft Total Depression 0.13 ft Open Grate Area 1.22 ft² Active Grate Weir Length 5.40 ft Vaughn at Debour, south side (25-yr) 1/5/2018 9:24:19 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Solve For Spread Input Data Discharge 1.51 ft³/s Gutter Width 1.50 ft Gutter Cross Slope 6.25 % Road Cross Slope 3.00 % Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30˚ Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Opening Height 5.00 in Curb Throat Type Vertical Throat Incline Angle 0.00 degrees Options Calculation Option Use Both Results Spread 5.36 ft Depth 2.52 in Gutter Depression 0.05 ft Total Depression 0.13 ft Open Grate Area 1.22 ft² Active Grate Weir Length 5.40 ft Vaughn at Debour, north side (25-yr) 1/5/2018 9:24:44 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Solve For Efficiency Input Data Discharge 2.86 ft³/s Slope 0.60000 % Gutter Width 1.50 ft Gutter Cross Slope 6.30 % Road Cross Slope 3.00 % Roughness Coefficient 0.013 Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 6.00 ft Grate Type 30˚ Tilt Bar Clogging 20.00 % Curb Opening Length 6.00 ft Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 81.24 % Intercepted Flow 2.32 ft³/s Bypass Flow 0.54 ft³/s Spread 8.22 ft Depth 3.55 in Flow Area 1.05 ft² Gutter Depression 0.05 ft Total Depression 0.13 ft Velocity 2.73 ft/s Splash Over Velocity 8.74 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.55 Grate Flow Ratio 0.46 Equivalent Cross Slope 0.07074 ft/ft Active Grate Length 4.80 ft Length Factor 0.09 Total Interception Length 13.34 ft Laurel Sta. 8+00 double inlet, east side (25-yr) 1/5/2018 10:06:48 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.60 % Discharge 2.86 ft³/s Section Definitions Station (ft)Elevation (ft) 0+00.33 0.45 0+00.50 0.00 0+02.00 0.08 0+16.00 0.50 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00.33, 0.45) (0+16.00, 0.50) 0.013 Options Current Roughness Weighted Method Pavlovskii's Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 3.63 in Elevation Range 0.00 to 0.50 ft Flow Area 1.24 ft² Wetted Perimeter 9.25 ft Hydraulic Radius 1.61 in Top Width 9.04 ft Normal Depth 3.63 in Critical Depth 0.31 ft Critical Slope 0.00487 ft/ft Laurel Sta. 8+00 gutter, east side (25-yr) 1/5/2018 10:05:52 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page Results Velocity 2.31 ft/s Velocity Head 0.08 ft Specific Energy 0.39 ft Froude Number 1.10 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 Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 3.63 in Critical Depth 0.31 ft Channel Slope 0.60 % Critical Slope 0.00487 ft/ft Laurel Sta. 8+00 gutter, east side (25-yr) 1/5/2018 10:05:52 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Solve For Efficiency Input Data Discharge 2.60 ft³/s Slope 0.60000 % Gutter Width 1.50 ft Gutter Cross Slope 6.30 % Road Cross Slope 3.00 % Roughness Coefficient 0.013 Local Depression 1.00 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 6.00 ft Grate Type 30˚ Tilt Bar Clogging 20.00 % Curb Opening Length 6.00 ft Options Calculation Option Use Both Grate Flow Option Exclude None Results Efficiency 82.50 % Intercepted Flow 2.14 ft³/s Bypass Flow 0.46 ft³/s Spread 7.91 ft Depth 3.44 in Flow Area 0.98 ft² Gutter Depression 0.05 ft Total Depression 0.13 ft Velocity 2.67 ft/s Splash Over Velocity 8.74 ft/s Frontal Flow Factor 1.00 Side Flow Factor 0.56 Grate Flow Ratio 0.48 Equivalent Cross Slope 0.07211 ft/ft Active Grate Length 4.80 ft Length Factor 0.09 Total Interception Length 12.67 ft Laurel Sta. 8+00 double inlet, west side (25-yr) 1/5/2018 10:07:15 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.60 % Discharge 2.60 ft³/s Section Definitions Station (ft)Elevation (ft) 0+00.33 0.45 0+00.50 0.00 0+02.00 0.08 0+16.00 0.50 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00.33, 0.45) (0+16.00, 0.50) 0.013 Options Current Roughness Weighted Method Pavlovskii's Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 3.51 in Elevation Range 0.00 to 0.50 ft Flow Area 1.15 ft² Wetted Perimeter 8.91 ft Hydraulic Radius 1.55 in Top Width 8.70 ft Normal Depth 3.51 in Critical Depth 0.30 ft Critical Slope 0.00493 ft/ft Laurel Sta. 8+00 gutter, west side (25-yr) 1/5/2018 10:06:18 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page Results Velocity 2.26 ft/s Velocity Head 0.08 ft Specific Energy 0.37 ft Froude Number 1.10 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 Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 3.51 in Critical Depth 0.30 ft Channel Slope 0.60 % Critical Slope 0.00493 ft/ft Laurel Sta. 8+00 gutter, west side (25-yr) 1/5/2018 10:06:18 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Solve For Spread Input Data Discharge 3.16 ft³/s Gutter Width 1.50 ft Gutter Cross Slope 6.25 % Road Cross Slope 3.00 % Local Depression 0.08 in Local Depression Width 1.50 ft Grate Width 1.50 ft Grate Length 3.00 ft Grate Type 30˚ Tilt Bar Clogging 20.00 % Curb Opening Length 3.00 ft Opening Height 5.00 in Curb Throat Type Vertical Throat Incline Angle 0.00 degrees Options Calculation Option Use Both Results Spread 9.30 ft Depth 3.93 in Gutter Depression 0.05 ft Total Depression 0.06 ft Open Grate Area 1.22 ft² Active Grate Weir Length 5.40 ft Laurel at Durston (Sta. 13+97.18), west side (25-yr) 1/8/2018 5:09:38 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page (this page left blank intentionally) PIPE FLOW CALCULATIONS (this page left blank intentionally) The Lakes at Valley West, Phases 5 & 6 Pipe Flow Calculations MODIFIED RATIONAL METHOD Qp = C i A Qp = 25-yr peak runoff, cfs C = runoff coefficient i = 0.78(Tc/60)-0.64 (Bozeman IDF curve)Tc = time of concentration, minutes A = Area, acres Sub-Basin Description Area1 Tc CQdirect2 Qtotal3 Qint4 Qbypass Qpipe5 Pipe Dia.6 Notes West Storm Drain (Vaughn Drive/Westgate Avenue)Vaughn west of Westgate, north side 0.79 5.00 0.50 1.51 1.51 1.51 0.00 1.51 12"Vaughn west of Westgate, south side 0.33 5.00 0.50 0.63 0.63 0.63 0.00 2.14 12"Vaughn east of Westgate, north side 0.09 5.00 0.50 0.17 0.17 0.17 0.00 0.17 12"Vaughn east of Westgate, south side 0.52 5.00 0.50 0.99 0.99 0.99 0.00 1.17 12" Vaughn/Westgate manhole 3.31 15"Westgate south of Herstal, west side 0.40 5.00 0.50 0.77 0.77 0.68 0.09 0.68 12"Westgate south of Herstal, east side 0.42 5.00 0.50 0.80 0.80 0.70 0.10 4.69 15" Westgate north of Herstal, west side7 1.51 5.00 0.50 2.89 2.98 1.81 1.17 1.90 12" Westgate north of Herstal, east side7 0.16 5.00 0.50 0.31 0.41 0.39 0.02 0.49 18" as-built10 Westgate, south of roundabout, west side park inlet7 1.19 5.00 0.50 2.28 2.28 2.28 0.00 2.28 12" as-built10 Westgate, south of roundabout, west curb inlet7 0.53 5.00 0.50 1.01 2.18 1.44 0.74 3.72 15" as-built10 Westgate, south of roundabout, east curb inlet7 0.78 5.00 0.50 1.49 1.51 1.10 0.41 5.31 24" as-built10 Westgate, south quadrant of roundabout7 1.54 5.00 0.50 2.95 3.69 3.69 0.00 3.69 15" as-built10 Westgate, manhole at roundabout7 9.00 24" as-built10 Alleys7 Leiden, NW dead end 1.20 5.00 0.50 2.30 2.30 2.30 0.00 6.98 18"Vahl, NW dead end 1.33 5.00 0.50 2.54 2.54 2.54 0.00 2.54 12"Leiden, NE dead end 1.45 5.00 0.50 2.77 2.77 2.77 0.00 5.32 15"Manhole west of Leiden's NE dead end 0.28 5.00 0.50 0.54 0.54 0.54 0.00 5.85 18"Manhole north of detention facility 0.28 5.00 0.50 0.54 0.54 0.54 0.00 0.54 12" Detention D1.3D discharge pipe9 8.42 7.10 0.50 12.87 12.87 24" East Storm Drain (Vaughn Drive)East of Laurel, north side 0.68 5.00 0.50 1.30 1.30 1.30 0.00 1.30 12"East of Laurel, south side 0.21 5.00 0.50 0.40 0.40 0.40 0.00 1.70 12"at Debour, south side 0.14 5.00 0.50 0.27 0.27 0.27 0.00 1.97 12"at Debour, north side 0.79 5.00 0.50 1.51 1.51 1.51 0.00 3.48 15" Detention D1.3C discharge pipe9 1.97 5.00 0.50 3.77 3.77 15" Laurel Parkway (existing inlets) Sta. 8+00 double inlet, east side 1.77 6.50 0.50 2.86 2.86 2.32 0.54 2.32 12" as-built10 Sta. 8+00 double inlet, west side 1.79 7.70 0.50 2.60 2.60 2.14 0.46 2.14 12" as-built10 Detention D1.4C discharge pipe9 3.62 7.70 0.50 5.25 5.25 12"as-built10 FOOTNOTES: 1 Contributing drainage area 2 Qdirect is direct surface runoff to the inlet, and does not include bypass flows from upstream inlets. 3 Qtotal is total peak surface runoff to the inlet (direct runoff plus bypass flows from upstream inlets). 4 Qint is surface runoff intercepted by the inlet. 5 Qpipe is total flow to outlet pipe (total pipe flow from upstream inlets plus surface runoff intercepted at the inlet). 6 Calculations are attached where "Pipe Dia." column uses bold text. Other pipe sizes are evident based on flow rates. 7 These subbasins were defined in previous phases of construction; refer to previous drainage reports. 8 Qpipe for alleys is the total runoff to the nearest downstream drop inlet or manhole. 9 Equal to values in the Peak Runoff and Detention calculations.10 Pipes were installed during previous phases of construction. The attached calculations show that installed pipes are adequately sized. Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.50 % Diameter 12.00 in Discharge 1.97 ft³/s Results Normal Depth 7.99 in Flow Area 0.56 ft² Wetted Perimeter 1.91 ft Hydraulic Radius 3.49 in Top Width 0.94 ft Critical Depth 0.60 ft Percent Full 66.6 % Critical Slope 0.00681 ft/ft Velocity 3.55 ft/s Velocity Head 0.20 ft Specific Energy 0.86 ft Froude Number 0.82 Maximum Discharge 2.71 ft³/s Discharge Full 2.52 ft³/s Slope Full 0.00306 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 66.57 % Downstream Velocity Infinity ft/s 12" pipe at 0.50% slope (25-yr) 1/4/2018 4:39:25 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.60 % Diameter 12.00 in Discharge 2.54 ft³/s Results Normal Depth 9.07 in Flow Area 0.64 ft² Wetted Perimeter 2.11 ft Hydraulic Radius 3.63 in Top Width 0.86 ft Critical Depth 0.68 ft Percent Full 75.6 % Critical Slope 0.00774 ft/ft Velocity 3.99 ft/s Velocity Head 0.25 ft Specific Energy 1.00 ft Froude Number 0.82 Maximum Discharge 2.97 ft³/s Discharge Full 2.76 ft³/s Slope Full 0.00508 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 75.60 % Downstream Velocity Infinity ft/s 12" pipe at 0.60% slope (25-yr) 1/5/2018 8:20:19 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page Culvert Calculator Report D1.4C detention outlet pipe (25-yr HW calc) Title: The Lakes at Valley West n:\5352\009\design docs\reports\drainage\pipes.cvm 01/04/18 04:58:39 PM Morrison Maierle Inc © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Project Engineer: mhickman CulvertMaster v3.3 [03.03.00.04] Page 1 of 1 Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 54.70 ft Headwater Depth/Height 2.63 Computed Headwater Eleva 50.93 ft Discharge 5.25 cfs Inlet Control HW Elev.50.74 ft Tailwater Elevation 48.50 ft Outlet Control HW Elev. 50.93 ft Control Type Outlet Control Grades Upstream Invert 48.30 ft Downstream Invert 47.92 ft Length 54.00 ft Constructed Slope 0.7037 % Hydraulic Profile Profile CompositeM2PressureProfile Depth, Downstream 0.93 ft Slope Type Mild Normal Depth N/A ft Flow Regime Subcritical Critical Depth 0.93 ft Velocity Downstream 6.90 ft/s Critical Slope 1.6010 % Section Section Shape Circular Mannings Coefficient 0.012 Section MaterialCorrugated HDPE (Smooth Interior) Span 1.00 ft Section Size 12 inch Rise 1.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 50.93 ft Upstream Velocity Head 0.69 ft Ke 0.50 Entrance Loss 0.35 ft Inlet Control Properties Inlet Control HW Elev.50.74 ft Flow Control Submerged Inlet Type Square edge w/headwall Area Full 0.8 ft² K 0.00980 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 1 C 0.03980 Equation Form 1 Y 0.67000 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.60 % Diameter 15.00 in Discharge 5.32 ft³/s Results Normal Depth 13.43 in Flow Area 1.16 ft² Wetted Perimeter 3.10 ft Hydraulic Radius 4.48 in Top Width 0.77 ft Critical Depth 0.93 ft Percent Full 89.5 % Critical Slope 0.00821 ft/ft Velocity 4.59 ft/s Velocity Head 0.33 ft Specific Energy 1.45 ft Froude Number 0.66 Maximum Discharge 5.38 ft³/s Discharge Full 5.00 ft³/s Slope Full 0.00678 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 89.51 % Downstream Velocity Infinity ft/s 15" pipe at 0.60% slope (25-yr) 1/5/2018 8:19:26 AM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.60 % Diameter 18.00 in Discharge 6.98 ft³/s Results Normal Depth 12.84 in Flow Area 1.35 ft² Wetted Perimeter 3.02 ft Hydraulic Radius 5.36 in Top Width 1.36 ft Critical Depth 1.02 ft Percent Full 71.3 % Critical Slope 0.00675 ft/ft Velocity 5.18 ft/s Velocity Head 0.42 ft Specific Energy 1.49 ft Froude Number 0.92 Maximum Discharge 8.75 ft³/s Discharge Full 8.14 ft³/s Slope Full 0.00442 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 71.34 % Downstream Velocity Infinity ft/s 18" pipe at 0.60% slope (25-yr) 1/8/2018 3:13:24 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.60 % Diameter 24.00 in Discharge 12.87 ft³/s Results Normal Depth 15.28 in Flow Area 2.11 ft² Wetted Perimeter 3.70 ft Hydraulic Radius 6.85 in Top Width 1.92 ft Critical Depth 1.29 ft Percent Full 63.7 % Critical Slope 0.00578 ft/ft Velocity 6.10 ft/s Velocity Head 0.58 ft Specific Energy 1.85 ft Froude Number 1.03 Maximum Discharge 18.85 ft³/s Discharge Full 17.52 ft³/s Slope Full 0.00324 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 63.68 % Downstream Velocity Infinity ft/s 24" pipe at 0.60% slope (25-yr) 1/8/2018 3:22:49 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page DRAINAGE MAPS DRAINAGE MAPS (this page left blank intentionally) HUFFINE LANE DURSTON ROAD COTTONWOOD ROADBABCOCK STREETGOOCH HILL ROADLAURELPARKWAYBAXTERAAJCKERCREEKCREEK© PROJECT NO. FIGURE NUMBER COPYRIGHT MORRISON-MAIERLE, INC.,2018 N:\5352\009\ACAD\Exhibits\PH 5 Pre-Development.dwg Plotted by cooper krause on Jan/9/2018 DRAWN BY: DSGN. BY: APPR. BY: DATE:engineers surveyors planners scientists MorrisonMaierle 5352.009 FIG. 1 THE LAKES AT VALLEY WEST PHASES 5 AND 6 PRE-DEVELOPMENT DRAINAGE BOZEMAN MONTANA CPK MGH JRN 01/2018 2880 Technology Blvd West Bozeman, MT 59718 Phone: 406.587.0721 Fax: 406.922.6702 (this page left blank intentionally) SDSDSDSDSDSDSDSDSDSDSDSD 12SD12SD12SD12SD12SD12SD12SD12SD12SD12SD010010020050HORIZ. SCALEIN FEETDURSTON ROADD1.1A0.82D1.2B3.51D1.3A10.08D1.3B61.93D1.1B114.16D2.13.94D2.21.62D1.4 A5.72LAUREL PARKWAYWESTMORLAND DRIVE1.500.500.800.800.500.701.75DURSTON ROADHUFFINE LANECOTTONWOOD ROADMATCH LINEMATCH LINEPHASE 1PHASE 2VICINITY MAPSCALE: 1"=1000'D1.1B114.16D1.3B61.93GOOCH HILL ROADAAJKER CREEKBAXTER CREEKEXISTING 2-3614" x 2212" ARCPEXISTING36" CMPEXISTINGCUTOFF DITCHSOUTH SITE BOUNDARYBAXTER CREEK WEST LAKEEAST LAKEEXISTING DRAINAGEEXISTINGDETENTIONSTORAGE D1.2LEGENDSUB-BASIN BOUNDARYX.XXX.XXPOST-DEVELOPMENTSUB-BASIN DESIGNATIONSUB-BASIN AREAPHASE BOUNDARYDITCH OR SWALED1.4 B7.26EXISTING 12" PVCEAST LAKE OUTLETEXISTINGDETENTIONBASIN 2.1EXISTINGDETENTIONSTORAGE D1.4EXISTING 12" PVCWEST LAKE OUTLET0.60EXISTINGCULVERTEXTENSIONEXISTING 88" x 44" ARCP CULVERTD1.1C1.24D1.2 A5.52EXISTING DETENTIONSTORAGE 1.4CFIGURE NUMBER©PROJECT NO.DRAWN BY:DSGN. BY:APPR. BY:DATE:COPYRIGHT MORRISON-MAIERLE, INC.,2018N:\5352\009\ACAD\Exhibits\PH 5 Post-Development.dwg Plotted by mike g. hickman on Jan/12/2018engineers surveyors planners scientistsMorrisonMaierle5352.009FIG. 2THE LAKES AT VALLEY WESTPHASES 5 AND 6BOZEMANMONTANAPOST-DEVELOPEMENT DRAINAGE MAPDSMGHJRN12/2017PHASE 3WESTGATE AVE.EXISTINGSTORM DRAINPHASE 4HERSTAL WAYPHASE 5PHASE 6D1.3D8.42D1.3C1.97D1.4C3.58D1.2C1.14HERSTAL WAYLEIDEN LANEVAHL WAYDEBOUR LANEVAUGHN DRIVEPROPOSEDDETENTIONSTORAGE D1.3DPROPOSEDBASIN D1.3CHERSTAL WAY (this page left blank intentionally) memo Page 1 TO: Shawn Kohtz, P.E. City of Bozeman FROM: James Nickelson DATE: January 4, 2018 JOB NO.: 5352.009 RE: The Lakes at Valley West, Phase 5 and 6 Supplemental to the Design Report for the Water Distribution System CC: Greg Stratton Urgent For Review Please Comment Please Reply For Your Use This memorandum is to provide a supplemental WaterCAD analyses to the Lakes at Valley West Subdivision PUD Design Report for the Water Distribution System, dated November 24, 2014. This analysis was developed to confirm the proposed water distribution system is adequate to provide water for Phase 5 and 6 including the following scenarios; Average Day, Max Day with Fire Flows and Peak Hour. This supplemental data includes the proposed water distribution system to be installed with Phase 5 and 6. The same analysis software of WaterCAD along with the same methodology as described in the original Lakes at Valley West Subdivision PUD Design Report for the Water Distribution System was used. The water distribution system proposed for Phase 5 and 6 will be adequate to meet the requirements of City of Bozeman Design Standards. Please review and contact me with questions and/or comments. The Lakes at Valley West Subdivision PUD Water Distribution Design Report Executive Summary This report provides a basis for design of The Lakes at Valley West Subdivision PUD Water Distribution system. This is a comprehensive design report evaluating the water distribution system for the entire The Lakes at Valley West Subdivision Planned Unit Development (PUD). A more detailed water system was analyzed for Phases 1 and 2. The water distribution system serving The Lakes at Valley West Subdivision PUD will be designed and installed in accordance with the Water Quality Bureau (WQB) Circular No. 1; Montana Public Works Standard Specifications (MPWSS); The City of Bozeman Modifications to MPWSS; City of Bozeman Water Facility Plan; and the City of Bozeman Fire Service Line Standard. In accordance with the City of Bozeman Design Standards and Specifications Policy this report is being submitted for approval by the City of Bozeman prior to plan and specification submittal. The applicant intends to utilize the self-certification process provided for in these design standards. Introduction The water distribution system for The Lakes at Valley West Subdivision PUD will be an extension of the City of Bozeman’s existing system. Connections to the existing system will be the extension of 8-inch mains from the existing 12-inch main located in Durston Road. This design report is to verify that there is adequate volume and pressure to supply domestic and fire service for all of The Lakes at Valley West Subdivision PUD. This will be done by performing a hydraulic analysis for the proposed water main extensions utilizing existing and proposed information in a software program called WaterCAD. Before the analysis can begin, foundational data is acquired regarding variables such as average daily water demand, required fire flows, boundary pressures and/or tank locations, pipe materials, elevations and relative location of all other appurtenant components. Once the information is determined or calculated it is inserted to the software’s database to create a model of the water system. The next few sections explain the method for determining and or calculating the data required to model the water system for The Lakes at Valley West Subdivision PUD. Each node, pipe and or pump included in the model has to include the characteristics of the water system installed. After each piece of the model is complete the hydraulic analysis can be run. Predicted Average Daily Water Demand Water demand predicted in this report is based on findings detailed in the Bozeman 2005, Water Facility Plan, on page 7 of the Executive Summary. The plan suggests that an overall annual average daily demand of 170 gpd per person should be used for all future development. This demand estimate includes: 1) Base Flow Water. 2) Increased summer usage including lawn and garden irrigation, non-commercial car washing, cleaning sidewalks, and other miscellaneous metered uses. 3) Unaccounted for water usage such as street cleaning, hydrant flushing, sewer flushing, fire flows, flat rate accounts, leakage, and under registering meters. The following table indicates the service area utilized and the Average Daily Water Demand for this hydraulic analysis. (See Table 4.1) The following table shows some water master planned areas included in the demand that are not part of Phase #3. These areas are located along the existing distribution system and in order to be conservative in the hydraulic analysis for The Lakes have been included. The Average Daily Demand for this hydraulic analysis was derived from the demands used in the proposed Valley West sewer feasibility investigation. Table 4.1 Service Area and Average Daily Demand Avg Daily Demand2 GPD GPM The Lakes at Valley West Subdivision PUD 300 2.11 107610 74.7 Laurel Glen Subdivision 480 2.11 172176 119.6 Total 780 279786 194.3 1-2.11 persons/Unit, Bozeman Design Standards August, 2013 p. 51 2-based on 170 gpd/person, Bozeman 2005 Water Facility Plan p. 7 3-based on Metcalf and Eddy 3rd Edition, Wastewater Engineering Table 2.5 4-based on "Community Water Systems" Source Book 5th Edition, Table 1V, p.10 Service Area Number of Units Persons1 per Unit Peak Demand Factors For planning purposes the Maximum Daily Demand Factor used will be 2.3 and the Peak Hourly Demand Factor used will be 3.0. These peaking factors were taken from City of Bozeman, Design Standards and Specifications Policy March 2004 – Section V. Utility Design Criteria, sub-section A. Water Distribution Lines Design Criteria, Paragraph 4, page 48. Pressure Zones The Lakes at Valley West Subdivision PUD and Laurel Glen Subdivision are the two subdivisions pulling water from the existing 12” main located in Durston Road. The way the model was analyzed the water distribution system only has one pressure zones. Modeling Procedure The proposed water distribution system for The Lakes at Valley West Subdivision PUD and the associated areas located on the existing system were modeled using WaterCAD version 8i including the information detailed in this report. The total water demand for the system includes the Maximum Daily Demand and the required fire flow of 1500 gpm as determined by the Insurance Services Office (ISO) criteria. The Maximum Daily Demand is calculated by multiplying the Average Daily Demand by a peaking factor of 2.3 as described above. Flow from City of Bozeman existing fire hydrant #1722 was used to determine the existing water distribution flow capabilities. The static, residual and pitot pressures for the fire hydrant were obtained from the City of Bozeman Water Department. This information was used to develop a relationship between residual pressure and flow as simulated in the model by a pump and a reservoir. (See the associated pump curve calculated for the fire hydrant located in the appendix at the end of this report) The minimum pressure used for pipe main sizing was 35-psi during normal uses and no less than 20-psi residual pressure during fire hydrant full flow condition at any supply node. A “C” of 130 is used for the Hazen-Williams pipe roughness factor. Model Results The model’s results indicate that 8-inch distribution mains for The Lakes at Valley West Subdivision PUD will supply the needed maximum daily flow with fire flow while maintaining the required 20-psi residual pressure at all points within the modeled area. (See the WaterCAD model flow results located in the appendix at the end of this report). Model Conclusion Utilizing the existing 12-inch water main located in Durston Road and then infilling the proposed The Lakes at Valley West Subdivision PUD with 8-inch mains the area water distribution system meets the required design criteria. Additional Design Criteria The water mains are looped as much as possible to provide redundancy. There are dead end mains planned with the water infrastructure improvements. Each dead end meets the design criteria of less than 500 feet. The water main location will be to the City of Bozeman standard location, which is 5.5 feet north or west side of the centerline within the Right-of-Way for streets less than 35 feet in width. The water main location along Laurel Parkway is 11 feet west to accommodate the street section. All domestic water services smaller than 4-inch will be type “K” copper. The Single Family lots will be serviced with a ¾-inch service as shown in Phases 1 and 2. Future Duplex/Single Family lots will be served with a 1-inch service. Any future designated Multi-Family shall be serviced by a 1 ½-inch service. Future phases of The Lakes at Valley West Subdivision were model with a 2-inch domestic service as shown water distribution model map. To leave flexibility for future lot layouts the future phases were divided into service areas. All water service stubs will be installed in accordance with the City of Bozeman Standard Drawings at the center of each lot for Phases 1 and 2. Future services will also be installed in accordance with the City of Bozeman Standard Drawings when the lots are determined. Connections to the existing water mains will be made at existing dead end stub locations where possible and the use of tapping tee and valve assembly where needed. Water main valves will be placed within 800-foot intervals and on each leg of a water main intersection. Included in the placement of water valves, valves are placed so that only one fire hydrant will be out of service a one time. Fire hydrants for The Lakes at Valley West Subdivision PUD are located at approximate intervals of 500 feet. Fire hydrants are placed at all high points to provide for air relief. Also as part of the water main design all thrust restraints will be designed to withstand the test pressure 200 psi. Therefore, by utilizing the hydraulic analysis model results and the above mentioned additional design criteria the design of the water main extension for The Lakes at Valley West Subdivision PUD meets or exceeds the City of Bozeman Design Standards and Specifications Policy. N:\5352\002\DESIGN DOCS\REPORTS\WATER\WATER DSGN REPORT.DOCX APPENDIX AVERAGE DAILY DEMAND False 12:00:00 AM THE LAKES AT VALLEY WEST SUBDIVISION Calculation Type Bentley WaterCAD V8i (SELECTseries 4) [08.11.04.50] Page 1 of 1 True Hydraulics Only Base Calculation Options Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Use simple controls during steady state? Is EPS Snapshot? Start Time Base Energy Cost Base Transient Base Pressure Dependent Demand Base Failure History Base User Data Extensions Base Calculation Options Base Initial Settings Base Operational Base Age Base Constituent Base Trace Base Fire Flow 1 Average Day Base Active Topology Base Physical Base Demand Friction Method Accuracy Trials Steady State Hazen-Williams 0.001 40 Pressure Dependent Demand Failure History User Data Extensions Steady State/EPS Solver Calculation Options Transient Solver Calculation Options Time Analysis Type Age Constituent Trace Fire Flow Energy Cost Transient VW-LAKES-WaterCAD.wtg 11/20/2014 Scenario Summary Hydraulic Summary ID Label Notes Active Topology Scenario Summary Report Scenario: Average Day Physical Demand Initial Settings Operational ID Elevation (ft) Demand (gpm) Hydraulic Grade (ft) Pressure (psi) 29 4,741.86 0.00 4,960.67 95 30 4,741.50 0.00 4,960.60 95 32 4,743.00 0.00 4,960.57 94 34 4,743.00 0.00 4,960.56 94 36 4,741.50 0.00 4,960.53 95 38 4,741.00 0.00 4,960.53 95 40 4,738.50 0.00 4,960.53 96 42 4,736.50 0.00 4,960.53 97 44 4,736.00 0.00 4,960.52 97 46 4,736.10 0.00 4,960.52 97 48 4,736.00 0.00 4,960.52 97 50 4,748.10 0.00 4,960.55 92 52 4,748.00 0.00 4,960.55 92 54 4,748.50 0.00 4,960.55 92 56 4,748.20 0.00 4,960.55 92 58 4,747.60 0.00 4,960.55 92 60 4,747.30 0.00 4,960.55 92 62 4,747.00 0.00 4,960.55 92 64 4,746.30 0.00 4,960.54 93 66 4,745.60 0.00 4,960.54 93 68 4,744.80 0.00 4,960.54 93 70 4,744.60 0.00 4,960.53 93 72 4,745.40 0.00 4,960.53 93 74 4,746.40 0.00 4,960.53 93 76 4,746.80 0.00 4,960.53 92 78 4,746.60 0.00 4,960.53 93 80 4,746.60 0.00 4,960.53 93 82 4,746.30 0.00 4,960.53 93 84 4,746.30 0.00 4,960.53 93 86 4,746.30 0.00 4,960.53 93 88 4,746.00 0.00 4,960.53 93 90 4,746.00 0.00 4,960.53 93 92 4,746.00 0.00 4,960.53 93 94 4,745.50 0.00 4,960.53 93 96 4,745.00 0.00 4,960.53 93 98 4,744.00 0.00 4,960.53 94 100 4,743.80 0.00 4,960.53 94 102 4,743.50 0.00 4,960.52 94 104 4,740.00 0.00 4,960.52 95 106 4,739.10 0.00 4,960.52 96 108 4,739.90 0.00 4,960.52 95 110 4,740.80 0.00 4,960.52 95 112 4,743.80 0.00 4,960.52 94 114 4,743.40 0.00 4,960.52 94 116 4,742.80 0.00 4,960.52 94 118 4,742.70 0.00 4,960.52 94 120 4,743.10 0.00 4,960.52 94 122 4,743.50 0.00 4,960.52 94 THE LAKES AT VALLEY WEST SUBDIVISION VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes Zone VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes J-47 J-48 J-41 J-42 J-43 J-44 J-45 J-46 J-35 J-36 J-37 J-38 J-39 J-40 J-29 J-30 J-31 J-32 J-33 J-34 J-23 J-24 J-25 J-26 J-27 J-28 J-17 J-18 J-19 J-20 J-21 J-22 J-11 J-12 J-13 J-14 J-15 J-16 J-5 J-6 J-7 J-8 J-9 J-10 Average Day: Junction Table Current Time: 0.000 hours Label J-1 J-2 J-3 J-4 1 124 4,744.40 0.00 4,960.52 94 126 4,744.60 0.00 4,960.52 93 128 4,744.50 0.00 4,960.55 93 130 4,743.50 0.00 4,960.55 94 132 4,742.60 0.00 4,960.56 94 134 4,742.00 0.00 4,960.56 95 136 4,741.80 0.00 4,960.56 95 138 4,741.20 0.00 4,960.56 95 140 4,741.00 0.00 4,960.56 95 142 4,742.30 0.00 4,960.56 94 144 4,741.60 0.00 4,960.55 95 146 4,741.40 0.00 4,960.55 95 148 4,740.90 0.00 4,960.55 95 150 4,740.30 0.00 4,960.55 95 152 4,740.00 0.00 4,960.55 95 154 4,740.20 0.00 4,960.55 95 156 4,740.70 0.00 4,960.55 95 158 4,740.50 0.00 4,960.55 95 160 4,740.00 0.00 4,960.55 95 162 4,740.00 0.00 4,960.55 95 164 4,741.60 0.00 4,960.55 95 166 4,741.70 0.00 4,960.55 95 168 4,741.90 0.00 4,960.55 95 170 4,742.90 0.00 4,960.55 94 173 4,743.20 0.00 4,960.53 94 175 4,743.00 0.00 4,960.53 94 177 4,742.10 0.00 4,960.53 95 179 4,741.20 0.00 4,960.53 95 181 4,740.30 0.00 4,960.53 95 183 4,740.20 0.00 4,960.53 95 185 4,740.40 0.00 4,960.53 95 187 4,741.60 0.00 4,960.53 95 189 4,741.60 0.00 4,960.53 95 191 4,741.20 0.00 4,960.53 95 193 4,741.00 0.00 4,960.53 95 195 4,741.10 0.00 4,960.53 95 197 4,741.90 0.00 4,960.53 95 199 4,742.30 0.00 4,960.53 94 201 4,743.70 0.00 4,960.53 94 203 4,744.20 0.00 4,960.53 94 206 4,739.40 0.00 4,960.52 96 208 4,738.90 0.00 4,960.52 96 210 4,737.20 0.00 4,960.52 97 212 4,737.00 0.00 4,960.52 97 214 4,736.00 0.00 4,960.52 97 216 4,736.40 0.00 4,960.52 97 218 4,736.60 0.00 4,960.52 97 220 4,737.20 0.00 4,960.52 97 222 4,736.50 0.00 4,960.52 97 224 4,736.70 0.00 4,960.52 97 226 4,738.80 0.00 4,960.52 96 228 4,739.10 0.00 4,960.52 96 230 4,739.30 0.00 4,960.52 96 233 4,740.50 0.00 4,960.53 95 235 4,739.50 0.00 4,960.53 96 238 4,753.30 0.00 4,960.52 90 240 4,756.70 0.00 4,960.52 88 VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes J-101 J-102 J-103 J-104 J-105 J-95 J-96 J-97 J-98 J-99 J-100 J-89 J-90 J-91 J-92 J-93 J-94 J-83 J-84 J-85 J-86 J-87 J-88 J-77 J-78 J-79 J-80 J-81 J-82 J-71 J-72 J-73 J-74 J-75 J-76 J-65 J-66 J-67 J-68 J-69 J-70 J-59 J-60 J-61 J-62 J-63 J-64 J-53 J-54 J-55 J-56 J-57 J-58 J-49 J-50 J-51 J-52 2 242 4,735.80 0.00 4,960.52 97 245 4,738.20 0.00 4,960.52 96 248 4,745.40 0.00 4,960.52 93 250 4,746.60 0.00 4,960.52 93 252 4,747.70 0.00 4,960.52 92 254 4,750.00 0.00 4,960.52 91 256 4,752.70 0.00 4,960.52 90 258 4,745.30 0.00 4,960.52 93 260 4,745.80 0.00 4,960.52 93 262 4,746.30 0.00 4,960.52 93 264 4,748.50 0.00 4,960.52 92 266 4,749.70 0.00 4,960.52 91 268 4,750.00 0.00 4,960.52 91 271 4,751.80 0.00 4,960.52 90 273 4,752.10 0.00 4,960.52 90 275 4,752.10 0.00 4,960.52 90 277 4,752.30 0.00 4,960.52 90 279 4,753.80 0.00 4,960.52 89 282 4,753.90 0.00 4,960.52 89 284 4,755.60 0.00 4,960.52 89 286 4,755.60 0.00 4,960.52 89 288 4,753.50 0.00 4,960.52 90 291 4,753.50 0.00 4,960.52 90 293 4,748.40 0.00 4,960.55 92 295 4,744.80 0.00 4,960.54 93 297 4,746.00 0.00 4,960.53 93 299 4,739.90 0.00 4,960.52 95 301 4,742.80 0.00 4,960.52 94 303 4,745.80 0.00 4,960.52 93 306 4,746.60 0.00 4,960.52 93 308 4,750.00 0.00 4,960.52 91 310 4,751.20 0.00 4,960.52 91 312 4,735.10 0.00 4,960.52 98 314 4,736.80 0.00 4,960.53 97 316 4,738.80 0.00 4,960.53 96 318 4,741.00 0.00 4,960.53 95 320 4,743.00 0.00 4,960.56 94 322 4,741.90 0.00 4,960.60 95 324 4,764.20 0.25 4,960.54 85 326 4,764.70 0.25 4,960.53 85 328 4,765.40 0.25 4,960.53 84 330 4,766.10 0.25 4,960.53 84 332 4,767.00 0.25 4,960.53 84 334 4,767.00 0.25 4,960.53 84 336 4,766.00 0.25 4,960.53 84 338 4,765.70 0.25 4,960.52 84 340 4,765.40 0.25 4,960.52 84 342 4,765.50 0.25 4,960.52 84 344 4,766.00 0.25 4,960.54 84 346 4,765.00 0.25 4,960.54 85 348 4,765.50 0.25 4,960.53 84 350 4,763.70 0.25 4,960.54 85 352 4,764.50 0.25 4,960.53 85 354 4,762.90 0.25 4,960.53 86 356 4,763.60 0.25 4,960.53 85 358 4,762.60 0.25 4,960.53 86 360 4,764.30 0.25 4,960.53 85 VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes J-162 J-163 J-156 J-157 J-158 J-159 J-160 J-161 J-150 J-151 J-152 J-153 J-154 J-155 J-144 J-145 J-146 J-147 J-148 J-149 J-138 J-139 J-140 J-141 J-142 J-143 J-132 J-133 J-134 J-135 J-136 J-137 J-126 J-127 J-128 J-129 J-130 J-131 J-120 J-121 J-122 J-123 J-124 J-125 J-114 J-115 J-116 J-117 J-118 J-119 J-108 J-109 J-110 J-111 J-112 J-113 J-106 3 362 4,763.80 0.25 4,960.53 85 364 4,764.20 0.25 4,960.53 85 366 4,764.10 0.25 4,960.53 85 368 4,765.00 0.25 4,960.53 85 370 4,765.20 0.25 4,960.53 85 372 4,766.00 0.25 4,960.52 84 374 4,767.60 0.75 4,960.53 83 376 4,770.00 0.25 4,960.50 82 378 4,770.00 0.25 4,960.50 82 380 4,768.50 0.25 4,960.51 83 382 4,769.50 0.25 4,960.50 83 384 4,768.00 0.25 4,960.50 83 386 4,769.00 0.25 4,960.49 83 388 4,768.30 0.25 4,960.49 83 390 4,767.00 0.25 4,960.51 84 392 4,768.10 0.25 4,960.49 83 394 4,764.70 0.25 4,960.50 85 396 4,767.60 0.25 4,960.49 83 398 4,767.00 0.25 4,960.49 84 400 4,762.00 0.25 4,960.51 86 402 4,767.10 0.25 4,960.49 84 404 4,762.50 0.25 4,960.51 86 406 4,765.00 0.25 4,960.51 85 408 4,767.00 0.25 4,960.51 84 410 4,764.60 0.25 4,960.51 85 412 4,764.10 0.25 4,960.51 85 414 4,764.10 0.25 4,960.51 85 416 4,764.00 0.25 4,960.51 85 418 4,764.00 0.25 4,960.51 85 420 4,767.00 0.25 4,960.51 84 422 4,766.10 0.25 4,960.51 84 424 4,763.90 0.25 4,960.51 85 426 4,763.00 0.25 4,960.50 85 428 4,763.30 0.25 4,960.50 85 430 4,740.90 0.00 4,960.53 95 433 4,764.00 0.25 4,960.50 85 435 4,765.00 0.25 4,960.50 85 437 4,765.30 0.25 4,960.50 84 439 4,766.50 0.25 4,960.50 84 441 4,763.00 2.00 4,960.51 85 443 4,761.00 2.00 4,960.51 86 445 4,766.40 2.75 4,960.50 84 447 4,760.00 1.00 4,960.52 87 449 4,759.90 2.00 4,960.51 87 451 4,759.80 0.50 4,960.51 87 453 4,760.00 0.50 4,960.51 87 455 4,762.10 1.00 4,960.52 86 457 4,763.00 1.25 4,960.52 85 459 4,762.00 1.25 4,960.52 86 461 4,765.30 1.00 4,960.52 84 463 4,761.20 2.25 4,960.51 86 465 4,763.00 1.00 4,960.52 85 467 4,765.00 1.00 4,960.51 85 469 4,764.90 1.00 4,960.52 85 471 4,765.80 2.00 4,960.51 84 473 4,766.50 2.00 4,960.51 84 475 4,768.40 2.50 4,960.50 83 VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes J-216 J-217 J-218 J-219 J-220 J-210 J-211 J-212 J-213 J-214 J-215 J-204 J-205 J-206 J-207 J-208 J-209 J-198 J-199 J-200 J-201 J-202 J-203 J-192 J-193 J-194 J-195 J-196 J-197 J-186 J-187 J-188 J-189 J-190 J-191 J-180 J-181 J-182 J-183 J-184 J-185 J-174 J-175 J-176 J-177 J-178 J-179 J-168 J-169 J-170 J-171 J-172 J-173 J-164 J-165 J-166 J-167 4 477 4,768.00 2.50 4,960.50 83 479 4,770.70 2.25 4,960.50 82 481 4,771.00 1.50 4,960.51 82 483 4,772.50 2.00 4,960.50 81 485 4,766.70 2.25 4,960.50 84 487 4,768.10 2.50 4,960.50 83 489 4,770.20 2.00 4,960.51 82 491 4,773.30 2.00 4,960.50 81 493 4,772.20 2.25 4,960.51 81 495 4,774.50 2.25 4,960.50 80 497 4,771.90 2.25 4,960.50 82 500 4,775.00 2.25 4,960.50 80 502 4,772.50 2.00 4,960.51 81 504 4,774.70 2.00 4,960.51 80 506 4,774.00 1.50 4,960.51 81 508 4,776.50 1.75 4,960.51 80 544 4,740.38 0.00 4,960.55 95 545 4,740.38 0.00 4,960.55 95 561 4,741.58 0.00 4,960.54 95 564 4,741.50 80.00 4,960.53 95 566 4,736.00 40.00 4,960.52 97 Bentley WaterCAD V8i (SELECTseries 4) [08.11.04.50] 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes Bentley Systems, Inc. Haestad Methods Solution Center VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes J-255 J-256 J-235 J-236 J-237 J-252 J-253 J-254 J-228 J-229 J-231 J-232 J-233 J-234 J-222 J-223 J-224 J-225 J-226 J-227 J-221 VW-LAKES-WaterCAD.wtg 11/20/2014 5 ID Label Start Node Diameter (in) Material Flow (gpm) Velocity (ft/s) Zone 31 P-1 J-1 12.00 Ductile Iron 195.11 0.55 VW-Lakes 33 P-2 J-2 12.00 Ductile Iron 195.10 0.55 VW-Lakes 35 P-3 J-3 12.00 Ductile Iron 142.32 0.40 VW-Lakes 39 P-5 J-5 12.00 Ductile Iron 54.17 0.15 VW-Lakes 41 P-6 J-6 12.00 Ductile Iron 54.16 0.15 VW-Lakes 43 P-7 J-7 12.00 Ductile Iron 54.16 0.15 VW-Lakes 45 P-8 J-8 12.00 Ductile Iron 54.16 0.15 VW-Lakes 47 P-9 J-9 12.00 Ductile Iron 0.01 0.00 VW-Lakes 49 P-10 J-10 12.00 Ductile Iron 0.00 0.00 VW-Lakes 53 P-12 J-12 8.00 Ductile Iron 24.91 0.16 VW-Lakes 55 P-13 J-13 8.00 Ductile Iron 24.91 0.16 VW-Lakes 57 P-14 J-14 8.00 Ductile Iron 24.66 0.16 VW-Lakes 59 P-15 J-15 8.00 Ductile Iron 24.41 0.16 VW-Lakes 61 P-16 J-16 8.00 Ductile Iron 24.16 0.15 VW-Lakes 63 P-17 J-17 8.00 Ductile Iron 23.91 0.15 VW-Lakes 65 P-18 J-18 8.00 Ductile Iron 23.66 0.15 VW-Lakes 67 P-19 J-19 8.00 Ductile Iron 46.77 0.30 VW-Lakes 69 P-20 J-20 8.00 Ductile Iron 46.52 0.30 VW-Lakes 71 P-21 J-21 8.00 Ductile Iron 46.52 0.30 VW-Lakes 73 P-22 J-22 8.00 Ductile Iron 32.56 0.21 VW-Lakes 75 P-23 J-23 8.00 Ductile Iron 31.81 0.20 VW-Lakes 77 P-24 J-24 8.00 Ductile Iron 31.56 0.20 VW-Lakes 79 P-25 J-25 8.00 Ductile Iron 19.21 0.12 VW-Lakes 81 P-26 J-26 8.00 Ductile Iron 18.96 0.12 VW-Lakes 83 P-27 J-27 8.00 Ductile Iron 18.71 0.12 VW-Lakes 85 P-28 J-28 8.00 Ductile Iron 18.46 0.12 VW-Lakes 87 P-29 J-29 8.00 Ductile Iron 18.21 0.12 VW-Lakes 89 P-30 J-30 8.00 Ductile Iron 17.71 0.11 VW-Lakes 91 P-31 J-31 8.00 Ductile Iron 17.46 0.11 VW-Lakes 93 P-32 J-32 8.00 Ductile Iron 17.21 0.11 VW-Lakes 95 P-33 J-33 8.00 Ductile Iron 17.20 0.11 VW-Lakes 97 P-34 J-34 8.00 Ductile Iron 16.95 0.11 VW-Lakes 99 P-35 J-35 8.00 Ductile Iron 24.80 0.16 VW-Lakes 101 P-36 J-36 8.00 Ductile Iron 24.55 0.16 VW-Lakes 103 P-37 J-37 8.00 Ductile Iron 24.30 0.16 VW-Lakes 105 P-38 J-38 8.00 Ductile Iron 24.05 0.15 VW-Lakes 107 P-39 J-39 8.00 Ductile Iron 20.05 0.13 VW-Lakes 109 P-40 J-40 8.00 Ductile Iron 17.30 0.11 VW-Lakes 111 P-41 J-41 8.00 Ductile Iron 17.30 0.11 VW-Lakes 113 P-42 J-42 8.00 Ductile Iron 8.93 0.06 VW-Lakes 115 P-43 J-43 8.00 Ductile Iron 9.79 0.06 VW-Lakes 117 P-44 J-44 8.00 Ductile Iron 8.79 0.06 VW-Lakes 119 P-45 J-45 8.00 Ductile Iron 8.79 0.06 VW-Lakes 121 P-46 J-46 8.00 Ductile Iron 11.98 0.08 VW-Lakes 123 P-47 J-47 8.00 Ductile Iron 10.98 0.07 VW-Lakes 125 P-48 J-48 8.00 Ductile Iron 1.00 0.01 VW-Lakes THE LAKES AT VALLEY WEST SUBDIVISION 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 Hazen- Williams C 130.0 130.0 130.0 130.0 J-45 J-46 J-47 J-48 J-49 J-39 J-40 J-41 J-42 J-43 J-44 J-33 J-34 J-35 J-36 J-37 J-38 J-27 J-28 J-29 J-30 J-31 J-32 J-21 J-22 J-23 J-24 J-25 J-26 J-15 J-16 J-17 J-18 J-19 J-20 J-8 J-9 J-10 J-11 J-13 J-14 Stop Node J-2 J-3 J-4 J-6 J-7 38 70 40 59 51 69 15 147 91 90 33 200 4 11 19 15 25 27 31 16 32 2 40 40 67 50 60 88 42 36 16 63 61 61 64 53 414 320 386 32 113 27 Average Day: Pipe Table Current Time: 0.000 hours Length (Scaled) (ft) 560 257 102 27 1 127 P-49 J-49 8.00 Ductile Iron 0.00 0.00 VW-Lakes 129 P-50 J-12 8.00 Ductile Iron -24.91 0.16 VW-Lakes 131 P-51 J-51 8.00 Ductile Iron -25.16 0.16 VW-Lakes 133 P-52 J-52 8.00 Ductile Iron -25.41 0.16 VW-Lakes 135 P-53 J-53 8.00 Ductile Iron -25.66 0.16 VW-Lakes 137 P-54 J-54 8.00 Ductile Iron -52.28 0.33 VW-Lakes 139 P-55 J-55 8.00 Ductile Iron -52.53 0.34 VW-Lakes 141 P-56 J-56 8.00 Ductile Iron -52.78 0.34 VW-Lakes 143 P-57 J-54 8.00 Ductile Iron 26.63 0.17 VW-Lakes 145 P-58 J-58 8.00 Ductile Iron 26.13 0.17 VW-Lakes 147 P-59 J-59 8.00 Ductile Iron 25.88 0.17 VW-Lakes 149 P-60 J-60 8.00 Ductile Iron 25.63 0.16 VW-Lakes 151 P-61 J-61 8.00 Ductile Iron 25.38 0.16 VW-Lakes 153 P-62 J-62 8.00 Ductile Iron 25.13 0.16 VW-Lakes 155 P-63 J-63 8.00 Ductile Iron 24.88 0.16 VW-Lakes 159 P-65 J-65 8.00 Ductile Iron 0.51 0.00 VW-Lakes 161 P-66 J-66 8.00 Ductile Iron 0.26 0.00 VW-Lakes 163 P-67 J-67 8.00 Ductile Iron 0.00 0.00 VW-Lakes 165 P-68 J-65 8.00 Ductile Iron 24.11 0.15 VW-Lakes 167 P-69 J-69 8.00 Ductile Iron 23.86 0.15 VW-Lakes 169 P-70 J-70 8.00 Ductile Iron 23.61 0.15 VW-Lakes 171 P-71 J-71 8.00 Ductile Iron 23.36 0.15 VW-Lakes 172 P-72 J-72 8.00 Ductile Iron 23.11 0.15 VW-Lakes 174 P-73 J-25 8.00 Ductile Iron 12.11 0.08 VW-Lakes 176 P-74 J-73 8.00 Ductile Iron 11.86 0.08 VW-Lakes 178 P-75 J-74 8.00 Ductile Iron 11.61 0.07 VW-Lakes 180 P-76 J-75 8.00 Ductile Iron 11.36 0.07 VW-Lakes 184 P-78 J-77 8.00 Ductile Iron 0.26 0.00 VW-Lakes 186 P-79 J-78 8.00 Ductile Iron 0.00 0.00 VW-Lakes 188 P-80 J-76 8.00 Ductile Iron 10.60 0.07 VW-Lakes 190 P-81 J-80 8.00 Ductile Iron 10.10 0.06 VW-Lakes 192 P-82 J-81 8.00 Ductile Iron 9.60 0.06 VW-Lakes 194 P-83 J-82 8.00 Ductile Iron 9.35 0.06 VW-Lakes 196 P-84 J-83 8.00 Ductile Iron 9.10 0.06 VW-Lakes 198 P-85 J-84 8.00 Ductile Iron 8.85 0.06 VW-Lakes 200 P-86 J-85 8.00 Ductile Iron 8.60 0.05 VW-Lakes 202 P-87 J-86 8.00 Ductile Iron 8.35 0.05 VW-Lakes 204 P-88 J-87 8.00 Ductile Iron 8.10 0.05 VW-Lakes 205 P-89 J-88 8.00 Ductile Iron 7.85 0.05 VW-Lakes 207 P-90 J-39 8.00 Ductile Iron 4.00 0.03 VW-Lakes 209 P-91 J-89 8.00 Ductile Iron 0.00 0.00 VW-Lakes 211 P-92 J-42 8.00 Ductile Iron 8.37 0.05 VW-Lakes 213 P-93 J-91 8.00 Ductile Iron 7.37 0.05 VW-Lakes 215 P-94 J-92 8.00 Ductile Iron 5.37 0.03 VW-Lakes 217 P-95 J-93 8.00 Ductile Iron 0.00 0.00 VW-Lakes 219 P-96 J-93 8.00 Ductile Iron 5.36 0.03 VW-Lakes 221 P-97 J-95 8.00 Ductile Iron 4.86 0.03 VW-Lakes 223 P-98 J-96 8.00 Ductile Iron 4.36 0.03 VW-Lakes 225 P-99 J-97 8.00 Ductile Iron 0.00 0.00 VW-Lakes 227 P-100 J-97 8.00 Ductile Iron 4.36 0.03 VW-Lakes 229 P-101 J-99 8.00 Ductile Iron 3.11 0.02 VW-Lakes 231 P-102 J-100 8.00 Ductile Iron 2.11 0.01 VW-Lakes 232 P-103 J-101 8.00 Ductile Iron 0.86 0.01 VW-Lakes 234 P-104 J-5 8.00 Ductile Iron 8.15 0.05 VW-Lakes 236 P-105 J-102 8.00 Ductile Iron 8.15 0.05 VW-Lakes130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 J-99 J-100 J-101 J-43 J-102 J-103 J-93 J-94 J-95 J-96 J-97 J-98 J-88 J-35 J-89 J-90 J-91 J-92 J-82 J-83 J-84 J-85 J-86 J-87 J-75 J-76 J-78 J-79 J-80 J-81 J-70 J-71 J-72 J-19 J-73 J-74 J-63 J-64 J-66 J-67 J-68 J-69 J-57 J-58 J-59 J-60 J-61 J-62 J-51 J-52 J-53 J-54 J-55 J-56 J-50 33 68 37 61 58 78 27 52 35 68 48 117 58 25 40 101 111 52 62 44 39 26 21 30 14 35 35 27 35 16 32 39 25 25 50 109 144 34 27 50 11 53 29 52 26 49 54 23 38 81 75 76 52 37 15 2 237 P-106 J-103 8.00 Ductile Iron 8.15 0.05 VW-Lakes 239 P-107 J-22 8.00 Ductile Iron 22.10 0.14 VW-Lakes 241 P-108 J-104 8.00 Ductile Iron 0.00 0.00 VW-Lakes 244 P-109 J-9 8.00 Ductile Iron 14.15 0.09 VW-Lakes 246 P-110 J-106 8.00 Ductile Iron 14.15 0.09 VW-Lakes 247 P-111 J-108 8.00 Ductile Iron 11.90 0.08 VW-Lakes 249 P-112 J-46 8.00 Ductile Iron 8.70 0.06 VW-Lakes 251 P-113 J-109 8.00 Ductile Iron 6.45 0.04 VW-Lakes 253 P-114 J-110 8.00 Ductile Iron 6.45 0.04 VW-Lakes 255 P-115 J-111 8.00 Ductile Iron 3.95 0.03 VW-Lakes 257 P-116 J-112 8.00 Ductile Iron 0.00 0.00 VW-Lakes 259 P-117 J-48 8.00 Ductile Iron 8.97 0.06 VW-Lakes 261 P-118 J-114 8.00 Ductile Iron 4.97 0.03 VW-Lakes 263 P-119 J-115 8.00 Ductile Iron 4.97 0.03 VW-Lakes 265 P-120 J-116 8.00 Ductile Iron -0.03 0.00 VW-Lakes 267 P-121 J-117 8.00 Ductile Iron -2.28 0.01 VW-Lakes 269 P-122 J-118 8.00 Ductile Iron -5.78 0.04 VW-Lakes 270 P-123 J-119 8.00 Ductile Iron -5.78 0.04 VW-Lakes 272 P-124 J-112 8.00 Ductile Iron -1.84 0.01 VW-Lakes 274 P-125 J-120 8.00 Ductile Iron -5.84 0.04 VW-Lakes 276 P-126 J-121 8.00 Ductile Iron -10.34 0.07 VW-Lakes 278 P-127 J-122 8.00 Ductile Iron -10.34 0.07 VW-Lakes 280 P-128 J-123 8.00 Ductile Iron -14.84 0.09 VW-Lakes 283 P-130 J-104 8.00 Ductile Iron 3.25 0.02 VW-Lakes 285 P-131 J-125 8.00 Ductile Iron 0.00 0.00 VW-Lakes 287 P-132 J-126 6.00 Ductile Iron 0.00 0.00 VW-Lakes 289 P-133 J-124 8.00 Ductile Iron -18.84 0.12 VW-Lakes 290 P-134 J-128 8.00 Ductile Iron -18.84 0.12 VW-Lakes 292 P-135 J-128 6.00 Ductile Iron 0.00 0.00 VW-Lakes 294 P-136 J-13 6.00 Ductile Iron 0.00 0.00 VW-Lakes 296 P-137 J-21 6.00 Ductile Iron 0.00 0.00 VW-Lakes 298 P-138 J-33 6.00 Ductile Iron 0.00 0.00 VW-Lakes 300 P-139 J-41 6.00 Ductile Iron 0.00 0.00 VW-Lakes 302 P-140 J-45 6.00 Ductile Iron 0.00 0.00 VW-Lakes 305 P-142 J-135 6.00 Ductile Iron 0.00 0.00 VW-Lakes 307 P-143 J-110 6.00 Ductile Iron 0.00 0.00 VW-Lakes 309 P-144 J-119 6.00 Ductile Iron 0.00 0.00 VW-Lakes 311 P-145 J-122 6.00 Ductile Iron 0.00 0.00 VW-Lakes 313 P-146 J-10 6.00 Ductile Iron 0.00 0.00 VW-Lakes 315 P-147 J-8 6.00 Ductile Iron 0.00 0.00 VW-Lakes 317 P-148 J-7 6.00 Ductile Iron 0.00 0.00 VW-Lakes 319 P-149 J-6 6.00 Ductile Iron 0.00 0.00 VW-Lakes 321 P-150 J-4 6.00 Ductile Iron 0.00 0.00 VW-Lakes 323 P-151 J-2 6.00 Ductile Iron 0.00 0.00 VW-Lakes 325 P-152 J-56 0.75 Copper 0.25 0.18 VW-Lakes 327 P-153 J-55 0.75 Copper 0.25 0.18 VW-Lakes 329 P-154 J-53 0.75 Copper 0.25 0.18 VW-Lakes 331 P-155 J-52 0.75 Copper 0.25 0.18 VW-Lakes 333 P-156 J-51 0.75 Copper 0.25 0.18 VW-Lakes 335 P-157 J-14 0.75 Copper 0.25 0.18 VW-Lakes 337 P-158 J-15 0.75 Copper 0.25 0.18 VW-Lakes 339 P-159 J-16 0.75 Copper 0.25 0.18 VW-Lakes 341 P-160 J-17 0.75 Copper 0.25 0.18 VW-Lakes 343 P-161 J-18 0.75 Copper 0.25 0.18 VW-Lakes 345 P-162 J-58 0.75 Copper 0.25 0.18 VW-Lakes 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 130.0 130.0 130.0 135.0 135.0 135.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 J-155 J-149 J-150 J-151 J-152 J-153 J-154 J-143 J-144 J-145 J-146 J-147 J-148 J-137 J-138 J-139 J-140 J-141 J-142 J-131 J-132 J-133 J-134 J-115 J-136 J-126 J-127 J-128 J-104 J-129 J-130 J-120 J-121 J-122 J-123 J-124 J-125 J-115 J-116 J-117 J-118 J-119 J-112 J-109 J-110 J-111 J-112 J-113 J-114 J-22 J-104 J-105 J-106 J-108 J-46 64 53 65 64 63 63 63 63 18 17 17 65 65 65 14 22 22 17 17 17 13 13 10 12 12 11 179 112 14 100 35 11 27 150 213 104 145 220 201 54 105 225 129 56 251 217 128 81 291 201 372 739 196 26 212 3 347 P-163 J-58 0.75 Copper 0.25 0.18 VW-Lakes 349 P-164 J-59 0.75 Copper 0.25 0.18 VW-Lakes 351 P-165 J-60 0.75 Copper 0.25 0.18 VW-Lakes 353 P-166 J-61 0.75 Copper 0.25 0.18 VW-Lakes 355 P-167 J-62 0.75 Copper 0.25 0.18 VW-Lakes 357 P-168 J-63 0.75 Copper 0.25 0.18 VW-Lakes 359 P-169 J-64 0.75 Copper 0.25 0.18 VW-Lakes 361 P-170 J-67 0.75 Copper 0.25 0.18 VW-Lakes 363 P-171 J-66 0.75 Copper 0.25 0.18 VW-Lakes 365 P-172 J-69 0.75 Copper 0.25 0.18 VW-Lakes 367 P-173 J-70 0.75 Copper 0.25 0.18 VW-Lakes 369 P-174 J-71 0.75 Copper 0.25 0.18 VW-Lakes 371 P-175 J-72 0.75 Copper 0.25 0.18 VW-Lakes 373 P-176 J-20 0.75 Copper 0.25 0.18 VW-Lakes 375 P-177 J-23 2.00 Copper 0.75 0.08 VW-Lakes 377 P-178 J-24 0.75 Copper 0.25 0.18 VW-Lakes 379 P-179 J-25 0.75 Copper 0.25 0.18 VW-Lakes 381 P-180 J-26 0.75 Copper 0.25 0.18 VW-Lakes 383 P-181 J-27 0.75 Copper 0.25 0.18 VW-Lakes 385 P-182 J-28 0.75 Copper 0.25 0.18 VW-Lakes 387 P-183 J-29 0.75 Copper 0.25 0.18 VW-Lakes 389 P-184 J-30 0.75 Copper 0.25 0.18 VW-Lakes 391 P-185 J-30 0.75 Copper 0.25 0.18 VW-Lakes 393 P-186 J-31 0.75 Copper 0.25 0.18 VW-Lakes 395 P-187 J-32 0.75 Copper 0.25 0.18 VW-Lakes 397 P-188 J-34 0.75 Copper 0.25 0.18 VW-Lakes 399 P-189 J-36 0.75 Copper 0.25 0.18 VW-Lakes 401 P-190 J-37 0.75 Copper 0.25 0.18 VW-Lakes 403 P-191 J-38 0.75 Copper 0.25 0.18 VW-Lakes 405 P-192 J-88 0.75 Copper 0.25 0.18 VW-Lakes 407 P-193 J-87 0.75 Copper 0.25 0.18 VW-Lakes 409 P-194 J-86 0.75 Copper 0.25 0.18 VW-Lakes 411 P-195 J-85 0.75 Copper 0.25 0.18 VW-Lakes 413 P-196 J-84 0.75 Copper 0.25 0.18 VW-Lakes 415 P-197 J-83 0.75 Copper 0.25 0.18 VW-Lakes 417 P-198 J-82 0.75 Copper 0.25 0.18 VW-Lakes 419 P-199 J-81 0.75 Copper 0.25 0.18 VW-Lakes 421 P-200 J-81 0.75 Copper 0.25 0.18 VW-Lakes 423 P-201 J-80 0.75 Copper 0.25 0.18 VW-Lakes 425 P-202 J-80 0.75 Copper 0.25 0.18 VW-Lakes 427 P-203 J-78 0.75 Copper 0.25 0.18 VW-Lakes 429 P-204 J-77 0.75 Copper 0.25 0.18 VW-Lakes 431 P-205 J-76 8.00 Ductile Iron 0.76 0.00 VW-Lakes 432 P-206 J-198 8.00 Ductile Iron 0.51 0.00 VW-Lakes 434 P-207 J-198 0.75 Copper 0.25 0.18 VW-Lakes 436 P-208 J-75 0.75 Copper 0.25 0.18 VW-Lakes 438 P-209 J-74 0.75 Copper 0.25 0.18 VW-Lakes 440 P-210 J-73 0.75 Copper 0.25 0.18 VW-Lakes 442 P-211 J-89 2.00 Copper 2.00 0.20 VW-Lakes 444 P-212 J-89 2.00 Copper 2.00 0.20 VW-Lakes 446 P-213 J-40 2.00 Copper 2.75 0.28 VW-Lakes 448 P-214 J-91 2.00 Copper 1.00 0.10 VW-Lakes 450 P-215 J-92 2.00 Copper 2.00 0.20 VW-Lakes 452 P-216 J-95 1.00 Copper 0.50 0.20 VW-Lakes 454 P-217 J-96 1.00 Copper 0.50 0.20 VW-Lakes 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 130.0 130.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 J-208 J-209 J-202 J-203 J-204 J-205 J-206 J-207 J-197 J-198 J-77 J-199 J-200 J-201 J-191 J-192 J-193 J-194 J-195 J-196 J-185 J-186 J-187 J-188 J-189 J-190 J-179 J-180 J-181 J-182 J-183 J-184 J-173 J-174 J-175 J-176 J-177 J-178 J-167 J-168 J-169 J-170 J-171 J-172 J-161 J-162 J-163 J-164 J-165 J-166 J-156 J-157 J-158 J-159 J-160 60 39 39 72 73 58 51 77 45 70 71 8 35 71 72 51 48 49 53 52 49 87 47 45 46 45 45 59 94 59 86 87 49 84 61 85 61 89 93 53 55 54 52 72 84 50 52 51 58 57 56 49 53 50 53 4 456 P-218 J-100 2.00 Copper 1.00 0.10 VW-Lakes 458 P-219 J-99 2.00 Copper 1.25 0.13 VW-Lakes 460 P-220 J-101 2.00 Copper 1.25 0.13 VW-Lakes 462 P-221 J-44 2.00 Copper 1.00 0.10 VW-Lakes 464 P-222 J-108 2.00 Copper 2.25 0.23 VW-Lakes 466 P-223 J-48 2.00 Copper 1.00 0.10 VW-Lakes 468 P-224 J-49 2.00 Copper 1.00 0.10 VW-Lakes 470 P-225 J-47 2.00 Copper 1.00 0.10 VW-Lakes 472 P-226 J-114 2.00 Copper 2.00 0.20 VW-Lakes 474 P-227 J-114 2.00 Copper 2.00 0.20 VW-Lakes 476 P-228 J-116 2.00 Copper 2.50 0.26 VW-Lakes 478 P-229 J-116 2.00 Copper 2.50 0.26 VW-Lakes 480 P-230 J-117 2.00 Copper 2.25 0.23 VW-Lakes 482 P-231 J-118 2.00 Copper 1.50 0.15 VW-Lakes 484 P-232 J-118 2.00 Copper 2.00 0.20 VW-Lakes 486 P-233 J-109 2.00 Copper 2.25 0.23 VW-Lakes 488 P-234 J-111 2.00 Copper 2.50 0.26 VW-Lakes 490 P-235 J-120 2.00 Copper 2.00 0.20 VW-Lakes 492 P-236 J-120 2.00 Copper 2.00 0.20 VW-Lakes 496 P-237 J-121 2.00 Copper 2.25 0.23 VW-Lakes 498 P-238 J-121 2.00 Copper 2.25 0.23 VW-Lakes 499 P-239 J-229 2.00 Copper -2.25 0.23 VW-Lakes 501 P-240 J-123 2.00 Copper 2.25 0.23 VW-Lakes 503 P-241 J-124 2.00 Copper 2.00 0.20 VW-Lakes 505 P-242 J-124 2.00 Copper 2.00 0.20 VW-Lakes 507 P-243 J-125 2.00 Copper 1.50 0.15 VW-Lakes 509 P-244 J-125 2.00 Copper 1.75 0.18 VW-Lakes 510 P-245 J-3 8.00 Ductile Iron 52.78 0.34 VW-Lakes 516 P-247 J-1 12.00 Ductile Iron -195.11 0.55 VW-Lakes 521 P-250 PMP-1 12.00 Ductile Iron -195.11 0.55 VW-Lakes 546 P-257 J-64 8.00 Ductile Iron 24.63 0.16 VW-Lakes 547 P-258 J-253 8.00 Ductile Iron 24.62 0.16 VW-Lakes 548 P-259 J-252 6.00 Ductile Iron 0.00 0.00 VW-Lakes 562 P-260 J-4 12.00 Ductile Iron 142.32 0.40 VW-Lakes 563 P-261 J-254 12.00 Ductile Iron 62.32 0.18 VW-Lakes 565 P-262 J-254 8.00 Ductile Iron 80.00 0.51 VW-Lakes 567 P-263 J-9 8.00 Ductile Iron 40.00 0.26 VW-Lakes 130.0 130.0 130.0 130.0 Bentley WaterCAD V8i (SELECTseries 4)[08.11.04.50] 130.0 130.0 130.0 130.0 130.0 130.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 J-5 J-255 J-256 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 PMP-1 R-1 J-253 J-65 J-253 J-254 J-233 J-234 J-235 J-236 J-237 J-57 J-226 J-227 J-228 J-231 J-232 J-123 J-220 J-221 J-222 J-223 J-224 J-225 J-214 J-215 J-216 J-217 J-218 J-219 J-210 J-211 J-212 J-213 407 24 38 52 86 38 20 21 40 7 73 97 75 95 86 95 102 96 73 99 98 72 81 83 83 81 74 103 85 66 75 86 78 76 55 58 58 VW-LAKES-WaterCAD.wtg 11/20/2014 5 ID Elevation (ft) Status (Initial) Hydraulic Grade (Suction) (ft) Flow (Total) (gpm) Pump Head (ft) 512 4,741.86 On 4,748.86 195.11 211.82 VW-LAKES-WaterCAD.wtg 11/20/2014 Label PMP-1 Pump Definition Durston Rd #1721 Bentley Systems, Inc. Haestad Methods Solution Center THE LAKES AT VALLEY WEST SUBDIVISION 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Hydraulic Grade (Discharge) (ft) 4,960.68 Bentley WaterCAD V8i (SELECTseries 4) [08.11.04.50] Average Day: Pump Table Current Time: 0.000 hours ID Zone Flow (Out net) (gpm) 511 VW-Lakes 195.11 THE LAKES AT VALLEY WEST SUBDIVISION 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Hydraulic Grade (ft) 4,748.86 Bentley WaterCAD V8i (SELECTseries 4) [08.11.04.50] Average Day: Reservoir Table Current Time: 0.000 hours VW-LAKES-WaterCAD.wtg 11/20/2014 Label R-1 Elevation (ft) 4,748.86 Bentley Systems, Inc. Haestad Methods Solution Center MAX DAILY DEMAND INCLUDING FIRE FLOW False 12:00:00 AM True Hydraulics Only <I> Base Calculation Options Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Use simple controls during steady state? Is EPS Snapshot? Start Time Calculation Type Bentley WaterCAD V8i (SELECTseries 4) [08.11.04.50] <I> Base Energy Cost <I> Base Transient <I> Base Pressure Dependent Demand <I> Base Failure History <I> Base User Data Extensions <I> Base Calculation Options <I> Base Initial Settings <I> Base Operational <I> Base Age <I> Base Constituent <I> Base Trace Fire Flow Max Day 525 Max Day (Average*2.3) <I> Base Active Topology <I> Base Physical Max Day Friction Method Accuracy Trials Steady State Hazen-Williams 0.001 40 Pressure Dependent Demand Failure History User Data Extensions Steady State/EPS Solver Calculation Options Transient Solver Calculation Options Time Analysis Type Age Constituent Trace Fire Flow Energy Cost Transient VW-LAKES-WaterCAD.wtg 11/21/2014 Scenario Summary Hydraulic Summary ID Label Notes Active Topology Scenario Summary Report Scenario: Max Day (Average*2.3) Physical Demand Initial Settings Operational ID Elevation (ft) Demand (gpm) Hydraulic Grade (ft) Pressure (psi) 29 4,741.86 0.00 4,958.05 94 30 4,741.50 0.00 4,957.73 94 32 4,743.00 0.00 4,957.58 93 34 4,743.00 0.00 4,957.55 93 36 4,741.50 0.00 4,957.42 93 38 4,741.00 0.00 4,957.42 94 40 4,738.50 0.00 4,957.39 95 42 4,736.50 0.00 4,957.38 96 44 4,736.00 0.00 4,957.36 96 46 4,736.10 0.00 4,957.36 96 48 4,736.00 0.00 4,957.36 96 50 4,748.10 0.00 4,957.49 91 52 4,748.00 0.00 4,957.49 91 54 4,748.50 0.00 4,957.49 90 56 4,748.20 0.00 4,957.48 91 58 4,747.60 0.00 4,957.48 91 60 4,747.30 0.00 4,957.47 91 62 4,747.00 0.00 4,957.47 91 64 4,746.30 0.00 4,957.46 91 66 4,745.60 0.00 4,957.44 92 68 4,744.80 0.00 4,957.43 92 70 4,744.60 0.00 4,957.41 92 72 4,745.40 0.00 4,957.40 92 74 4,746.40 0.00 4,957.39 91 76 4,746.80 0.00 4,957.39 91 78 4,746.60 0.00 4,957.39 91 80 4,746.60 0.00 4,957.38 91 82 4,746.30 0.00 4,957.38 91 84 4,746.30 0.00 4,957.38 91 86 4,746.30 0.00 4,957.38 91 88 4,746.00 0.00 4,957.38 91 90 4,746.00 0.00 4,957.38 91 92 4,746.00 0.00 4,957.38 91 94 4,745.50 0.00 4,957.38 92 96 4,745.00 0.00 4,957.38 92 98 4,744.00 0.00 4,957.37 92 100 4,743.80 0.00 4,957.37 92 102 4,743.50 0.00 4,957.37 93 104 4,740.00 0.00 4,957.36 94 106 4,739.10 0.00 4,957.35 94 108 4,739.90 0.00 4,957.35 94 110 4,740.80 0.00 4,957.35 94 112 4,743.80 0.00 4,957.34 92 114 4,743.40 0.00 4,957.34 93 116 4,742.80 0.00 4,957.34 93 118 4,742.70 0.00 4,957.34 93 120 4,743.10 0.00 4,957.34 93 122 4,743.50 0.00 4,957.34 93 THE LAKES AT VALLEY WEST SUBDIVISION VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes Zone VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes J-47 J-48 J-41 J-42 J-43 J-44 J-45 J-46 J-35 J-36 J-37 J-38 J-39 J-40 J-29 J-30 J-31 J-32 J-33 J-34 J-23 J-24 J-25 J-26 J-27 J-28 J-17 J-18 J-19 J-20 J-21 J-22 J-11 J-12 J-13 J-14 J-15 J-16 J-5 J-6 J-7 J-8 J-9 J-10 Max Day: Junction Table Current Time: 0.000 hours Label J-1 J-2 J-3 J-4 1 124 4,744.40 0.00 4,957.34 92 126 4,744.60 0.00 4,957.34 92 128 4,744.50 0.00 4,957.50 92 130 4,743.50 0.00 4,957.51 93 132 4,742.60 0.00 4,957.51 93 134 4,742.00 0.00 4,957.52 93 136 4,741.80 0.00 4,957.52 93 138 4,741.20 0.00 4,957.54 94 140 4,741.00 0.00 4,957.55 94 142 4,742.30 0.00 4,957.51 93 144 4,741.60 0.00 4,957.51 93 146 4,741.40 0.00 4,957.50 93 148 4,740.90 0.00 4,957.50 94 150 4,740.30 0.00 4,957.50 94 152 4,740.00 0.00 4,957.49 94 154 4,740.20 0.00 4,957.49 94 156 4,740.70 0.00 4,957.48 94 158 4,740.50 0.00 4,957.48 94 160 4,740.00 0.00 4,957.48 94 162 4,740.00 0.00 4,957.48 94 164 4,741.60 0.00 4,957.48 93 166 4,741.70 0.00 4,957.48 93 168 4,741.90 0.00 4,957.48 93 170 4,742.90 0.00 4,957.47 93 173 4,743.20 0.00 4,957.38 93 175 4,743.00 0.00 4,957.38 93 177 4,742.10 0.00 4,957.38 93 179 4,741.20 0.00 4,957.38 94 181 4,740.30 0.00 4,957.38 94 183 4,740.20 0.00 4,957.38 94 185 4,740.40 0.00 4,957.38 94 187 4,741.60 0.00 4,957.38 93 189 4,741.60 0.00 4,957.38 93 191 4,741.20 0.00 4,957.38 94 193 4,741.00 0.00 4,957.38 94 195 4,741.10 0.00 4,957.38 94 197 4,741.90 0.00 4,957.38 93 199 4,742.30 0.00 4,957.38 93 201 4,743.70 0.00 4,957.38 92 203 4,744.20 0.00 4,957.38 92 206 4,739.40 0.00 4,957.36 94 208 4,738.90 0.00 4,957.36 95 210 4,737.20 0.00 4,957.35 95 212 4,737.00 0.00 4,957.35 95 214 4,736.00 0.00 4,957.35 96 216 4,736.40 0.00 4,957.35 96 218 4,736.60 0.00 4,957.34 96 220 4,737.20 0.00 4,957.34 95 222 4,736.50 0.00 4,957.34 96 224 4,736.70 0.00 4,957.34 95 226 4,738.80 0.00 4,957.34 95 228 4,739.10 0.00 4,957.34 94 230 4,739.30 0.00 4,957.34 94 233 4,740.50 0.00 4,957.42 94 235 4,739.50 0.00 4,957.42 94 238 4,753.30 0.00 4,957.36 88 240 4,756.70 0.00 4,957.36 87 VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes J-101 J-102 J-103 J-104 J-105 J-95 J-96 J-97 J-98 J-99 J-100 J-89 J-90 J-91 J-92 J-93 J-94 J-83 J-84 J-85 J-86 J-87 J-88 J-77 J-78 J-79 J-80 J-81 J-82 J-71 J-72 J-73 J-74 J-75 J-76 J-65 J-66 J-67 J-68 J-69 J-70 J-59 J-60 J-61 J-62 J-63 J-64 J-53 J-54 J-55 J-56 J-57 J-58 J-49 J-50 J-51 J-52 2 242 4,735.80 0.00 4,957.35 96 245 4,738.20 0.00 4,957.35 95 248 4,745.40 0.00 4,957.34 92 250 4,746.60 0.00 4,957.34 91 252 4,747.70 0.00 4,957.34 91 254 4,750.00 0.00 4,957.34 90 256 4,752.70 0.00 4,957.34 89 258 4,745.30 0.00 4,957.34 92 260 4,745.80 0.00 4,957.34 92 262 4,746.30 0.00 4,957.34 91 264 4,748.50 0.00 4,957.34 90 266 4,749.70 0.00 4,957.34 90 268 4,750.00 0.00 4,957.34 90 271 4,751.80 0.00 4,957.34 89 273 4,752.10 0.00 4,957.34 89 275 4,752.10 0.00 4,957.34 89 277 4,752.30 0.00 4,957.34 89 279 4,753.80 0.00 4,957.35 88 282 4,753.90 0.00 4,957.36 88 284 4,755.60 0.00 4,957.36 87 286 4,755.60 0.00 4,957.36 87 288 4,753.50 0.00 4,957.36 88 291 4,753.50 0.00 4,957.36 88 293 4,748.40 0.00 4,957.49 90 295 4,744.80 0.00 4,957.43 92 297 4,746.00 0.00 4,957.38 91 299 4,739.90 0.00 4,957.35 94 301 4,742.80 0.00 4,957.34 93 303 4,745.80 0.00 4,957.34 92 306 4,746.60 0.00 4,957.34 91 308 4,750.00 0.00 4,957.34 90 310 4,751.20 0.00 4,957.34 89 312 4,735.10 0.00 4,957.36 96 314 4,736.80 0.00 4,957.38 95 316 4,738.80 0.00 4,957.39 95 318 4,741.00 0.00 4,957.42 94 320 4,743.00 0.00 4,957.55 93 322 4,741.90 0.00 4,957.73 93 324 4,764.20 0.58 4,957.43 84 326 4,764.70 0.58 4,957.41 83 328 4,765.40 0.58 4,957.40 83 330 4,766.10 0.58 4,957.39 83 332 4,767.00 0.58 4,957.39 82 334 4,767.00 0.58 4,957.38 82 336 4,766.00 0.58 4,957.37 83 338 4,765.70 0.58 4,957.37 83 340 4,765.40 0.58 4,957.36 83 342 4,765.50 0.58 4,957.36 83 344 4,766.00 0.58 4,957.42 83 346 4,765.00 0.58 4,957.43 83 348 4,765.50 0.58 4,957.41 83 350 4,763.70 0.58 4,957.42 84 352 4,764.50 0.58 4,957.41 83 354 4,762.90 0.58 4,957.41 84 356 4,763.60 0.58 4,957.40 84 358 4,762.60 0.58 4,957.40 84 360 4,764.30 0.58 4,957.38 84 VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes J-162 J-163 J-156 J-157 J-158 J-159 J-160 J-161 J-150 J-151 J-152 J-153 J-154 J-155 J-144 J-145 J-146 J-147 J-148 J-149 J-138 J-139 J-140 J-141 J-142 J-143 J-132 J-133 J-134 J-135 J-136 J-137 J-126 J-127 J-128 J-129 J-130 J-131 J-120 J-121 J-122 J-123 J-124 J-125 J-114 J-115 J-116 J-117 J-118 J-119 J-108 J-109 J-110 J-111 J-112 J-113 J-106 3 362 4,763.80 0.58 4,957.38 84 364 4,764.20 0.58 4,957.38 84 366 4,764.10 0.58 4,957.39 84 368 4,765.00 0.58 4,957.38 83 370 4,765.20 0.58 4,957.38 83 372 4,766.00 0.58 4,957.35 83 374 4,767.60 1.73 4,957.39 82 376 4,770.00 0.58 4,957.24 81 378 4,770.00 0.58 4,957.24 81 380 4,768.50 0.58 4,957.28 82 382 4,769.50 0.58 4,957.24 81 384 4,768.00 0.58 4,957.28 82 386 4,769.00 0.58 4,957.23 81 388 4,768.30 0.58 4,957.22 82 390 4,767.00 0.58 4,957.28 82 392 4,768.10 0.58 4,957.21 82 394 4,764.70 0.58 4,957.28 83 396 4,767.60 0.58 4,957.23 82 398 4,767.00 0.58 4,957.22 82 400 4,762.00 0.58 4,957.29 84 402 4,767.10 0.58 4,957.22 82 404 4,762.50 0.58 4,957.30 84 406 4,765.00 0.58 4,957.30 83 408 4,767.00 0.58 4,957.30 82 410 4,764.60 0.58 4,957.30 83 412 4,764.10 0.58 4,957.30 84 414 4,764.10 0.58 4,957.29 84 416 4,764.00 0.58 4,957.30 84 418 4,764.00 0.58 4,957.29 84 420 4,767.00 0.58 4,957.29 82 422 4,766.10 0.58 4,957.29 83 424 4,763.90 0.58 4,957.29 84 426 4,763.00 0.58 4,957.26 84 428 4,763.30 0.58 4,957.26 84 430 4,740.90 0.00 4,957.38 94 433 4,764.00 0.58 4,957.26 84 435 4,765.00 0.58 4,957.26 83 437 4,765.30 0.58 4,957.26 83 439 4,766.50 0.58 4,957.26 83 441 4,763.00 4.60 4,957.32 84 443 4,761.00 4.60 4,957.32 85 445 4,766.40 6.33 4,957.26 83 447 4,760.00 2.30 4,957.34 85 449 4,759.90 4.60 4,957.30 85 451 4,759.80 1.15 4,957.28 85 453 4,760.00 1.15 4,957.28 85 455 4,762.10 2.30 4,957.33 84 457 4,763.00 2.88 4,957.33 84 459 4,762.00 2.88 4,957.33 85 461 4,765.30 2.30 4,957.33 83 463 4,761.20 5.18 4,957.29 85 465 4,763.00 2.30 4,957.33 84 467 4,765.00 2.30 4,957.32 83 469 4,764.90 2.30 4,957.33 83 471 4,765.80 4.60 4,957.28 83 473 4,766.50 4.60 4,957.28 83 475 4,768.40 5.75 4,957.25 82 VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes J-216 J-217 J-218 J-219 J-220 J-210 J-211 J-212 J-213 J-214 J-215 J-204 J-205 J-206 J-207 J-208 J-209 J-198 J-199 J-200 J-201 J-202 J-203 J-192 J-193 J-194 J-195 J-196 J-197 J-186 J-187 J-188 J-189 J-190 J-191 J-180 J-181 J-182 J-183 J-184 J-185 J-174 J-175 J-176 J-177 J-178 J-179 J-168 J-169 J-170 J-171 J-172 J-173 J-164 J-165 J-166 J-167 4 477 4,768.00 5.75 4,957.25 82 479 4,770.70 5.75 4,957.25 81 481 4,771.00 3.45 4,957.31 81 483 4,772.50 4.60 4,957.27 80 485 4,766.70 5.18 4,957.25 82 487 4,768.10 5.75 4,957.24 82 489 4,770.20 4.60 4,957.29 81 491 4,773.30 4.60 4,957.27 80 493 4,772.20 5.18 4,957.28 80 495 4,774.50 5.18 4,957.25 79 497 4,771.90 5.18 4,957.28 80 500 4,775.00 5.18 4,957.26 79 502 4,772.50 4.60 4,957.30 80 504 4,774.70 4.60 4,957.29 79 506 4,774.00 3.45 4,957.32 79 508 4,776.50 4.03 4,957.31 78 544 4,740.38 0.00 4,957.49 94 545 4,740.38 0.00 4,957.49 94 561 4,741.58 0.00 4,957.42 93 564 4,741.50 184.00 4,957.39 93 566 4,736.00 92.00 4,957.34 96 Bentley WaterCAD V8i (SELECTseries 4) [08.11.04.50] 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes Bentley Systems, Inc. Haestad Methods Solution Center VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes J-255 J-256 J-235 J-236 J-237 J-252 J-253 J-254 J-228 J-229 J-231 J-232 J-233 J-234 J-222 J-223 J-224 J-225 J-226 J-227 J-221 VW-LAKES-WaterCAD.wtg 11/21/2014 5 ID Label Start Node Diameter (in) Material Flow (gpm) Velocity (ft/s) Zone 31 P-1 J-1 12.00 Ductile Iron 449.42 1.27 VW-Lakes 33 P-2 J-2 12.00 Ductile Iron 449.42 1.27 VW-Lakes 35 P-3 J-3 12.00 Ductile Iron 327.78 0.93 VW-Lakes 39 P-5 J-5 12.00 Ductile Iron 124.82 0.35 VW-Lakes 41 P-6 J-6 12.00 Ductile Iron 124.82 0.35 VW-Lakes 43 P-7 J-7 12.00 Ductile Iron 124.82 0.35 VW-Lakes 45 P-8 J-8 12.00 Ductile Iron 124.82 0.35 VW-Lakes 47 P-9 J-9 12.00 Ductile Iron 0.00 0.00 VW-Lakes 49 P-10 J-10 12.00 Ductile Iron 0.00 0.00 VW-Lakes 53 P-12 J-12 8.00 Ductile Iron 57.38 0.37 VW-Lakes 55 P-13 J-13 8.00 Ductile Iron 57.38 0.37 VW-Lakes 57 P-14 J-14 8.00 Ductile Iron 56.80 0.36 VW-Lakes 59 P-15 J-15 8.00 Ductile Iron 56.22 0.36 VW-Lakes 61 P-16 J-16 8.00 Ductile Iron 55.64 0.36 VW-Lakes 63 P-17 J-17 8.00 Ductile Iron 55.06 0.35 VW-Lakes 65 P-18 J-18 8.00 Ductile Iron 54.48 0.35 VW-Lakes 67 P-19 J-19 8.00 Ductile Iron 107.72 0.69 VW-Lakes 69 P-20 J-20 8.00 Ductile Iron 107.14 0.68 VW-Lakes 71 P-21 J-21 8.00 Ductile Iron 107.14 0.68 VW-Lakes 73 P-22 J-22 8.00 Ductile Iron 75.13 0.48 VW-Lakes 75 P-23 J-23 8.00 Ductile Iron 73.40 0.47 VW-Lakes 77 P-24 J-24 8.00 Ductile Iron 72.82 0.46 VW-Lakes 79 P-25 J-25 8.00 Ductile Iron 44.31 0.28 VW-Lakes 81 P-26 J-26 8.00 Ductile Iron 43.73 0.28 VW-Lakes 83 P-27 J-27 8.00 Ductile Iron 43.15 0.28 VW-Lakes 85 P-28 J-28 8.00 Ductile Iron 42.57 0.27 VW-Lakes 87 P-29 J-29 8.00 Ductile Iron 41.99 0.27 VW-Lakes 89 P-30 J-30 8.00 Ductile Iron 40.83 0.26 VW-Lakes 91 P-31 J-31 8.00 Ductile Iron 40.25 0.26 VW-Lakes 93 P-32 J-32 8.00 Ductile Iron 39.67 0.25 VW-Lakes 95 P-33 J-33 8.00 Ductile Iron 39.67 0.25 VW-Lakes 97 P-34 J-34 8.00 Ductile Iron 39.09 0.25 VW-Lakes 99 P-35 J-35 8.00 Ductile Iron 57.16 0.36 VW-Lakes 101 P-36 J-36 8.00 Ductile Iron 56.58 0.36 VW-Lakes 103 P-37 J-37 8.00 Ductile Iron 56.00 0.36 VW-Lakes 105 P-38 J-38 8.00 Ductile Iron 55.42 0.35 VW-Lakes 107 P-39 J-39 8.00 Ductile Iron 46.22 0.30 VW-Lakes THE LAKES AT VALLEY WEST SUBDIVISION 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 Hazen-Williams C 130.0 130.0 130.0 130.0 J-39 J-40 J-33 J-34 J-35 J-36 J-37 J-38 J-27 J-28 J-29 J-30 J-31 J-32 J-21 J-22 J-23 J-24 J-25 J-26 J-15 J-16 J-17 J-18 J-19 J-20 J-8 J-9 J-10 J-11 J-13 J-14 Stop Node J-2 J-3 J-4 J-6 J-7 15 147 91 4 11 19 15 25 27 31 16 32 2 40 40 67 50 60 88 42 36 16 63 61 61 64 53 414 320 386 32 113 27 Max Day: Pipe Table Current Time: 0.000 hours Length (Scaled) (ft) 560 257 102 27 1 109 P-40 J-40 8.00 Ductile Iron 39.89 0.25 VW-Lakes 111 P-41 J-41 8.00 Ductile Iron 39.89 0.25 VW-Lakes 113 P-42 J-42 8.00 Ductile Iron 20.61 0.13 VW-Lakes 115 P-43 J-43 8.00 Ductile Iron 22.63 0.14 VW-Lakes 117 P-44 J-44 8.00 Ductile Iron 20.33 0.13 VW-Lakes 119 P-45 J-45 8.00 Ductile Iron 20.33 0.13 VW-Lakes 121 P-46 J-46 8.00 Ductile Iron 27.79 0.18 VW-Lakes 123 P-47 J-47 8.00 Ductile Iron 25.49 0.16 VW-Lakes 125 P-48 J-48 8.00 Ductile Iron 2.30 0.01 VW-Lakes 127 P-49 J-49 8.00 Ductile Iron 0.00 0.00 VW-Lakes 129 P-50 J-12 8.00 Ductile Iron -57.38 0.37 VW-Lakes 131 P-51 J-51 8.00 Ductile Iron -57.96 0.37 VW-Lakes 133 P-52 J-52 8.00 Ductile Iron -58.54 0.37 VW-Lakes 135 P-53 J-53 8.00 Ductile Iron -59.12 0.38 VW-Lakes 137 P-54 J-54 8.00 Ductile Iron -120.48 0.77 VW-Lakes 139 P-55 J-55 8.00 Ductile Iron -121.06 0.77 VW-Lakes 141 P-56 J-56 8.00 Ductile Iron -121.64 0.78 VW-Lakes 143 P-57 J-54 8.00 Ductile Iron 61.36 0.39 VW-Lakes 145 P-58 J-58 8.00 Ductile Iron 60.20 0.38 VW-Lakes 147 P-59 J-59 8.00 Ductile Iron 59.62 0.38 VW-Lakes 149 P-60 J-60 8.00 Ductile Iron 59.04 0.38 VW-Lakes 151 P-61 J-61 8.00 Ductile Iron 58.46 0.37 VW-Lakes 153 P-62 J-62 8.00 Ductile Iron 57.88 0.37 VW-Lakes 155 P-63 J-63 8.00 Ductile Iron 57.30 0.37 VW-Lakes 159 P-65 J-65 8.00 Ductile Iron 1.16 0.01 VW-Lakes 161 P-66 J-66 8.00 Ductile Iron 0.58 0.00 VW-Lakes 163 P-67 J-67 8.00 Ductile Iron 0.00 0.00 VW-Lakes 165 P-68 J-65 8.00 Ductile Iron 55.56 0.35 VW-Lakes 167 P-69 J-69 8.00 Ductile Iron 54.98 0.35 VW-Lakes 169 P-70 J-70 8.00 Ductile Iron 54.40 0.35 VW-Lakes 171 P-71 J-71 8.00 Ductile Iron 53.82 0.34 VW-Lakes 172 P-72 J-72 8.00 Ductile Iron 53.24 0.34 VW-Lakes 174 P-73 J-25 8.00 Ductile Iron 27.94 0.18 VW-Lakes 176 P-74 J-73 8.00 Ductile Iron 27.36 0.17 VW-Lakes 178 P-75 J-74 8.00 Ductile Iron 26.78 0.17 VW-Lakes 180 P-76 J-75 8.00 Ductile Iron 26.20 0.17 VW-Lakes 184 P-78 J-77 8.00 Ductile Iron 0.58 0.00 VW-Lakes 186 P-79 J-78 8.00 Ductile Iron 0.00 0.00 VW-Lakes 188 P-80 J-76 8.00 Ductile Iron 24.46 0.16 VW-Lakes 190 P-81 J-80 8.00 Ductile Iron 23.30 0.15 VW-Lakes 192 P-82 J-81 8.00 Ductile Iron 22.14 0.14 VW-Lakes 194 P-83 J-82 8.00 Ductile Iron 21.56 0.14 VW-Lakes 196 P-84 J-83 8.00 Ductile Iron 20.98 0.13 VW-Lakes 198 P-85 J-84 8.00 Ductile Iron 20.40 0.13 VW-Lakes 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 J-82 J-83 J-84 J-85 J-75 J-76 J-78 J-79 J-80 J-81 J-70 J-71 J-72 J-19 J-73 J-74 J-63 J-64 J-66 J-67 J-68 J-69 J-57 J-58 J-59 J-60 J-61 J-62 J-51 J-52 J-53 J-54 J-55 J-56 J-45 J-46 J-47 J-48 J-49 J-50 J-41 J-42 J-43 J-44 44 39 26 21 30 35 35 27 35 16 32 39 25 25 50 109 144 34 27 50 11 53 29 52 26 49 54 23 38 81 75 76 52 37 15 38 70 40 59 51 69 90 33 200 2 200 P-86 J-85 8.00 Ductile Iron 19.82 0.13 VW-Lakes 202 P-87 J-86 8.00 Ductile Iron 19.24 0.12 VW-Lakes 204 P-88 J-87 8.00 Ductile Iron 18.66 0.12 VW-Lakes 205 P-89 J-88 8.00 Ductile Iron 18.08 0.12 VW-Lakes 207 P-90 J-39 8.00 Ductile Iron 9.20 0.06 VW-Lakes 209 P-91 J-89 8.00 Ductile Iron 0.00 0.00 VW-Lakes 211 P-92 J-42 8.00 Ductile Iron 19.28 0.12 VW-Lakes 213 P-93 J-91 8.00 Ductile Iron 16.98 0.11 VW-Lakes 215 P-94 J-92 8.00 Ductile Iron 12.38 0.08 VW-Lakes 217 P-95 J-93 8.00 Ductile Iron 0.00 0.00 VW-Lakes 219 P-96 J-93 8.00 Ductile Iron 12.38 0.08 VW-Lakes 221 P-97 J-95 8.00 Ductile Iron 11.23 0.07 VW-Lakes 223 P-98 J-96 8.00 Ductile Iron 10.08 0.06 VW-Lakes 225 P-99 J-97 8.00 Ductile Iron 0.00 0.00 VW-Lakes 227 P-100 J-97 8.00 Ductile Iron 10.08 0.06 VW-Lakes 229 P-101 J-99 8.00 Ductile Iron 7.20 0.05 VW-Lakes 231 P-102 J-100 8.00 Ductile Iron 4.90 0.03 VW-Lakes 232 P-103 J-101 8.00 Ductile Iron 2.02 0.01 VW-Lakes 234 P-104 J-5 8.00 Ductile Iron 18.96 0.12 VW-Lakes 236 P-105 J-102 8.00 Ductile Iron 18.96 0.12 VW-Lakes 237 P-106 J-103 8.00 Ductile Iron 18.96 0.12 VW-Lakes 239 P-107 J-22 8.00 Ductile Iron 50.97 0.33 VW-Lakes 241 P-108 J-104 8.00 Ductile Iron 0.00 0.00 VW-Lakes 244 P-109 J-9 8.00 Ductile Iron 32.82 0.21 VW-Lakes 246 P-110 J-106 8.00 Ductile Iron 32.82 0.21 VW-Lakes 247 P-111 J-108 8.00 Ductile Iron 27.64 0.18 VW-Lakes 249 P-112 J-46 8.00 Ductile Iron 20.17 0.13 VW-Lakes 251 P-113 J-109 8.00 Ductile Iron 14.99 0.10 VW-Lakes 253 P-114 J-110 8.00 Ductile Iron 14.99 0.10 VW-Lakes 255 P-115 J-111 8.00 Ductile Iron 9.24 0.06 VW-Lakes 257 P-116 J-112 8.00 Ductile Iron 0.00 0.00 VW-Lakes 259 P-117 J-48 8.00 Ductile Iron 20.89 0.13 VW-Lakes 261 P-118 J-114 8.00 Ductile Iron 11.69 0.07 VW-Lakes 263 P-119 J-115 8.00 Ductile Iron 11.69 0.07 VW-Lakes 265 P-120 J-116 8.00 Ductile Iron 0.19 0.00 VW-Lakes 267 P-121 J-117 8.00 Ductile Iron -5.56 0.04 VW-Lakes 269 P-122 J-118 8.00 Ductile Iron -13.61 0.09 VW-Lakes 270 P-123 J-119 8.00 Ductile Iron -13.61 0.09 VW-Lakes 272 P-124 J-112 8.00 Ductile Iron -4.36 0.03 VW-Lakes 274 P-125 J-120 8.00 Ductile Iron -13.56 0.09 VW-Lakes 276 P-126 J-121 8.00 Ductile Iron -23.92 0.15 VW-Lakes 278 P-127 J-122 8.00 Ductile Iron -23.92 0.15 VW-Lakes 280 P-128 J-123 8.00 Ductile Iron -34.28 0.22 VW-Lakes 283 P-130 J-104 8.00 Ductile Iron 7.48 0.05 VW-Lakes130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 J-120 J-121 J-122 J-123 J-124 J-125 J-115 J-116 J-117 J-118 J-119 J-112 J-109 J-110 J-111 J-112 J-113 J-114 J-22 J-104 J-105 J-106 J-108 J-46 J-99 J-100 J-101 J-43 J-102 J-103 J-93 J-94 J-95 J-96 J-97 J-98 J-88 J-35 J-89 J-90 J-91 J-92 J-86 J-87 179 27 150 213 104 145 220 201 54 105 225 129 56 251 217 128 81 291 201 33 372 739 196 26 212 68 37 61 58 78 27 52 35 68 48 117 58 25 40 101 111 52 62 14 3 285 P-131 J-125 8.00 Ductile Iron 0.00 0.00 VW-Lakes 287 P-132 J-126 6.00 Ductile Iron 0.00 0.00 VW-Lakes 289 P-133 J-124 8.00 Ductile Iron -43.48 0.28 VW-Lakes 290 P-134 J-128 8.00 Ductile Iron -43.48 0.28 VW-Lakes 292 P-135 J-128 6.00 Ductile Iron 0.00 0.00 VW-Lakes 294 P-136 J-13 6.00 Ductile Iron 0.00 0.00 VW-Lakes 296 P-137 J-21 6.00 Ductile Iron 0.00 0.00 VW-Lakes 298 P-138 J-33 6.00 Ductile Iron 0.00 0.00 VW-Lakes 300 P-139 J-41 6.00 Ductile Iron 0.00 0.00 VW-Lakes 302 P-140 J-45 6.00 Ductile Iron 0.00 0.00 VW-Lakes 305 P-142 J-135 6.00 Ductile Iron 0.00 0.00 VW-Lakes 307 P-143 J-110 6.00 Ductile Iron 0.00 0.00 VW-Lakes 309 P-144 J-119 6.00 Ductile Iron 0.00 0.00 VW-Lakes 311 P-145 J-122 6.00 Ductile Iron 0.00 0.00 VW-Lakes 313 P-146 J-10 6.00 Ductile Iron 0.00 0.00 VW-Lakes 315 P-147 J-8 6.00 Ductile Iron 0.00 0.00 VW-Lakes 317 P-148 J-7 6.00 Ductile Iron 0.00 0.00 VW-Lakes 319 P-149 J-6 6.00 Ductile Iron 0.00 0.00 VW-Lakes 321 P-150 J-4 6.00 Ductile Iron 0.00 0.00 VW-Lakes 323 P-151 J-2 6.00 Ductile Iron 0.00 0.00 VW-Lakes 325 P-152 J-56 0.75 Copper 0.58 0.42 VW-Lakes 327 P-153 J-55 0.75 Copper 0.58 0.42 VW-Lakes 329 P-154 J-53 0.75 Copper 0.58 0.42 VW-Lakes 331 P-155 J-52 0.75 Copper 0.58 0.42 VW-Lakes 333 P-156 J-51 0.75 Copper 0.58 0.42 VW-Lakes 335 P-157 J-14 0.75 Copper 0.58 0.42 VW-Lakes 337 P-158 J-15 0.75 Copper 0.58 0.42 VW-Lakes 339 P-159 J-16 0.75 Copper 0.58 0.42 VW-Lakes 341 P-160 J-17 0.75 Copper 0.58 0.42 VW-Lakes 343 P-161 J-18 0.75 Copper 0.58 0.42 VW-Lakes 345 P-162 J-58 0.75 Copper 0.58 0.42 VW-Lakes 347 P-163 J-58 0.75 Copper 0.58 0.42 VW-Lakes 349 P-164 J-59 0.75 Copper 0.58 0.42 VW-Lakes 351 P-165 J-60 0.75 Copper 0.58 0.42 VW-Lakes 353 P-166 J-61 0.75 Copper 0.58 0.42 VW-Lakes 355 P-167 J-62 0.75 Copper 0.58 0.42 VW-Lakes 357 P-168 J-63 0.75 Copper 0.58 0.42 VW-Lakes 359 P-169 J-64 0.75 Copper 0.58 0.42 VW-Lakes 361 P-170 J-67 0.75 Copper 0.58 0.42 VW-Lakes 363 P-171 J-66 0.75 Copper 0.58 0.42 VW-Lakes 365 P-172 J-69 0.75 Copper 0.58 0.42 VW-Lakes 367 P-173 J-70 0.75 Copper 0.58 0.42 VW-Lakes 369 P-174 J-71 0.75 Copper 0.58 0.42 VW-Lakes 371 P-175 J-72 0.75 Copper 0.58 0.42 VW-Lakes 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 130.0 130.0 130.0 135.0 135.0 135.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 J-167 J-168 J-161 J-162 J-163 J-164 J-165 J-166 J-155 J-156 J-157 J-158 J-159 J-160 J-149 J-150 J-151 J-152 J-153 J-154 J-143 J-144 J-145 J-146 J-147 J-148 J-137 J-138 J-139 J-140 J-141 J-142 J-131 J-132 J-133 J-134 J-115 J-136 J-126 J-127 J-128 J-104 J-129 J-130 53 55 54 50 52 51 58 57 56 64 53 49 53 50 53 65 64 63 63 63 63 18 17 17 65 65 65 14 22 22 17 17 17 13 13 10 12 12 11 112 14 100 35 11 4 373 P-176 J-20 0.75 Copper 0.58 0.42 VW-Lakes 375 P-177 J-23 2.00 Copper 1.73 0.18 VW-Lakes 377 P-178 J-24 0.75 Copper 0.58 0.42 VW-Lakes 379 P-179 J-25 0.75 Copper 0.58 0.42 VW-Lakes 381 P-180 J-26 0.75 Copper 0.58 0.42 VW-Lakes 383 P-181 J-27 0.75 Copper 0.58 0.42 VW-Lakes 385 P-182 J-28 0.75 Copper 0.58 0.42 VW-Lakes 387 P-183 J-29 0.75 Copper 0.58 0.42 VW-Lakes 389 P-184 J-30 0.75 Copper 0.58 0.42 VW-Lakes 391 P-185 J-30 0.75 Copper 0.58 0.42 VW-Lakes 393 P-186 J-31 0.75 Copper 0.58 0.42 VW-Lakes 395 P-187 J-32 0.75 Copper 0.58 0.42 VW-Lakes 397 P-188 J-34 0.75 Copper 0.58 0.42 VW-Lakes 399 P-189 J-36 0.75 Copper 0.58 0.42 VW-Lakes 401 P-190 J-37 0.75 Copper 0.58 0.42 VW-Lakes 403 P-191 J-38 0.75 Copper 0.58 0.42 VW-Lakes 405 P-192 J-88 0.75 Copper 0.58 0.42 VW-Lakes 407 P-193 J-87 0.75 Copper 0.58 0.42 VW-Lakes 409 P-194 J-86 0.75 Copper 0.58 0.42 VW-Lakes 411 P-195 J-85 0.75 Copper 0.58 0.42 VW-Lakes 413 P-196 J-84 0.75 Copper 0.58 0.42 VW-Lakes 415 P-197 J-83 0.75 Copper 0.58 0.42 VW-Lakes 417 P-198 J-82 0.75 Copper 0.58 0.42 VW-Lakes 419 P-199 J-81 0.75 Copper 0.58 0.42 VW-Lakes 421 P-200 J-81 0.75 Copper 0.58 0.42 VW-Lakes 423 P-201 J-80 0.75 Copper 0.58 0.42 VW-Lakes 425 P-202 J-80 0.75 Copper 0.58 0.42 VW-Lakes 427 P-203 J-78 0.75 Copper 0.58 0.42 VW-Lakes 429 P-204 J-77 0.75 Copper 0.58 0.42 VW-Lakes 431 P-205 J-76 8.00 Ductile Iron 1.74 0.01 VW-Lakes 432 P-206 J-198 8.00 Ductile Iron 1.16 0.01 VW-Lakes 434 P-207 J-198 0.75 Copper 0.58 0.42 VW-Lakes 436 P-208 J-75 0.75 Copper 0.58 0.42 VW-Lakes 438 P-209 J-74 0.75 Copper 0.58 0.42 VW-Lakes 440 P-210 J-73 0.75 Copper 0.58 0.42 VW-Lakes 442 P-211 J-89 2.00 Copper 4.60 0.47 VW-Lakes 444 P-212 J-89 2.00 Copper 4.60 0.47 VW-Lakes 446 P-213 J-40 2.00 Copper 6.33 0.65 VW-Lakes 448 P-214 J-91 2.00 Copper 2.30 0.23 VW-Lakes 450 P-215 J-92 2.00 Copper 4.60 0.47 VW-Lakes 452 P-216 J-95 1.00 Copper 1.15 0.47 VW-Lakes 454 P-217 J-96 1.00 Copper 1.15 0.47 VW-Lakes 456 P-218 J-100 2.00 Copper 2.30 0.23 VW-Lakes 458 P-219 J-99 2.00 Copper 2.88 0.29 VW-Lakes 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 130.0 130.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 J-208 J-209 J-210 J-211 J-202 J-203 J-204 J-205 J-206 J-207 J-197 J-198 J-77 J-199 J-200 J-201 J-191 J-192 J-193 J-194 J-195 J-196 J-185 J-186 J-187 J-188 J-189 J-190 J-179 J-180 J-181 J-182 J-183 J-184 J-173 J-174 J-175 J-176 J-177 J-178 J-169 J-170 J-171 J-172 60 39 39 55 58 72 73 58 51 77 45 70 71 8 35 71 72 51 48 49 53 52 49 87 47 45 46 45 45 59 94 59 86 87 49 84 61 85 61 89 93 52 72 84 5 460 P-220 J-101 2.00 Copper 2.88 0.29 VW-Lakes 462 P-221 J-44 2.00 Copper 2.30 0.23 VW-Lakes 464 P-222 J-108 2.00 Copper 5.18 0.53 VW-Lakes 466 P-223 J-48 2.00 Copper 2.30 0.23 VW-Lakes 468 P-224 J-49 2.00 Copper 2.30 0.23 VW-Lakes 470 P-225 J-47 2.00 Copper 2.30 0.23 VW-Lakes 472 P-226 J-114 2.00 Copper 4.60 0.47 VW-Lakes 474 P-227 J-114 2.00 Copper 4.60 0.47 VW-Lakes 476 P-228 J-116 2.00 Copper 5.75 0.59 VW-Lakes 478 P-229 J-116 2.00 Copper 5.75 0.59 VW-Lakes 480 P-230 J-117 2.00 Copper 5.75 0.59 VW-Lakes 482 P-231 J-118 2.00 Copper 3.45 0.35 VW-Lakes 484 P-232 J-118 2.00 Copper 4.60 0.47 VW-Lakes 486 P-233 J-109 2.00 Copper 5.18 0.53 VW-Lakes 488 P-234 J-111 2.00 Copper 5.75 0.59 VW-Lakes 490 P-235 J-120 2.00 Copper 4.60 0.47 VW-Lakes 492 P-236 J-120 2.00 Copper 4.60 0.47 VW-Lakes 496 P-237 J-121 2.00 Copper 5.18 0.53 VW-Lakes 498 P-238 J-121 2.00 Copper 5.18 0.53 VW-Lakes 499 P-239 J-229 2.00 Copper -5.18 0.53 VW-Lakes 501 P-240 J-123 2.00 Copper 5.18 0.53 VW-Lakes 503 P-241 J-124 2.00 Copper 4.60 0.47 VW-Lakes 505 P-242 J-124 2.00 Copper 4.60 0.47 VW-Lakes 507 P-243 J-125 2.00 Copper 3.45 0.35 VW-Lakes 509 P-244 J-125 2.00 Copper 4.03 0.41 VW-Lakes 510 P-245 J-3 8.00 Ductile Iron 121.64 0.78 VW-Lakes 516 P-247 J-1 12.00 Ductile Iron -449.42 1.27 VW-Lakes 521 P-250 PMP-1 12.00 Ductile Iron -449.42 1.27 VW-Lakes 546 P-257 J-64 8.00 Ductile Iron 56.72 0.36 VW-Lakes 547 P-258 J-253 8.00 Ductile Iron 56.72 0.36 VW-Lakes 548 P-259 J-252 6.00 Ductile Iron 0.00 0.00 VW-Lakes 562 P-260 J-4 12.00 Ductile Iron 327.78 0.93 VW-Lakes 563 P-261 J-254 12.00 Ductile Iron 143.78 0.41 VW-Lakes 565 P-262 J-254 8.00 Ductile Iron 184.00 1.17 VW-Lakes 567 P-263 J-9 8.00 Ductile Iron 92.00 0.59 VW-Lakes 130.0 130.0 130.0 130.0 Bentley WaterCAD V8i (SELECTseries 4) [08.11.04.50] 130.0 130.0 130.0 130.0 130.0 130.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 J-5 J-255 J-256 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 PMP-1 R-1 J-253 J-65 J-253 J-254 J-233 J-234 J-235 J-236 J-237 J-57 J-226 J-227 J-228 J-231 J-232 J-123 J-220 J-221 J-222 J-223 J-224 J-225 J-214 J-215 J-216 J-217 J-218 J-219 J-212 J-213 407 24 38 52 86 38 20 21 40 7 73 97 75 95 86 95 102 96 73 99 98 72 81 83 83 81 74 103 85 66 75 86 78 76 58 VW-LAKES-WaterCAD.wtg 11/21/2014 6 LabelFire Flow IterationsSatisfies Fire Flow Constraints?Fire Flow (Available)(gpm)Flow (Total Needed)(gpm)Flow (Total Available)(gpm)Pressure (Residual Lower Limit)(psi)Pressure (Zone Lower Limit)(psi)Pressure (Calculated Zone Lower Limit)(psi)J-12 True2,000.00 1,500.00 2,000.00202046J-22 True2,000.00 1,500.00 2,000.00202043J-32 True2,000.00 1,500.00 2,000.00202042J-42 True2,000.00 1,500.00 2,000.00202042J-52 True2,000.00 1,500.00 2,000.00202040J-62 True2,000.00 1,500.00 2,000.00202040J-72 True2,000.00 1,500.00 2,000.00202040J-82 True2,000.00 1,500.00 2,000.00202040J-92 True2,000.00 1,500.00 2,000.00202040J-102 True2,000.00 1,500.00 2,000.00202040J-112 True2,000.00 1,500.00 2,000.00202040J-122 True2,000.00 1,500.00 2,000.00202040J-132 True2,000.00 1,500.00 2,000.00202040J-142 True2,000.00 1,500.00 2,000.00202040J-152 True2,000.00 1,500.00 2,000.00202040J-162 True2,000.00 1,500.00 2,000.00202040J-172 True2,000.00 1,500.00 2,000.00202040J-182 True2,000.00 1,500.00 2,000.00202040J-192 True2,000.00 1,500.00 2,000.00202040J-202 True2,000.00 1,500.00 2,000.00202039J-212 True2,000.00 1,500.00 2,000.00202039J-222 True2,000.00 1,500.00 2,000.00202039J-232 True2,000.00 1,500.00 2,000.00202039J-242 True2,000.00 1,500.00 2,000.00202039J-252 True2,000.00 1,500.00 2,000.00202039J-262 True2,000.00 1,500.00 2,000.00202039J-272 True2,000.00 1,500.00 2,000.00202039J-282 True2,000.00 1,500.00 2,000.00202039J-292 True2,000.00 1,500.00 2,000.00202039J-302 True2,000.00 1,500.00 2,000.00202039J-312 True2,000.00 1,500.00 2,000.00202039J-322 True2,000.00 1,500.00 2,000.00202039J-332 True2,000.00 1,500.00 2,000.00202039J-342 True2,000.00 1,500.00 2,000.00202039J-352 True2,000.00 1,500.00 2,000.00202039J-362 True2,000.00 1,500.00 2,000.00202039THE LAKES AT VALLEY WEST SUBDIVISION49494949494949494949525251504949505050515252555554505049Pressure (Calculated Residual)(psi)62595756555555561,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.00Fire Flow (Needed)(gpm)1,500.001,500.001,500.001,500.001,500.001,500.001,500.00VW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesMax Day: Fire Flow ReportCurrent Time: 0.000 hoursZoneVW-LakesVW-LakesVW-LakesVW-Lakes1 J-372 True2,000.00 1,500.00 2,000.00202039J-382 True2,000.00 1,500.00 2,000.00202039J-392 True2,000.00 1,500.00 2,000.00202038J-402 True2,000.00 1,500.00 2,000.00202038J-412 True2,000.00 1,500.00 2,000.00202038J-422 True2,000.00 1,500.00 2,000.00202038J-432 True2,000.00 1,500.00 2,000.00202038J-442 True2,000.00 1,500.00 2,000.00202038J-452 True2,000.00 1,500.00 2,000.00202038J-462 True2,000.00 1,500.00 2,000.00202038J-472 True2,000.00 1,500.00 2,000.00202037J-482 True2,000.00 1,500.00 2,000.00202037J-492 True2,000.00 1,500.00 2,000.00202037J-502 True2,000.00 1,500.00 2,000.00202037J-512 True2,000.00 1,500.00 2,000.00202040J-522 True2,000.00 1,500.00 2,000.00202040J-532 True2,000.00 1,500.00 2,000.00202040J-542 True2,000.00 1,500.00 2,000.00202041J-552 True2,000.00 1,500.00 2,000.00202041J-562 True2,000.00 1,500.00 2,000.00202041J-572 True2,000.00 1,500.00 2,000.00202041J-582 True2,000.00 1,500.00 2,000.00202040J-592 True2,000.00 1,500.00 2,000.00202040J-602 True2,000.00 1,500.00 2,000.00202040J-612 True2,000.00 1,500.00 2,000.00202040J-622 True2,000.00 1,500.00 2,000.00202040J-632 True2,000.00 1,500.00 2,000.00202040J-642 True2,000.00 1,500.00 2,000.00202040J-652 True2,000.00 1,500.00 2,000.00202040J-662 True2,000.00 1,500.00 2,000.00202040J-672 True2,000.00 1,500.00 2,000.00202040J-682 True2,000.00 1,500.00 2,000.00202040J-692 True2,000.00 1,500.00 2,000.00202040J-702 True2,000.00 1,500.00 2,000.00202040J-712 True2,000.00 1,500.00 2,000.00202040J-722 True2,000.00 1,500.00 2,000.00202040J-732 True2,000.00 1,500.00 2,000.00202039J-742 True2,000.00 1,500.00 2,000.00202039J-752 True2,000.00 1,500.00 2,000.00202039J-762 True2,000.00 1,500.00 2,000.00202039J-772 True2,000.00 1,500.00 2,000.00202038J-782 True2,000.00 1,500.00 2,000.00202038J-792 True2,000.00 1,500.00 2,000.00202038J-802 True2,000.00 1,500.00 2,000.00202038J-812 True2,000.00 1,500.00 2,000.00202038J-822 True2,000.00 1,500.00 2,000.00202038494949494848474952525252494953535353515056535353535352535454555550504948464450515050494949491,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.00VW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-Lakes2 J-832 True2,000.00 1,500.00 2,000.00202038J-842 True2,000.00 1,500.00 2,000.00202039J-852 True2,000.00 1,500.00 2,000.00202038J-862 True2,000.00 1,500.00 2,000.00202038J-872 True2,000.00 1,500.00 2,000.00202039J-882 True2,000.00 1,500.00 2,000.00202039J-892 True2,000.00 1,500.00 2,000.00202037J-902 True2,000.00 1,500.00 2,000.00202037J-912 True2,000.00 1,500.00 2,000.00202038J-922 True2,000.00 1,500.00 2,000.00202038J-932 True2,000.00 1,500.00 2,000.00202038J-942 True2,000.00 1,500.00 2,000.00202038J-952 True2,000.00 1,500.00 2,000.00202038J-962 True2,000.00 1,500.00 2,000.00202038J-972 True2,000.00 1,500.00 2,000.00202038J-982 True2,000.00 1,500.00 2,000.00202038J-992 True2,000.00 1,500.00 2,000.00202038J-1002 True2,000.00 1,500.00 2,000.00202038J-1012 True2,000.00 1,500.00 2,000.00202038J-1022 True2,000.00 1,500.00 2,000.00202040J-1032 True2,000.00 1,500.00 2,000.00202040J-1042 True2,000.00 1,500.00 2,000.00202031J-1052 True2,000.00 1,500.00 2,000.00202031J-1062 True2,000.00 1,500.00 2,000.00202040J-1082 True2,000.00 1,500.00 2,000.00202039J-1092 True2,000.00 1,500.00 2,000.00202037J-1102 True2,000.00 1,500.00 2,000.00202037J-1112 True2,000.00 1,500.00 2,000.00202036J-1122 True2,000.00 1,500.00 2,000.00202035J-1132 True2,000.00 1,500.00 2,000.00202035J-1142 True2,000.00 1,500.00 2,000.00202037J-1152 True2,000.00 1,500.00 2,000.00202036J-1162 True2,000.00 1,500.00 2,000.00202035J-1172 True2,000.00 1,500.00 2,000.00202035J-1182 True2,000.00 1,500.00 2,000.00202034J-1192 True2,000.00 1,500.00 2,000.00202035J-1202 True2,000.00 1,500.00 2,000.00202033J-1212 True2,000.00 1,500.00 2,000.00202032J-1222 True2,000.00 1,500.00 2,000.00202032J-1232 True2,000.00 1,500.00 2,000.00202031J-1242 True2,000.00 1,500.00 2,000.00202031J-1252 True2,000.00 1,500.00 2,000.00202026J-1262 True2,000.00 1,500.00 2,000.00202026J-1276 True2,135.00 1,500.00 2,135.00202020J-1282 True2,000.00 1,500.00 2,000.00202031J-1292 True2,000.00 1,500.00 2,000.00202031413632244140444543424141453846454544345553474645494950555541514950505048494947465150494949491,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.00VW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-Lakes3 J-1302 True2,000.00 1,500.00 2,000.00202040J-1312 True2,000.00 1,500.00 2,000.00202039J-1322 True2,000.00 1,500.00 2,000.00202039J-1332 True2,000.00 1,500.00 2,000.00202038J-1342 True2,000.00 1,500.00 2,000.00202038J-1352 True2,000.00 1,500.00 2,000.00202036J-1362 True2,000.00 1,500.00 2,000.00202037J-1372 True2,000.00 1,500.00 2,000.00202035J-1382 True2,000.00 1,500.00 2,000.00202032J-1392 True2,000.00 1,500.00 2,000.00202040J-1402 True2,000.00 1,500.00 2,000.00202040J-1412 True2,000.00 1,500.00 2,000.00202040J-1422 True2,000.00 1,500.00 2,000.00202040J-1432 True2,000.00 1,500.00 2,000.00202042J-1442 True2,000.00 1,500.00 2,000.00202043J-14512 False27.10 1,500.58 27.68202078J-14612 False27.10 1,500.58 27.68202078J-14713 False26.37 1,500.58 26.95202078J-14813 False26.37 1,500.58 26.95202078J-14913 False26.37 1,500.58 26.95202078J-15012 False27.10 1,500.58 27.68202078J-15112 False27.10 1,500.58 27.68202078J-15212 False27.10 1,500.58 27.68202078J-15312 False27.10 1,500.58 27.68202078J-15412 False27.10 1,500.58 27.68202078J-15512 False30.03 1,500.58 30.61202078J-15612 False31.49 1,500.58 32.07202078J-15712 False30.03 1,500.58 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27.68202078212121222121222120212222222122202120202022212322212121215354562020234442395353534851474949441,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.00VW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-Lakes4 J-17613 False21.97 1,500.58 22.55202078J-17712 False21.24 1,500.58 21.82202078J-17813 False27.83 1,500.58 28.41202078J-17912 False21.24 1,500.58 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False315.98 1,506.33 322.31202075J-2063 False431.68 1,502.30 433.98202074J-2073 False370.27 1,504.60 374.87202075J-20814 False76.87 1,501.15 78.02202078J-20914 False77.31 1,501.15 78.46202078J-2103 False387.00 1,502.30 389.30202074J-2113 False372.71 1,502.88 375.59202075J-2123 False374.04 1,502.88 376.92202075J-2133 False303.71 1,502.30 306.01202075J-2143 False350.16 1,505.18 355.34202075J-2153 False328.65 1,502.30 330.95202075J-2163 False303.48 1,502.30 305.78202075J-2173 False319.58 1,502.30 321.88202075J-2183 False319.88 1,504.60 324.48202075J-2193 False308.59 1,504.60 313.19202075J-2203 False301.65 1,505.75 307.40202075J-2213 False302.07 1,505.75 307.82202075202020202020202020202020202022202020202022214921232221222120222021212221202022232021212122231,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.00VW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-Lakes5 J-2223 False302.54 1,505.75 308.29202075J-2233 False318.43 1,503.45 321.88202075J-2243 False264.94 1,504.60 269.54202076J-2253 False271.39 1,505.18 276.57202076J-2263 False279.63 1,505.75 285.38202076J-2273 False319.84 1,504.60 324.44202075J-2283 False269.59 1,504.60 274.19202076J-2293 False317.69 1,505.18 322.87202075J-2313 False268.68 1,505.18 273.86202076J-2323 False319.86 1,505.18 325.04202075J-2333 False270.07 1,505.18 275.25202076J-2343 False314.20 1,504.60 318.80202075J-2353 False273.84 1,504.60 278.44202076J-2363 False290.47 1,503.45 293.92202075J-2373 False272.05 1,504.03 276.08202076J-2522 True2,000.00 1,500.00 2,000.00202040J-2532 True2,000.00 1,500.00 2,000.00202040J-2542 True2,000.00 1,500.00 2,000.00202040J-2552 True2,000.00 1,684.00 2,184.00202040J-2562 True2,000.00 1,592.00 2,092.00202040Bentley WaterCAD V8i (SELECTseries 4)[08.11.04.50]2020202020522020202020202020202027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16661,500.001,500.001,500.001,500.001,500.00Bentley Systems, Inc. Haestad Methods Solution Center535554531,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.001,500.00VW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LakesVW-LAKES-WaterCAD.wtg11/21/20146 ID Label Status (Initial) Hydraulic Grade (Suction) (ft) Flow (Total) (gpm) Pump Head (ft) 512 PMP-1 On 4,748.85 449.42 209.23 THE LAKES AT VALLEY WEST SUBDIVISION 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Hydraulic Grade (Discharge) (ft) 4,958.08 Bentley WaterCAD V8i (SELECTseries 4) [08.11.04.50] Max Day: Pump Table Current Time: 0.000 hours VW-LAKES-WaterCAD.wtg 11/21/2014 Elevation (ft) 4,741.86 Pump Definition Durston Rd #1721 Bentley Systems, Inc. Haestad Methods Solution Center 1 ID Zone Flow (Out net) (gpm) 511 VW-Lakes 449.42 THE LAKES AT VALLEY WEST SUBDIVISION 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Hydraulic Grade (ft) 4,748.86 Bentley WaterCAD V8i (SELECTseries 4) [08.11.04.50] Max Day: Reservoir Table Current Time: 0.000 hours VW-LAKES-WaterCAD.wtg 11/21/2014 Label R-1 Elevation (ft) 4,748.86 Bentley Systems, Inc. Haestad Methods Solution Center 1 PEAK HOURLY DEMAND Is EPS Snapshot? Start Time 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Use simple controls during steady state? Calculation Type True False 12:00:00 AM Hydraulics Only Bentley WaterCAD V8i (SELECTseries 4) [08.11.04.50] <I> Base Calculation Options Bentley Systems, Inc. Haestad Methods Solution Center <I> Base Energy Cost <I> Base Transient <I> Base Pressure Dependent Demand <I> Base Failure History <I> Base User Data Extensions Peak Hour <I> Base Initial Settings <I> Base Operational <I> Base Age <I> Base Constituent <I> Base Trace <I> Base Fire Flow 526 Peak Hour (Average*3) <I> Base Active Topology <I> Base Physical Peak Hour Friction Method Accuracy Trials Steady State Hazen-Williams 0.001 40 Pressure Dependent Demand Failure History User Data Extensions Steady State/EPS Solver Calculation Options Transient Solver Calculation Options Time Analysis Type Age Constituent Trace Fire Flow Energy Cost Transient VW-LAKES-WaterCAD.wtg 11/21/2014 Scenario Summary Hydraulic Summary ID Label Notes Active Topology Scenario Summary Report Scenario: Peak Hour (Average*3) Physical Demand Initial Settings Operational ID Elevation (ft) Demand (gpm) Hydraulic Grade (ft) Pressure (psi) 29 4,741.86 0.00 4,955.97 93 30 4,741.50 0.00 4,955.44 93 32 4,743.00 0.00 4,955.20 92 34 4,743.00 0.00 4,955.15 92 36 4,741.50 0.00 4,954.93 92 38 4,741.00 0.00 4,954.93 93 40 4,738.50 0.00 4,954.89 94 42 4,736.50 0.00 4,954.87 94 44 4,736.00 0.00 4,954.83 95 46 4,736.10 0.00 4,954.83 95 48 4,736.00 0.00 4,954.83 95 50 4,748.10 0.00 4,955.06 90 52 4,748.00 0.00 4,955.05 90 54 4,748.50 0.00 4,955.05 89 56 4,748.20 0.00 4,955.04 89 58 4,747.60 0.00 4,955.03 90 60 4,747.30 0.00 4,955.02 90 62 4,747.00 0.00 4,955.02 90 64 4,746.30 0.00 4,955.01 90 66 4,745.60 0.00 4,954.98 91 68 4,744.80 0.00 4,954.95 91 70 4,744.60 0.00 4,954.92 91 72 4,745.40 0.00 4,954.90 91 74 4,746.40 0.00 4,954.89 90 76 4,746.80 0.00 4,954.89 90 78 4,746.60 0.00 4,954.88 90 80 4,746.60 0.00 4,954.88 90 82 4,746.30 0.00 4,954.88 90 84 4,746.30 0.00 4,954.88 90 86 4,746.30 0.00 4,954.87 90 88 4,746.00 0.00 4,954.87 90 90 4,746.00 0.00 4,954.87 90 92 4,746.00 0.00 4,954.87 90 94 4,745.50 0.00 4,954.87 91 96 4,745.00 0.00 4,954.87 91 98 4,744.00 0.00 4,954.86 91 100 4,743.80 0.00 4,954.86 91 102 4,743.50 0.00 4,954.86 91 104 4,740.00 0.00 4,954.84 93 106 4,739.10 0.00 4,954.83 93 108 4,739.90 0.00 4,954.82 93 110 4,740.80 0.00 4,954.82 93 112 4,743.80 0.00 4,954.81 91 114 4,743.40 0.00 4,954.81 91 116 4,742.80 0.00 4,954.81 92 118 4,742.70 0.00 4,954.81 92 120 4,743.10 0.00 4,954.81 92 122 4,743.50 0.00 4,954.81 91 124 4,744.40 0.00 4,954.81 91 THE LAKES AT VALLEY WEST SUBDIVISION VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes Zone VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes J-47 J-48 J-49 J-41 J-42 J-43 J-44 J-45 J-46 J-35 J-36 J-37 J-38 J-39 J-40 J-29 J-30 J-31 J-32 J-33 J-34 J-23 J-24 J-25 J-26 J-27 J-28 J-17 J-18 J-19 J-20 J-21 J-22 J-11 J-12 J-13 J-14 J-15 J-16 J-5 J-6 J-7 J-8 J-9 J-10 FlexTable: Junction Table Current Time: 0.000 hours Label J-1 J-2 J-3 J-4 1 126 4,744.60 0.00 4,954.81 91 128 4,744.50 0.00 4,955.07 91 130 4,743.50 0.00 4,955.08 92 132 4,742.60 0.00 4,955.09 92 134 4,742.00 0.00 4,955.09 92 136 4,741.80 0.00 4,955.10 92 138 4,741.20 0.00 4,955.13 93 140 4,741.00 0.00 4,955.15 93 142 4,742.30 0.00 4,955.09 92 144 4,741.60 0.00 4,955.08 92 146 4,741.40 0.00 4,955.07 92 148 4,740.90 0.00 4,955.07 93 150 4,740.30 0.00 4,955.06 93 152 4,740.00 0.00 4,955.06 93 154 4,740.20 0.00 4,955.05 93 156 4,740.70 0.00 4,955.04 93 158 4,740.50 0.00 4,955.04 93 160 4,740.00 0.00 4,955.04 93 162 4,740.00 0.00 4,955.04 93 164 4,741.60 0.00 4,955.04 92 166 4,741.70 0.00 4,955.03 92 168 4,741.90 0.00 4,955.03 92 170 4,742.90 0.00 4,955.02 92 173 4,743.20 0.00 4,954.88 92 175 4,743.00 0.00 4,954.88 92 177 4,742.10 0.00 4,954.88 92 179 4,741.20 0.00 4,954.88 92 181 4,740.30 0.00 4,954.88 93 183 4,740.20 0.00 4,954.88 93 185 4,740.40 0.00 4,954.88 93 187 4,741.60 0.00 4,954.88 92 189 4,741.60 0.00 4,954.87 92 191 4,741.20 0.00 4,954.87 92 193 4,741.00 0.00 4,954.87 93 195 4,741.10 0.00 4,954.87 92 197 4,741.90 0.00 4,954.87 92 199 4,742.30 0.00 4,954.87 92 201 4,743.70 0.00 4,954.87 91 203 4,744.20 0.00 4,954.87 91 206 4,739.40 0.00 4,954.84 93 208 4,738.90 0.00 4,954.84 93 210 4,737.20 0.00 4,954.82 94 212 4,737.00 0.00 4,954.82 94 214 4,736.00 0.00 4,954.82 95 216 4,736.40 0.00 4,954.82 94 218 4,736.60 0.00 4,954.82 94 220 4,737.20 0.00 4,954.81 94 222 4,736.50 0.00 4,954.81 94 224 4,736.70 0.00 4,954.81 94 226 4,738.80 0.00 4,954.81 93 228 4,739.10 0.00 4,954.81 93 230 4,739.30 0.00 4,954.81 93 233 4,740.50 0.00 4,954.93 93 235 4,739.50 0.00 4,954.93 93 238 4,753.30 0.00 4,954.84 87 240 4,756.70 0.00 4,954.84 86 242 4,735.80 0.00 4,954.83 95 VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes J-101 J-102 J-103 J-104 J-105 J-106 J-95 J-96 J-97 J-98 J-99 J-100 J-89 J-90 J-91 J-92 J-93 J-94 J-83 J-84 J-85 J-86 J-87 J-88 J-77 J-78 J-79 J-80 J-81 J-82 J-71 J-72 J-73 J-74 J-75 J-76 J-65 J-66 J-67 J-68 J-69 J-70 J-59 J-60 J-61 J-62 J-63 J-64 J-53 J-54 J-55 J-56 J-57 J-58 J-50 J-51 J-52 2 245 4,738.20 0.00 4,954.82 94 248 4,745.40 0.00 4,954.81 91 250 4,746.60 0.00 4,954.80 90 252 4,747.70 0.00 4,954.80 90 254 4,750.00 0.00 4,954.80 89 256 4,752.70 0.00 4,954.80 87 258 4,745.30 0.00 4,954.80 91 260 4,745.80 0.00 4,954.80 90 262 4,746.30 0.00 4,954.80 90 264 4,748.50 0.00 4,954.80 89 266 4,749.70 0.00 4,954.80 89 268 4,750.00 0.00 4,954.80 89 271 4,751.80 0.00 4,954.80 88 273 4,752.10 0.00 4,954.80 88 275 4,752.10 0.00 4,954.81 88 277 4,752.30 0.00 4,954.81 88 279 4,753.80 0.00 4,954.82 87 282 4,753.90 0.00 4,954.84 87 284 4,755.60 0.00 4,954.84 86 286 4,755.60 0.00 4,954.84 86 288 4,753.50 0.00 4,954.83 87 291 4,753.50 0.00 4,954.83 87 293 4,748.40 0.00 4,955.05 89 295 4,744.80 0.00 4,954.95 91 297 4,746.00 0.00 4,954.87 90 299 4,739.90 0.00 4,954.82 93 301 4,742.80 0.00 4,954.81 92 303 4,745.80 0.00 4,954.80 90 306 4,746.60 0.00 4,954.80 90 308 4,750.00 0.00 4,954.80 89 310 4,751.20 0.00 4,954.81 88 312 4,735.10 0.00 4,954.83 95 314 4,736.80 0.00 4,954.87 94 316 4,738.80 0.00 4,954.89 93 318 4,741.00 0.00 4,954.93 93 320 4,743.00 0.00 4,955.15 92 322 4,741.90 0.00 4,955.44 92 324 4,764.20 0.75 4,954.95 83 326 4,764.70 0.75 4,954.92 82 328 4,765.40 0.75 4,954.91 82 330 4,766.10 0.75 4,954.90 82 332 4,767.00 0.75 4,954.89 81 334 4,767.00 0.75 4,954.88 81 336 4,766.00 0.75 4,954.86 82 338 4,765.70 0.75 4,954.85 82 340 4,765.40 0.75 4,954.85 82 342 4,765.50 0.75 4,954.84 82 344 4,766.00 0.75 4,954.94 82 346 4,765.00 0.75 4,954.95 82 348 4,765.50 0.75 4,954.93 82 350 4,763.70 0.75 4,954.93 83 352 4,764.50 0.75 4,954.92 82 354 4,762.90 0.75 4,954.92 83 356 4,763.60 0.75 4,954.91 83 358 4,762.60 0.75 4,954.91 83 360 4,764.30 0.75 4,954.88 82 362 4,763.80 0.75 4,954.88 83 VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes J-162 J-163 J-164 J-156 J-157 J-158 J-159 J-160 J-161 J-150 J-151 J-152 J-153 J-154 J-155 J-144 J-145 J-146 J-147 J-148 J-149 J-138 J-139 J-140 J-141 J-142 J-143 J-132 J-133 J-134 J-135 J-136 J-137 J-126 J-127 J-128 J-129 J-130 J-131 J-120 J-121 J-122 J-123 J-124 J-125 J-114 J-115 J-116 J-117 J-118 J-119 J-108 J-109 J-110 J-111 J-112 J-113 3 364 4,764.20 0.75 4,954.88 82 366 4,764.10 0.75 4,954.88 83 368 4,765.00 0.75 4,954.87 82 370 4,765.20 0.75 4,954.87 82 372 4,766.00 0.75 4,954.83 82 374 4,767.60 2.25 4,954.89 81 376 4,770.00 0.25 4,954.86 80 378 4,770.00 0.75 4,954.65 80 380 4,768.50 0.75 4,954.71 81 382 4,769.50 0.75 4,954.64 80 384 4,768.00 0.75 4,954.70 81 386 4,769.00 0.75 4,954.63 80 388 4,768.30 0.75 4,954.61 81 390 4,767.00 0.75 4,954.71 81 392 4,768.10 0.75 4,954.61 81 394 4,764.70 0.75 4,954.71 82 396 4,767.60 0.75 4,954.63 81 398 4,767.00 0.75 4,954.62 81 400 4,762.00 0.75 4,954.72 83 402 4,767.10 0.75 4,954.61 81 404 4,762.50 0.75 4,954.74 83 406 4,765.00 0.75 4,954.74 82 408 4,767.00 0.75 4,954.74 81 410 4,764.60 0.75 4,954.74 82 412 4,764.10 0.75 4,954.74 82 414 4,764.10 0.75 4,954.73 82 416 4,764.00 0.75 4,954.74 83 418 4,764.00 0.75 4,954.74 83 420 4,767.00 0.75 4,954.72 81 422 4,766.10 0.75 4,954.73 82 424 4,763.90 0.75 4,954.74 83 426 4,763.00 0.75 4,954.68 83 428 4,763.30 0.75 4,954.68 83 430 4,740.90 0.00 4,954.88 93 433 4,764.00 0.75 4,954.67 82 435 4,765.00 0.75 4,954.67 82 437 4,765.30 0.75 4,954.67 82 439 4,766.50 0.75 4,954.67 81 441 4,763.00 6.00 4,954.77 83 443 4,761.00 6.00 4,954.78 84 445 4,766.40 8.25 4,954.67 81 447 4,760.00 3.00 4,954.80 84 449 4,759.90 6.00 4,954.75 84 451 4,759.80 1.50 4,954.72 84 453 4,760.00 1.50 4,954.72 84 455 4,762.10 3.00 4,954.80 83 457 4,763.00 3.75 4,954.79 83 459 4,762.00 3.75 4,954.79 83 461 4,765.30 3.00 4,954.79 82 463 4,761.20 6.75 4,954.73 84 465 4,763.00 3.00 4,954.78 83 467 4,765.00 3.00 4,954.78 82 469 4,764.90 3.00 4,954.78 82 471 4,765.80 6.00 4,954.72 82 473 4,766.50 6.00 4,954.71 81 475 4,768.40 7.50 4,954.66 81 477 4,768.00 7.50 4,954.66 81 VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes J-216 J-217 J-218 J-219 J-220 J-221 J-210 J-211 J-212 J-213 J-214 J-215 J-204 J-205 J-206 J-207 J-208 J-209 J-198 J-199 J-200 J-201 J-202 J-203 J-192 J-193 J-194 J-195 J-196 J-197 J-186 J-187 J-188 J-189 J-190 J-191 J-180 J-181 J-182 J-183 J-184 J-185 J-174 J-175 J-176 J-177 J-178 J-179 J-168 J-169 J-170 J-171 J-172 J-173 J-165 J-166 J-167 4 479 4,770.70 6.75 4,954.69 80 481 4,771.00 4.50 4,954.75 80 483 4,772.50 6.00 4,954.69 79 485 4,766.70 6.75 4,954.66 81 487 4,768.10 7.50 4,954.64 81 489 4,770.20 6.00 4,954.72 80 491 4,773.30 6.00 4,954.69 78 493 4,772.20 6.75 4,954.71 79 495 4,774.50 6.75 4,954.67 78 497 4,771.90 6.75 4,954.70 79 500 4,775.00 6.75 4,954.68 78 502 4,772.50 6.00 4,954.74 79 504 4,774.70 6.00 4,954.72 78 506 4,774.00 4.50 4,954.78 78 508 4,776.50 5.25 4,954.75 77 544 4,740.38 0.00 4,955.05 93 545 4,740.38 0.00 4,955.05 93 561 4,741.58 0.00 4,954.94 92 564 4,741.50 240.00 4,954.89 92 566 4,736.00 120.00 4,954.81 95 Bentley WaterCAD V8i (SELECTseries 4) [08.11.04.50] 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes Bentley Systems, Inc. Haestad Methods Solution Center VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes VW-Lakes J-255 J-256 J-235 J-236 J-237 J-252 J-253 J-254 J-228 J-229 J-231 J-232 J-233 J-234 J-222 J-223 J-224 J-225 J-226 J-227 VW-LAKES-WaterCAD.wtg 11/21/2014 5 ID Label Start Node Diameter (in) Material Flow (gpm) Velocity (ft/s) Zone 31 P-1 J-1 12.00 Ductile Iron 584.51 1.66 VW-Lakes 33 P-2 J-2 12.00 Ductile Iron 584.51 1.66 VW-Lakes 35 P-3 J-3 12.00 Ductile Iron 426.42 1.21 VW-Lakes 39 P-5 J-5 12.00 Ductile Iron 162.30 0.46 VW-Lakes 41 P-6 J-6 12.00 Ductile Iron 162.30 0.46 VW-Lakes 43 P-7 J-7 12.00 Ductile Iron 162.30 0.46 VW-Lakes 45 P-8 J-8 12.00 Ductile Iron 162.30 0.46 VW-Lakes 47 P-9 J-9 12.00 Ductile Iron 0.00 0.00 VW-Lakes 49 P-10 J-10 12.00 Ductile Iron 0.00 0.00 VW-Lakes 53 P-12 J-12 8.00 Ductile Iron 74.60 0.48 VW-Lakes 55 P-13 J-13 8.00 Ductile Iron 74.60 0.48 VW-Lakes 57 P-14 J-14 8.00 Ductile Iron 73.85 0.47 VW-Lakes 59 P-15 J-15 8.00 Ductile Iron 73.10 0.47 VW-Lakes 61 P-16 J-16 8.00 Ductile Iron 72.35 0.46 VW-Lakes 63 P-17 J-17 8.00 Ductile Iron 71.60 0.46 VW-Lakes 65 P-18 J-18 8.00 Ductile Iron 70.85 0.45 VW-Lakes 67 P-19 J-19 8.00 Ductile Iron 140.09 0.89 VW-Lakes 69 P-20 J-20 8.00 Ductile Iron 139.34 0.89 VW-Lakes 71 P-21 J-21 8.00 Ductile Iron 139.34 0.89 VW-Lakes 73 P-22 J-22 8.00 Ductile Iron 97.21 0.62 VW-Lakes 75 P-23 J-23 8.00 Ductile Iron 94.96 0.61 VW-Lakes 77 P-24 J-24 8.00 Ductile Iron 94.71 0.60 VW-Lakes 79 P-25 J-25 8.00 Ductile Iron 57.64 0.37 VW-Lakes 81 P-26 J-26 8.00 Ductile Iron 56.89 0.36 VW-Lakes 83 P-27 J-27 8.00 Ductile Iron 56.14 0.36 VW-Lakes 85 P-28 J-28 8.00 Ductile Iron 55.39 0.35 VW-Lakes 87 P-29 J-29 8.00 Ductile Iron 54.64 0.35 VW-Lakes 89 P-30 J-30 8.00 Ductile Iron 53.14 0.34 VW-Lakes 91 P-31 J-31 8.00 Ductile Iron 52.39 0.33 VW-Lakes 93 P-32 J-32 8.00 Ductile Iron 51.64 0.33 VW-Lakes 95 P-33 J-33 8.00 Ductile Iron 51.64 0.33 VW-Lakes 97 P-34 J-34 8.00 Ductile Iron 50.89 0.32 VW-Lakes 99 P-35 J-35 8.00 Ductile Iron 74.46 0.48 VW-Lakes 101 P-36 J-36 8.00 Ductile Iron 73.71 0.47 VW-Lakes 103 P-37 J-37 8.00 Ductile Iron 72.96 0.47 VW-Lakes 105 P-38 J-38 8.00 Ductile Iron 72.21 0.46 VW-Lakes 107 P-39 J-39 8.00 Ductile Iron 60.21 0.38 VW-Lakes THE LAKES AT VALLEY WEST SUBDIVISION 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 Hazen- Williams C 130.0 130.0 130.0 130.0 J-39 J-40 J-33 J-34 J-35 J-36 J-37 J-38 J-27 J-28 J-29 J-30 J-31 J-32 J-21 J-22 J-23 J-24 J-25 J-26 J-15 J-16 J-17 J-18 J-19 J-20 J-8 J-9 J-10 J-11 J-13 J-14 Stop Node J-2 J-3 J-4 J-6 J-7 15 147 91 4 11 19 15 25 27 31 16 32 2 40 40 67 50 60 88 42 36 16 63 61 61 64 53 414 320 386 32 113 27 Peak Hour: Pipe Table Current Time: 0.000 hours Length (Scaled) (ft) 560 257 102 27 1 109 P-40 J-40 8.00 Ductile Iron 51.96 0.33 VW-Lakes 111 P-41 J-41 8.00 Ductile Iron 51.96 0.33 VW-Lakes 113 P-42 J-42 8.00 Ductile Iron 26.84 0.17 VW-Lakes 115 P-43 J-43 8.00 Ductile Iron 29.46 0.19 VW-Lakes 117 P-44 J-44 8.00 Ductile Iron 26.46 0.17 VW-Lakes 119 P-45 J-45 8.00 Ductile Iron 26.46 0.17 VW-Lakes 121 P-46 J-46 8.00 Ductile Iron 35.91 0.23 VW-Lakes 123 P-47 J-47 8.00 Ductile Iron 32.91 0.21 VW-Lakes 125 P-48 J-48 8.00 Ductile Iron 3.00 0.02 VW-Lakes 127 P-49 J-49 8.00 Ductile Iron 0.00 0.00 VW-Lakes 129 P-50 J-12 8.00 Ductile Iron -74.60 0.48 VW-Lakes 131 P-51 J-51 8.00 Ductile Iron -75.35 0.48 VW-Lakes 133 P-52 J-52 8.00 Ductile Iron -76.10 0.49 VW-Lakes 135 P-53 J-53 8.00 Ductile Iron -76.85 0.49 VW-Lakes 137 P-54 J-54 8.00 Ductile Iron -156.59 1.00 VW-Lakes 139 P-55 J-55 8.00 Ductile Iron -157.34 1.00 VW-Lakes 141 P-56 J-56 8.00 Ductile Iron -158.09 1.01 VW-Lakes 143 P-57 J-54 8.00 Ductile Iron 79.74 0.51 VW-Lakes 145 P-58 J-58 8.00 Ductile Iron 78.24 0.50 VW-Lakes 147 P-59 J-59 8.00 Ductile Iron 77.49 0.49 VW-Lakes 149 P-60 J-60 8.00 Ductile Iron 76.74 0.49 VW-Lakes 151 P-61 J-61 8.00 Ductile Iron 75.99 0.49 VW-Lakes 153 P-62 J-62 8.00 Ductile Iron 75.24 0.48 VW-Lakes 155 P-63 J-63 8.00 Ductile Iron 74.49 0.48 VW-Lakes 159 P-65 J-65 8.00 Ductile Iron 1.50 0.01 VW-Lakes 161 P-66 J-66 8.00 Ductile Iron 0.75 0.00 VW-Lakes 163 P-67 J-67 8.00 Ductile Iron 0.00 0.00 VW-Lakes 165 P-68 J-65 8.00 Ductile Iron 72.24 0.46 VW-Lakes 167 P-69 J-69 8.00 Ductile Iron 71.49 0.46 VW-Lakes 169 P-70 J-70 8.00 Ductile Iron 70.74 0.45 VW-Lakes 171 P-71 J-71 8.00 Ductile Iron 69.99 0.45 VW-Lakes 172 P-72 J-72 8.00 Ductile Iron 69.24 0.44 VW-Lakes 174 P-73 J-25 8.00 Ductile Iron 36.32 0.23 VW-Lakes 176 P-74 J-73 8.00 Ductile Iron 35.57 0.23 VW-Lakes 178 P-75 J-74 8.00 Ductile Iron 34.82 0.22 VW-Lakes 180 P-76 J-75 8.00 Ductile Iron 34.07 0.22 VW-Lakes 184 P-78 J-77 8.00 Ductile Iron 0.75 0.00 VW-Lakes 186 P-79 J-78 8.00 Ductile Iron 0.00 0.00 VW-Lakes 188 P-80 J-76 8.00 Ductile Iron 31.82 0.20 VW-Lakes 190 P-81 J-80 8.00 Ductile Iron 30.32 0.19 VW-Lakes 192 P-82 J-81 8.00 Ductile Iron 28.82 0.18 VW-Lakes 194 P-83 J-82 8.00 Ductile Iron 28.07 0.18 VW-Lakes 196 P-84 J-83 8.00 Ductile Iron 27.32 0.17 VW-Lakes 198 P-85 J-84 8.00 Ductile Iron 26.57 0.17 VW-Lakes 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 J-82 J-83 J-84 J-85 J-75 J-76 J-78 J-79 J-80 J-81 J-70 J-71 J-72 J-19 J-73 J-74 J-63 J-64 J-66 J-67 J-68 J-69 J-57 J-58 J-59 J-60 J-61 J-62 J-51 J-52 J-53 J-54 J-55 J-56 J-45 J-46 J-47 J-48 J-49 J-50 J-41 J-42 J-43 J-44 44 39 26 21 30 35 35 27 35 16 32 39 25 25 50 109 144 34 27 50 11 53 29 52 26 49 54 23 38 81 75 76 52 37 15 38 70 40 59 51 69 90 33 200 2 200 P-86 J-85 8.00 Ductile Iron 25.82 0.16 VW-Lakes 202 P-87 J-86 8.00 Ductile Iron 25.07 0.16 VW-Lakes 204 P-88 J-87 8.00 Ductile Iron 24.32 0.16 VW-Lakes 205 P-89 J-88 8.00 Ductile Iron 23.57 0.15 VW-Lakes 207 P-90 J-39 8.00 Ductile Iron 12.00 0.08 VW-Lakes 209 P-91 J-89 8.00 Ductile Iron 0.00 0.00 VW-Lakes 211 P-92 J-42 8.00 Ductile Iron 25.12 0.16 VW-Lakes 213 P-93 J-91 8.00 Ductile Iron 22.12 0.14 VW-Lakes 215 P-94 J-92 8.00 Ductile Iron 16.12 0.10 VW-Lakes 217 P-95 J-93 8.00 Ductile Iron 0.00 0.00 VW-Lakes 219 P-96 J-93 8.00 Ductile Iron 16.12 0.10 VW-Lakes 221 P-97 J-95 8.00 Ductile Iron 14.62 0.09 VW-Lakes 223 P-98 J-96 8.00 Ductile Iron 13.12 0.08 VW-Lakes 225 P-99 J-97 8.00 Ductile Iron 0.00 0.00 VW-Lakes 227 P-100 J-97 8.00 Ductile Iron 13.12 0.08 VW-Lakes 229 P-101 J-99 8.00 Ductile Iron 9.37 0.06 VW-Lakes 231 P-102 J-100 8.00 Ductile Iron 6.37 0.04 VW-Lakes 232 P-103 J-101 8.00 Ductile Iron 2.62 0.02 VW-Lakes 234 P-104 J-5 8.00 Ductile Iron 24.12 0.15 VW-Lakes 236 P-105 J-102 8.00 Ductile Iron 24.12 0.15 VW-Lakes 237 P-106 J-103 8.00 Ductile Iron 24.12 0.15 VW-Lakes 239 P-107 J-22 8.00 Ductile Iron 66.25 0.42 VW-Lakes 241 P-108 J-104 8.00 Ductile Iron 0.00 0.00 VW-Lakes 244 P-109 J-9 8.00 Ductile Iron 42.30 0.27 VW-Lakes 246 P-110 J-106 8.00 Ductile Iron 42.30 0.27 VW-Lakes 247 P-111 J-108 8.00 Ductile Iron 35.55 0.23 VW-Lakes 249 P-112 J-46 8.00 Ductile Iron 26.09 0.17 VW-Lakes 251 P-113 J-109 8.00 Ductile Iron 19.34 0.12 VW-Lakes 253 P-114 J-110 8.00 Ductile Iron 19.34 0.12 VW-Lakes 255 P-115 J-111 8.00 Ductile Iron 11.84 0.08 VW-Lakes 257 P-116 J-112 8.00 Ductile Iron 0.00 0.00 VW-Lakes 259 P-117 J-48 8.00 Ductile Iron 26.91 0.17 VW-Lakes 261 P-118 J-114 8.00 Ductile Iron 14.91 0.10 VW-Lakes 263 P-119 J-115 8.00 Ductile Iron 14.91 0.10 VW-Lakes 265 P-120 J-116 8.00 Ductile Iron -0.09 0.00 VW-Lakes 267 P-121 J-117 8.00 Ductile Iron -6.84 0.04 VW-Lakes 269 P-122 J-118 8.00 Ductile Iron -17.34 0.11 VW-Lakes 270 P-123 J-119 8.00 Ductile Iron -17.34 0.11 VW-Lakes 272 P-124 J-112 8.00 Ductile Iron -5.50 0.04 VW-Lakes 274 P-125 J-120 8.00 Ductile Iron -17.50 0.11 VW-Lakes 276 P-126 J-121 8.00 Ductile Iron -31.00 0.20 VW-Lakes 278 P-127 J-122 8.00 Ductile Iron -31.00 0.20 VW-Lakes 280 P-128 J-123 8.00 Ductile Iron -44.50 0.28 VW-Lakes 283 P-130 J-104 8.00 Ductile Iron 9.75 0.06 VW-Lakes130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 J-120 J-121 J-122 J-123 J-124 J-125 J-115 J-116 J-117 J-118 J-119 J-112 J-109 J-110 J-111 J-112 J-113 J-114 J-22 J-104 J-105 J-106 J-108 J-46 J-99 J-100 J-101 J-43 J-102 J-103 J-93 J-94 J-95 J-96 J-97 J-98 J-88 J-35 J-89 J-90 J-91 J-92 J-86 J-87 179 27 150 213 104 145 220 201 54 105 225 129 56 251 217 128 81 291 201 33 372 739 196 26 212 68 37 61 58 78 27 52 35 68 48 117 58 25 40 101 111 52 62 14 3 285 P-131 J-125 8.00 Ductile Iron 0.00 0.00 VW-Lakes 287 P-132 J-126 6.00 Ductile Iron 0.00 0.00 VW-Lakes 289 P-133 J-124 8.00 Ductile Iron -56.50 0.36 VW-Lakes 290 P-134 J-128 8.00 Ductile Iron -56.50 0.36 VW-Lakes 292 P-135 J-128 6.00 Ductile Iron 0.00 0.00 VW-Lakes 294 P-136 J-13 6.00 Ductile Iron 0.00 0.00 VW-Lakes 296 P-137 J-21 6.00 Ductile Iron 0.00 0.00 VW-Lakes 298 P-138 J-33 6.00 Ductile Iron 0.00 0.00 VW-Lakes 300 P-139 J-41 6.00 Ductile Iron 0.00 0.00 VW-Lakes 302 P-140 J-45 6.00 Ductile Iron 0.00 0.00 VW-Lakes 305 P-142 J-135 6.00 Ductile Iron 0.00 0.00 VW-Lakes 307 P-143 J-110 6.00 Ductile Iron 0.00 0.00 VW-Lakes 309 P-144 J-119 6.00 Ductile Iron 0.00 0.00 VW-Lakes 311 P-145 J-122 6.00 Ductile Iron 0.00 0.00 VW-Lakes 313 P-146 J-10 6.00 Ductile Iron 0.00 0.00 VW-Lakes 315 P-147 J-8 6.00 Ductile Iron 0.00 0.00 VW-Lakes 317 P-148 J-7 6.00 Ductile Iron 0.00 0.00 VW-Lakes 319 P-149 J-6 6.00 Ductile Iron 0.00 0.00 VW-Lakes 321 P-150 J-4 6.00 Ductile Iron 0.00 0.00 VW-Lakes 323 P-151 J-2 6.00 Ductile Iron 0.00 0.00 VW-Lakes 325 P-152 J-56 0.75 Copper 0.75 0.54 VW-Lakes 327 P-153 J-55 0.75 Copper 0.75 0.54 VW-Lakes 329 P-154 J-53 0.75 Copper 0.75 0.54 VW-Lakes 331 P-155 J-52 0.75 Copper 0.75 0.54 VW-Lakes 333 P-156 J-51 0.75 Copper 0.75 0.54 VW-Lakes 335 P-157 J-14 0.75 Copper 0.75 0.54 VW-Lakes 337 P-158 J-15 0.75 Copper 0.75 0.54 VW-Lakes 339 P-159 J-16 0.75 Copper 0.75 0.54 VW-Lakes 341 P-160 J-17 0.75 Copper 0.75 0.54 VW-Lakes 343 P-161 J-18 0.75 Copper 0.75 0.54 VW-Lakes 345 P-162 J-58 0.75 Copper 0.75 0.54 VW-Lakes 347 P-163 J-58 0.75 Copper 0.75 0.54 VW-Lakes 349 P-164 J-59 0.75 Copper 0.75 0.54 VW-Lakes 351 P-165 J-60 0.75 Copper 0.75 0.54 VW-Lakes 353 P-166 J-61 0.75 Copper 0.75 0.54 VW-Lakes 355 P-167 J-62 0.75 Copper 0.75 0.54 VW-Lakes 357 P-168 J-63 0.75 Copper 0.75 0.54 VW-Lakes 359 P-169 J-64 0.75 Copper 0.75 0.54 VW-Lakes 361 P-170 J-67 0.75 Copper 0.75 0.54 VW-Lakes 363 P-171 J-66 0.75 Copper 0.75 0.54 VW-Lakes 365 P-172 J-69 0.75 Copper 0.75 0.54 VW-Lakes 367 P-173 J-70 0.75 Copper 0.75 0.54 VW-Lakes 369 P-174 J-71 0.75 Copper 0.75 0.54 VW-Lakes 371 P-175 J-72 0.75 Copper 0.75 0.54 VW-Lakes 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 130.0 130.0 130.0 135.0 135.0 135.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 J-167 J-168 J-161 J-162 J-163 J-164 J-165 J-166 J-155 J-156 J-157 J-158 J-159 J-160 J-149 J-150 J-151 J-152 J-153 J-154 J-143 J-144 J-145 J-146 J-147 J-148 J-137 J-138 J-139 J-140 J-141 J-142 J-131 J-132 J-133 J-134 J-115 J-136 J-126 J-127 J-128 J-104 J-129 J-130 53 55 54 50 52 51 58 57 56 64 53 49 53 50 53 65 64 63 63 63 63 18 17 17 65 65 65 14 22 22 17 17 17 13 13 10 12 12 11 112 14 100 35 11 4 373 P-176 J-20 0.75 Copper 0.75 0.54 VW-Lakes 375 P-177 J-23 2.00 Copper 2.25 0.23 VW-Lakes 377 P-178 J-24 0.75 Copper 0.25 0.18 VW-Lakes 379 P-179 J-25 0.75 Copper 0.75 0.54 VW-Lakes 381 P-180 J-26 0.75 Copper 0.75 0.54 VW-Lakes 383 P-181 J-27 0.75 Copper 0.75 0.54 VW-Lakes 385 P-182 J-28 0.75 Copper 0.75 0.54 VW-Lakes 387 P-183 J-29 0.75 Copper 0.75 0.54 VW-Lakes 389 P-184 J-30 0.75 Copper 0.75 0.54 VW-Lakes 391 P-185 J-30 0.75 Copper 0.75 0.54 VW-Lakes 393 P-186 J-31 0.75 Copper 0.75 0.54 VW-Lakes 395 P-187 J-32 0.75 Copper 0.75 0.54 VW-Lakes 397 P-188 J-34 0.75 Copper 0.75 0.54 VW-Lakes 399 P-189 J-36 0.75 Copper 0.75 0.54 VW-Lakes 401 P-190 J-37 0.75 Copper 0.75 0.54 VW-Lakes 403 P-191 J-38 0.75 Copper 0.75 0.54 VW-Lakes 405 P-192 J-88 0.75 Copper 0.75 0.54 VW-Lakes 407 P-193 J-87 0.75 Copper 0.75 0.54 VW-Lakes 409 P-194 J-86 0.75 Copper 0.75 0.54 VW-Lakes 411 P-195 J-85 0.75 Copper 0.75 0.54 VW-Lakes 413 P-196 J-84 0.75 Copper 0.75 0.54 VW-Lakes 415 P-197 J-83 0.75 Copper 0.75 0.54 VW-Lakes 417 P-198 J-82 0.75 Copper 0.75 0.54 VW-Lakes 419 P-199 J-81 0.75 Copper 0.75 0.54 VW-Lakes 421 P-200 J-81 0.75 Copper 0.75 0.54 VW-Lakes 423 P-201 J-80 0.75 Copper 0.75 0.54 VW-Lakes 425 P-202 J-80 0.75 Copper 0.75 0.54 VW-Lakes 427 P-203 J-78 0.75 Copper 0.75 0.54 VW-Lakes 429 P-204 J-77 0.75 Copper 0.75 0.54 VW-Lakes 431 P-205 J-76 8.00 Ductile Iron 2.25 0.01 VW-Lakes 432 P-206 J-198 8.00 Ductile Iron 1.50 0.01 VW-Lakes 434 P-207 J-198 0.75 Copper 0.75 0.54 VW-Lakes 436 P-208 J-75 0.75 Copper 0.75 0.54 VW-Lakes 438 P-209 J-74 0.75 Copper 0.75 0.54 VW-Lakes 440 P-210 J-73 0.75 Copper 0.75 0.54 VW-Lakes 442 P-211 J-89 2.00 Copper 6.00 0.61 VW-Lakes 444 P-212 J-89 2.00 Copper 6.00 0.61 VW-Lakes 446 P-213 J-40 2.00 Copper 8.25 0.84 VW-Lakes 448 P-214 J-91 2.00 Copper 3.00 0.31 VW-Lakes 450 P-215 J-92 2.00 Copper 6.00 0.61 VW-Lakes 452 P-216 J-95 1.00 Copper 1.50 0.61 VW-Lakes 454 P-217 J-96 1.00 Copper 1.50 0.61 VW-Lakes 456 P-218 J-100 2.00 Copper 3.00 0.31 VW-Lakes 458 P-219 J-99 2.00 Copper 3.75 0.38 VW-Lakes 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 130.0 130.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 J-208 J-209 J-210 J-211 J-202 J-203 J-204 J-205 J-206 J-207 J-197 J-198 J-77 J-199 J-200 J-201 J-191 J-192 J-193 J-194 J-195 J-196 J-185 J-186 J-187 J-188 J-189 J-190 J-179 J-180 J-181 J-182 J-183 J-184 J-173 J-174 J-175 J-176 J-177 J-178 J-169 J-170 J-171 J-172 60 39 39 55 58 72 73 58 51 77 45 70 71 8 35 71 72 51 48 49 53 52 49 87 47 45 46 45 45 59 94 59 86 87 49 84 61 85 61 89 93 52 72 84 5 460 P-220 J-101 2.00 Copper 3.75 0.38 VW-Lakes 462 P-221 J-44 2.00 Copper 3.00 0.31 VW-Lakes 464 P-222 J-108 2.00 Copper 6.75 0.69 VW-Lakes 466 P-223 J-48 2.00 Copper 3.00 0.31 VW-Lakes 468 P-224 J-49 2.00 Copper 3.00 0.31 VW-Lakes 470 P-225 J-47 2.00 Copper 3.00 0.31 VW-Lakes 472 P-226 J-114 2.00 Copper 6.00 0.61 VW-Lakes 474 P-227 J-114 2.00 Copper 6.00 0.61 VW-Lakes 476 P-228 J-116 2.00 Copper 7.50 0.77 VW-Lakes 478 P-229 J-116 2.00 Copper 7.50 0.77 VW-Lakes 480 P-230 J-117 2.00 Copper 6.75 0.69 VW-Lakes 482 P-231 J-118 2.00 Copper 4.50 0.46 VW-Lakes 484 P-232 J-118 2.00 Copper 6.00 0.61 VW-Lakes 486 P-233 J-109 2.00 Copper 6.75 0.69 VW-Lakes 488 P-234 J-111 2.00 Copper 7.50 0.77 VW-Lakes 490 P-235 J-120 2.00 Copper 6.00 0.61 VW-Lakes 492 P-236 J-120 2.00 Copper 6.00 0.61 VW-Lakes 496 P-237 J-121 2.00 Copper 6.75 0.69 VW-Lakes 498 P-238 J-121 2.00 Copper 6.75 0.69 VW-Lakes 499 P-239 J-229 2.00 Copper -6.75 0.69 VW-Lakes 501 P-240 J-123 2.00 Copper 6.75 0.69 VW-Lakes 503 P-241 J-124 2.00 Copper 6.00 0.61 VW-Lakes 505 P-242 J-124 2.00 Copper 6.00 0.61 VW-Lakes 507 P-243 J-125 2.00 Copper 4.50 0.46 VW-Lakes 509 P-244 J-125 2.00 Copper 5.25 0.54 VW-Lakes 510 P-245 J-3 8.00 Ductile Iron 158.09 1.01 VW-Lakes 516 P-247 J-1 12.00 Ductile Iron -584.51 1.66 VW-Lakes 521 P-250 PMP-1 12.00 Ductile Iron -584.51 1.66 VW-Lakes 546 P-257 J-64 8.00 Ductile Iron 73.74 0.47 VW-Lakes 547 P-258 J-253 8.00 Ductile Iron 73.74 0.47 VW-Lakes 548 P-259 J-252 6.00 Ductile Iron 0.00 0.00 VW-Lakes 562 P-260 J-4 12.00 Ductile Iron 426.42 1.21 VW-Lakes 563 P-261 J-254 12.00 Ductile Iron 186.42 0.53 VW-Lakes 565 P-262 J-254 8.00 Ductile Iron 240.00 1.53 VW-Lakes 567 P-263 J-9 8.00 Ductile Iron 120.00 0.77 VW-Lakes 130.0 130.0 130.0 130.0 Bentley WaterCAD V8i (SELECTseries 4) [08.11.04.50] 130.0 130.0 130.0 130.0 130.0 130.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 J-5 J-255 J-256 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 PMP-1 R-1 J-253 J-65 J-253 J-254 J-233 J-234 J-235 J-236 J-237 J-57 J-226 J-227 J-228 J-231 J-232 J-123 J-220 J-221 J-222 J-223 J-224 J-225 J-214 J-215 J-216 J-217 J-218 J-219 J-212 J-213 407 24 38 52 86 38 20 21 40 7 73 97 75 95 86 95 102 96 73 99 98 72 81 83 83 81 74 103 85 66 75 86 78 76 58 VW-LAKES-WaterCAD.wtg 11/21/2014 6 ID Label Status (Initial) Hydraulic Grade (Suction) (ft) Flow (Total) (gpm) Pump Head (ft) 512 PMP-1 On 4,748.84 584.51 207.16 THE LAKES AT VALLEY WEST SUBDIVISION 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Hydraulic Grade (Discharge) (ft) 4,956.00 Bentley WaterCAD V8i (SELECTseries 4) [08.11.04.50] Peak Hour: Pump Table Current Time: 0.000 hours VW-LAKES-WaterCAD.wtg 11/21/2014 Elevation (ft) 4,741.86 Pump Definition Durston Rd #1721 Bentley Systems, Inc. Haestad Methods Solution Center ID Zone Flow (Out net) (gpm) 511 VW-Lakes 584.51 THE LAKES AT VALLEY WEST SUBDIVISION 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Hydraulic Grade (ft) 4,748.86 Bentley WaterCAD V8i (SELECTseries 4)[08.11.04.50] Peak Hour: Reservoir Table Current Time: 0.000 hours VW-LAKES-WaterCAD.wtg 11/21/2014 Label R-1 Elevation (ft) 4,748.86 Bentley Systems, Inc. Haestad Methods Solution Center FIRE HYDRANT FLOW CAPACITIES AND C.O.B. HYDRANT PRESSURE/FLOW REQUEST HYDRANT Q VS P RELATIONSHIP November 7, 2014 Pito Pressure (psi) = 65 Static Pressure (psi) = 92 Residual Pressure (psi) = 81 Hydrant Flow (Qf) = 1354.75 (gpm) Pressure Drop Measured During Test (hf) = 11 (static pressure - test flow residual) Outlet Diameter (d) = 2.5 (in) hr = Pressure Drop to the Desired Residual Pressure (hf) = static pressure - required residual Qr = Flow available at the desired residual pressure Req. Residual(psi) Head (ft) hr (psi) Qr (gpm) 0.00 0.00 92.00 4265.32 10.00 23.10 82.00 4008.35 20.00 46.20 72.00 3736.50 30.00 69.30 62.00 3446.65 40.00 92.40 52.00 3134.35 50.00 115.50 42.00 2792.93 60.00 138.60 32.00 2411.50 70.00 161.70 22.00 1969.76 80.00 184.80 12.00 1419.92 90.00 207.90 2.00 539.59 0 10 20 30 40 50 60 70 80 90 100 0 1000 2000 3000 4000 5000Req. Residual Pressure (psi)Flow (gpm) Hydrant Flow Capacity Durston Road Hydrant #1721 CITY OF BOZEMAN HYDRANT PRESSURE/FLOW REQUEST FORM Date: 11/7/14 Location Hydrant # Static Pressure Pito Pressure Residual Pressure Durston Rd. 1722 65# Durston Rd. 1721 92# 81# Requested By: Kevin Jacobsen Fax # Nozzle Size Flowed: 2.5” Done By: ES / MJW Comments: 1350 GPM WATERCAD MODEL W W W WWWWWWWWWW W W W W WWWWWWWWW W W W W W W W WWWWWWWWWW WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W WWW W W J-1J-2P-1J-3P-2J-4P-3J-5J-6P-5J-7P-6J-8P-7J-9P-8J-10P-9J-11P-10J-12J-13P-12J-14P-13J-15P-14J-16P-15J-17P-16J-18P-17J-19P-18J-20P-19J-21P-20J-22P-21J-23P-22J-24P-23J-25P-24J-26P-25J-27P-26J-28P-27J-29P-28J-30P-29J-31P-30J-32P-31J-33P-32J-34P-33J-35P-34J-36P-35J-37P-36J-38P-37J-39P-38J-40P-39J-41P-40J-42P-41J-43P-42J-44P-43J-45P-44J-46P-45J-47P-46J-48P-47J-49P-48J-50P-49J-51P-50 J-52P-51 J-53P-52 J-54P-53 J-55P-54J-56P-55J-57P-56J-58P-57J-59P-58J-60P-59J-61P-60J-62P-61J-63P-62P-63J-66P-65 J-67P-66 J-68P-67 J-69P-68 J-70P-69 J-71P-70 J-72P-71P-72 J-73P-73 J-74P-74 J-75P-75 J-76P-76 J-77J-78P-78 J-79P-79J-80P-80J-81P-81J-82P-82J-83P-83J-84P-84J-85P-85J-86P-86J-87P-87J-88P-88 P-89 J-89P-90 J-90P-91J-91P-92 J-92P-93 J-93P-94 J-94P-95J-95P-96J-96P-97J-97P-98J-98P-99J-99P-100J-100P-101J-101P-102P-103J-102P-104J-103P-105P-106J-104P-107J-105P-108 J-106P-109J-108P-110P-111J-109P-112J-110P-113J-111P-114J-112P-115J-113P-116 J-114P-117J-115P-118J-116P-119J-117P-120J-118P-121J-119P-122P-123J-120P-124J-121P-125J-122P-126J-123P-127J-124P-128J-125P-130J-126P-131J-127P-132J-128P-133P-134J-129P-135J-130P-136J-131P-137J-132P-138 J-133P-139J-134P-140J-135P-142J-136P-143J-137P-144J-138P-145J-139P-146J-140P-147J-141P-148J-142P-149J-143P-150 J-144P-151J-145P-152J-146P-153J-147P-154J-148P-155J-149P-156J-150P-157J-151P-158J-152P-159 J-153P-160 J-154P-161 J-155P-162 J-156P-163J-157P-164J-158P-165J-159P-166J-160P-167J-161P-168J-162P-169J-163P-170J-164P-171J-165P-172J-166P-173J-167P-174J-168P-175J-169P-176J-170P-177J-171P-178J-172P-179 J-173P-180J-174P-181 J-175P-182J-176P-183J-177P-184 J-178P-185J-179P-186 J-180P-187J-181P-188J-182P-189 J-183P-190J-184P-191 J-185P-192J-186P-193J-187P-194J-188P-195J-189P-196J-190P-197J-191P-198J-192P-199J-193P-200 J-194P-201 J-195P-202 J-196P-203J-197P-204J-198P-205P-206 J-199P-207J-200P-208J-201P-209J-202P-210J-203P-211J-204P-212J-205P-213J-206P-214J-207P-215J-208P-216J-209P-217J-210P-218J-211P-219J-212P-220J-213P-221J-214P-222J-215P-223J-216P-224J-217P-225J-218P-226J-219P-227J-220P-228J-221P-229J-222P-230J-223P-231J-224P-232 J-225P-233J-226P-234J-227P-235J-228P-236 J-229J-231P-237J-232P-238P-239J-233P-240J-234P-241J-235P-242 J-236P-243 J-237P-244 P-245R-1PMP-1P-247P-250P-257P-258P-259J-253J-65J-64J-254P-260P-261J-255P-262J-256P-263 Color Coding LegendPipe: Diameter (in)<= 0.75<= 2.00<= 6.00<= 8.00<= 12.00 Other2880 Technology Blvd WestBozeman, MT 59718Phone: (406) 587-0721Fax: (406) 922-67020505010025HORIZ. SCALEIN FEETREVISIONSSHEET NUMBERPROJECT NUMBERDRAWING NUMBERVERIFY SCALE!THESE PRINTS MAY BEREDUCED. LINE BELOWMEASURES ONE INCH ONORIGINAL DRAWING. MODIFY SCALE ACCORDINGLY!DATEDESCRIPTIONNO.BYN:\5352\002\ACAD\DESIGN\WATERCAD-2012\VW-LAKES-WATERCAD.DWG PLOTTED BY:JIM ULLMAN ON Nov/25/2014COPYRIGHT MORRISON-MAIERLE, INC., 2014APPR. BY:DATE:DATE:BY:DSGN. BY:Q.C. 5352.0021FIG. 1BOZEMANMTJAUJAUKDJ11/2014WATER DISTRIBUTION SYSTEMANALYSISTHE LAKES AT VALLEY WEST SUBDIVISIONPUD INCLUDING PHASES 1 AND 2 J-105J-171J-172J-174J-176J-177J-263J-273P-286J-274P-287J-275J-276P-288J-277P-289J-278P-290J-279P-291J-280P-293J-281P-294J-282P-295 J-283P-296 P-297 P-298J-296P-311 J-325P-341J-334J-335P-351J-336P-352J-337P-353J-338P-354J-339P-355 J-340P-356J-341P-357P-3584751.50'8S8S8S8S8S8S8S8S8SJ-380J-381J-382J-396P-422J-4001P-424J-398P-425J-4002P-427J-400P-428J-4003P-430J-402P-431J-4004P-433J-404P-434J-4005P-436J-406P-437J-4007P-439J-408P-440J-4008P-442J-4009P-443J-411P-444J-4011P-446J-4010P-447J-414P-448J-4012P-450J-4013P-451J-417P-452J-4014P-454J-4015P-455J-420P-456J-4016P-458J-423P-459J-4017P-461J-427J-4018P-466J-430P-467P-468J-4019P-469J-432P-470J-4020P-472J-434P-473J-4021P-475J-436P-476J-4022P-478J-438P-479J-4023P-481J-4024P-482J-441P-483J-4026P-485J-4025P-486P-487J-444P-488P-489 J-448P-493Color Coding LegendJunction: Pressure (psi)<= 20<= 30<= 50<= 70<= 90<= 100<= 120 OtherColor Coding LegendPipe: Diameter (in)<= 0.75<= 1.00<= 6.00<= 8.00<= 12.00 OtherJ-449P-494P-495J-450P-496J-452J-455J-456J-457P-503J-458P-505 J-459J-460P-508 J-461J-462J-463J-465J-466J-467J-468J-471P-523 P-525P-526 J-472P-527 J-473J-474J-475P-532J-477P-535J-478P-537J-479P-539J-482P-543J-483P-545J-484P-547J-485P-549J-486P-551J-487P-553P-554 J-488J-489P-557J-490P-559J-491P-561J-492P-563J-493P-565J-494P-567J-495P-569J-496P-571J-497P-573P-574J-498P-575J-499P-578J-379J-503P-580J-504P-582J-505P-583P-584J-506P-585 P-586 J-507P-588 J-508P-590 J-509P-592 J-510P-593 P-594J-511P-595J-512P-597J-513P-599J-514P-601J-515P-603J-516P-605J-517P-607J-518P-609J-519P-611P-612J-520P-613 J-521P-615 J-522P-617 J-523P-619 P-620 J-524P-621 P-622 J-525P-624J-526P-626J-527P-628J-528P-630J-529P-631P-632J-530P-634J-531P-636J-533P-638J-534P-639P-640J-536P-641P-642J-537P-643P-644J-538P-645P-646J-539J-540P-649J-541P-651J-542P-653J-543P-655J-544P-657P-658J-545P-659P-660J-546P-661P-662J-549P-663P-664 J-551P-665P-666J-552P-667J-553P-668J-554J-555J-556P-671P-672 J-557J-558P-674J-559P-675J-560P-676J-561P-677J-564P-679J-565P-680J-566P-681J-568P-682J-569P-683J-570P-684J-571P-685J-572P-686J-573P-687J-574P-688J-576P-689J-577P-690J-578P-691J-579P-692J-580P-693J-581P-694J-582P-695J-583P-696J-584P-697J-585P-698J-586P-699 J-587P-700J-588P-701 J-589P-702 J-590P-703 J-591P-704 J-592P-705 J-593P-706J-594P-707J-595P-708J-596P-709J-597P-710J-598P-711J-599P-712J-601P-713J-603P-715J-604P-716J-605P-717J-606P-718J-607P-719J-609P-721J-610P-722J-611P-723J-612P-724J-613P-725J-615P-726J-616P-727J-617P-728J-618P-729J-619P-730J-620P-731J-621P-732J-622P-733J-623P-734J-624P-735J-625P-736J-626P-737J-627P-738J-628P-739J-629P-740J-630P-741J-631P-742J-633P-744J-634P-745J-635P-746J-636J-637P-748 J-639P-750 J-640P-751 J-641P- 7 5 2 J-642P-7 5 3 J-643P-754J-644P-755J-645P-756J-646P-757J-647P-758J-648P-759J-649P-760J-650P-763P-764P-765P-768P- 7 6 9 P-770 J-656J-657P-771P-772P-773J-656030306015HORIZ. SCALEIN FEETREVISIONSWATER DISTRIBUTION SYSTEMANALYSISTHE LAKES AT VALLEY WEST SUBDIVISIONPHASE 5 AND 62880 Technology Blvd WestBozeman, MT 59718Phone: (406) 587-0721Fax: (406) 922-67022880 Technology Blvd WestBozeman, MT 59718Phone: (406) 587-0721Fax: (406) 922-6702SHEET NUMBERPROJECT NUMBERDRAWING NUMBERVERIFY SCALE!THESE PRINTS MAY BEREDUCED. LINE BELOWMEASURES ONE INCH ONORIGINAL DRAWING. MODIFY SCALE ACCORDINGLY!DATEDESCRIPTIONNO.BYN:\5352\009\ACAD\MODELING\VW-LAKES-WATERCAD-PH5.DWG PLOTTED BY:COOPER KRAUSE ON Jan/08/2018COPYRIGHT ©MORRISON-MAIERLE, INC.,2018APPR. BY:DATE:DATE:BY:DRAWN BY:DSGN. BY:Q.C. REVIEWREVISIONSengineers surveyors planners scientistsMorrisonMaierle5352.0091FIG. 1BOZEMANMONTANACPKCPKJRN01/2018LEIDEN LANEHERSTAL WAYWESTGATE AVE EXISTING PHASE 3 PHASE 6VAUGHN DRIVE PHASE 5VAHL WAYDEBOURLANEEXISTING PHASE 4 LAUREL PARKWAY AVERAGE DAILY DEMAND ID Label Length (Scaled) (ft) Start Node Diameter (in) Material Flow (gpm) Velocity (ft/s) 1023 P-503 231 J-456 8.00 Ductile Iron 7.63 0.05 1031 P-508 100 J-459 8.00 Ductile Iron 1.76 0.01 1059 P-525 147 J-471 8.00 Ductile Iron 3.12 0.02 1060 P-526 230 J-455 8.00 Ductile Iron 0.11 0.00 1062 P-527 40 J-468 8.00 Ductile Iron 0 0.00 1137 P-575 40 J-455 8.00 Ductile Iron 3.01 0.02 1141 P-578 33 J-499 8.00 Ductile Iron 0.11 0.00 1147 P-580 53 J-503 8.00 Ductile Iron 0.61 0.00 1150 P-582 47 J-504 8.00 Ductile Iron 1.11 0.01 1152 P-583 46 J-467 8.00 Ductile Iron 2.11 0.01 1153 P-584 50 J-505 8.00 Ductile Iron 1.61 0.01 1155 P-585 17 J-467 8.00 Ductile Iron 0.5 0.00 1156 P-586 50 J-506 8.00 Ductile Iron 0.25 0.00 1159 P-588 28 J-507 8.00 Ductile Iron 2.61 0.02 1162 P-590 45 J-508 8.00 Ductile Iron 2.86 0.02 1165 P-592 45 J-509 8.00 Ductile Iron 3.11 0.02 1167 P-593 59 J-456 8.00 Ductile Iron 3.61 0.02 1168 P-594 53 J-510 8.00 Ductile Iron 3.36 0.02 1170 P-595 52 J-498 8.00 Ductile Iron 3.26 0.02 1173 P-597 45 J-511 8.00 Ductile Iron 3.51 0.02 1176 P-599 53 J-512 8.00 Ductile Iron 3.76 0.02 1179 P-601 46 J-457 8.00 Ductile Iron 4.33 0.03 1182 P-603 48 J-514 8.00 Ductile Iron 4.58 0.03 1185 P-605 43 J-515 8.00 Ductile Iron 4.83 0.03 1188 P-607 42 J-516 8.00 Ductile Iron 5.08 0.03 1191 P-609 43 J-517 8.00 Ductile Iron 5.33 0.03 1194 P-611 47 J-518 8.00 Ductile Iron 5.58 0.04 1195 P-612 54 J-519 8.00 Ductile Iron 5.83 0.04 1197 P-613 59 J-457 8.00 Ductile Iron 3.3 0.02 1200 P-615 51 J-520 8.00 Ductile Iron 3.55 0.02 1203 P-617 43 J-521 8.00 Ductile Iron 3.8 0.02 1206 P-619 45 J-522 8.00 Ductile Iron 4.05 0.03 1207 P-620 32 J-523 8.00 Ductile Iron 4.3 0.03 1209 P-621 13 J-466 8.00 Ductile Iron 0.5 0.00 1210 P-622 50 J-524 8.00 Ductile Iron 0.25 0.00 1213 P-624 41 J-525 8.00 Ductile Iron 4.81 0.03 1216 P-626 55 J-526 8.00 Ductile Iron 5.31 0.03 1219 P-628 50 J-527 8.00 Ductile Iron 5.81 0.04 1222 P-630 50 J-528 8.00 Ductile Iron 6.31 0.04 1224 P-631 66 J-465 8.00 Ductile Iron 7.31 0.05 Stop Node J-457 J-460 J-455 J-468 J-472 J-498 J-468 J-499 J-503 J-505 J-504 J-506 J-473 J-467 J-507 J-508 J-510 J-509 J-511 J-512 J-513 J-514 J-515 J-516 J-517 J-518 J-519 J-458 J-520 J-521 J-522 J-523 J-466 J-524 J-474 J-466 J-525 J-526 J-527 J-529 Hazen- Williams C 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 PHASE 5 AND 6 THE LAKES AT VALLEY WEST Average Day: Pipe Table Bentley WaterCAD CONNECT Edition[10.00.00.50] Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 VW-LAKES-WaterCAD-PH5.wtg ID Label Length (Scaled) (ft) Start Node Diameter (in) Material Flow (gpm) Velocity (ft/s) 1225 P-632 61 J-529 8.00 Ductile Iron 6.81 0.04 1228 P-634 90 J-530 8.00 Ductile Iron 4.76 0.03 1231 P-636 42 J-531 8.00 Ductile Iron 4.51 0.03 1235 P-638 47 J-533 8.00 Ductile Iron 4.01 0.03 1237 P-639 69 J-463 8.00 Ductile Iron 3.26 0.02 1238 P-640 30 J-534 8.00 Ductile Iron 3.76 0.02 1241 P-641 30 J-462 8.00 Ductile Iron 2.76 0.02 1242 P-642 25 J-536 8.00 Ductile Iron 3.01 0.02 1244 P-643 36 J-461 8.00 Ductile Iron 2.26 0.01 1245 P-644 36 J-537 8.00 Ductile Iron 2.51 0.02 1247 P-645 28 J-460 8.00 Ductile Iron 2.01 0.01 1248 P-646 28 J-538 8.00 Ductile Iron 2.26 0.01 1253 P-649 59 J-539 8.00 Ductile Iron 0.51 0.00 1256 P-651 50 J-540 8.00 Ductile Iron 0.76 0.00 1259 P-653 50 J-541 8.00 Ductile Iron 1.01 0.01 1262 P-655 50 J-542 8.00 Ductile Iron 1.26 0.01 1265 P-657 55 J-543 8.00 Ductile Iron 1.51 0.01 1266 P-658 40 J-544 8.00 Ductile Iron 1.76 0.01 1268 P-659 29 J-452 8.00 Ductile Iron 0 0.00 1269 P-660 108 J-545 8.00 Ductile Iron 0.01 0.00 1271 P-661 240 J-382 8.00 Ductile Iron 1.21 0.01 1272 P-662 14 J-546 8.00 Ductile Iron 1.21 0.01 1280 P-665 67 J-458 8.00 Ductile Iron 0.26 0.00 1281 P-666 27 J-551 8.00 Ductile Iron 0.26 0.00 1283 P-667 21 J-545 6.00 Ductile Iron 0 0.00 1285 P-668 14 J-546 6.00 Ductile Iron 0 0.00 1291 P-671 30 J-556 6.00 Ductile Iron 0 0.00 1292 P-672 230 J-465 12.00 Ductile Iron 5.57 0.04 1296 P-674 17 J-558 6.00 Ductile Iron 0 0.00 1298 P-675 25 J-459 8.00 Ductile Iron 0 0.00 1300 P-676 36 J-559 8.00 Ductile Iron 0 0.00 1302 P-677 95 J-560 8.00 Ductile Iron 0 0.00 1307 P-679 53 J-475 1.00 Copper 0.25 0.10 1309 P-680 67 J-477 1.00 Copper 0.25 0.10 1311 P-681 53 J-478 1.00 Copper 0.25 0.10 1314 P-682 66 J-479 1.00 Copper 0.25 0.10 1316 P-683 53 J-482 1.00 Copper 0.25 0.10 1318 P-684 67 J-483 1.00 Copper 0.25 0.10 1320 P-685 66 J-484 1.00 Copper 0.25 0.10 1322 P-686 54 J-485 1.00 Copper 0.25 0.10 1324 P-687 66 J-486 1.00 Copper 0.25 0.10 1326 P-688 54 J-487 1.00 Copper 0.25 0.10 1329 P-689 64 J-488 1.00 Copper 0.25 0.10 1331 P-690 77 J-489 1.00 Copper 0.25 0.10 1333 P-691 75 J-490 1.00 Copper 0.25 0.10 J-531 J-534 J-533 J-536 J-463 J-528 J-537 J-462 J-538 J-461 J-540 J-541 J-542 J-543 J-544 J-459 J-545 J-382 J-546 J-471 J-551 J-539 J-552 J-553 J-549 J-458 J-551 J-559 J-560 J-561 J-564 J-565 J-566 J-568 J-569 J-570 J-571 J-572 J-573 J-574 J-576 J-577 J-578 130.0 130.0 130.0 Average Day: Pipe Table (cont.) J-530 J-465 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 Stop Node Hazen- Williams C Bentley WaterCAD CONNECT Edition [10.00.00.50] Page 2 of 4 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 WWatertown, CT 06795 USA VW-LAKES-WaterCAD-PH5.wtg ID Label Length (Scaled) (ft) Start Node Diameter (in) Material Flow (gpm) Velocity (ft/s) 1335 P-692 64 J-491 1.00 Copper 0.25 0.10 1337 P-693 75 J-492 1.00 Copper 0.25 0.10 1339 P-694 64 J-493 1.00 Copper 0.25 0.10 1341 P-695 75 J-494 1.00 Copper 0.25 0.10 1343 P-696 64 J-495 1.00 Copper 0.25 0.10 1345 P-697 75 J-496 1.00 Copper 0.25 0.10 1347 P-698 63 J-497 1.00 Copper 0.25 0.10 1349 P-699 41 J-499 1.00 Copper 0.25 0.10 1351 P-700 56 J-499 1.00 Copper 0.25 0.10 1353 P-701 40 J-503 1.00 Copper 0.25 0.10 1355 P-702 56 J-503 1.00 Copper 0.25 0.10 1357 P-703 41 J-504 1.00 Copper 0.25 0.10 1359 P-704 59 J-504 1.00 Copper 0.25 0.10 1361 P-705 40 J-505 1.00 Copper 0.25 0.10 1363 P-706 58 J-505 1.00 Copper 0.25 0.10 1365 P-707 69 J-498 1.00 Copper 0.25 0.10 1367 P-708 69 J-511 1.00 Copper 0.25 0.10 1369 P-709 69 J-512 1.00 Copper 0.25 0.10 1371 P-710 69 J-513 1.00 Copper 0.25 0.10 1373 P-711 56 J-473 1.00 Copper 0.25 0.10 1375 P-712 57 J-506 1.00 Copper 0.25 0.10 1378 P-713 60 J-507 1.00 Copper 0.25 0.10 1382 P-715 62 J-508 1.00 Copper 0.25 0.10 1384 P-716 64 J-509 1.00 Copper 0.25 0.10 1386 P-717 67 J-510 1.00 Copper 0.25 0.10 1388 P-718 53 J-520 1.00 Copper 0.25 0.10 1390 P-719 55 J-521 1.00 Copper 0.25 0.10 1394 P-721 57 J-522 1.00 Copper 0.25 0.10 1396 P-722 59 J-523 1.00 Copper 0.25 0.10 1398 P-723 61 J-524 1.00 Copper 0.25 0.10 1400 P-724 63 J-474 1.00 Copper 0.25 0.10 1402 P-725 52 J-525 1.00 Copper 0.25 0.10 1405 P-726 59 J-525 1.00 Copper 0.25 0.10 1407 P-727 52 J-526 1.00 Copper 0.25 0.10 1409 P-728 60 J-526 1.00 Copper 0.25 0.10 1411 P-729 51 J-527 1.00 Copper 0.25 0.10 1413 P-730 60 J-527 1.00 Copper 0.25 0.10 1415 P-731 51 J-528 1.00 Copper 0.25 0.10 1417 P-732 60 J-528 1.00 Copper 0.25 0.10 1419 P-733 51 J-529 1.00 Copper 0.25 0.10 1421 P-734 61 J-529 1.00 Copper 0.25 0.10 1423 P-735 68 J-514 1.00 Copper 0.25 0.10 1425 P-736 67 J-515 1.00 Copper 0.25 0.10 1427 P-737 66 J-516 1.00 Copper 0.25 0.10 1429 P-738 66 J-517 1.00 Copper 0.25 0.10 J-579 J-580 J-581 J-582 J-583 Average Day: Pipe Table (cont.) J-584 J-585 J-586 J-587 J-588 J-589 J-590 J-591 J-592 J-593 J-594 J-595 J-596 J-597 J-598 J-599 J-601 J-603 J-604 J-605 J-606 J-607 J-609 J-610 J-611 J-612 J-613 J-615 J-616 J-617 J-618 J-619 J-620 J-621 J-622 J-623 J-624 J-625 J-626 J-627 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 135.0 Stop Node Hazen- Williams C Bentley WaterCAD CONNECT Edition [10.00.00.50] Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 WWatertown, CT 06795 USA VW-LAKES-WaterCAD-PH5.wtg ID Label Length (Scaled) (ft) Start Node Diameter (in) Material Flow (gpm) Velocity (ft/s) 1431 P-739 66 J-518 1.00 Copper 0.25 0.10 1433 P-740 66 J-519 1.00 Copper 0.25 0.10 1435 P-741 60 J-530 1.00 Copper 0.25 0.10 1437 P-742 54 J-531 1.00 Copper 0.25 0.10 1441 P-744 61 J-531 1.00 Copper 0.25 0.10 1443 P-745 53 J-533 1.00 Copper 0.25 0.10 1445 P-746 57 J-534 1.00 Copper 0.25 0.10 1449 P-748 48 J-463 1.00 Copper 0.25 0.10 1453 P-750 60 J-536 1.00 Copper 0.25 0.10 1455 P-751 52 J-462 1.00 Copper 0.25 0.10 1457 P-752 55 J-537 1.00 Copper 0.25 0.10 1459 P-753 60 J-538 1.00 Copper 0.25 0.10 1461 P-754 56 J-460 1.00 Copper 0.25 0.10 1463 P-755 68 J-539 1.00 Copper 0.25 0.10 1465 P-756 69 J-540 1.00 Copper 0.25 0.10 1467 P-757 67 J-541 1.00 Copper 0.25 0.10 1469 P-758 68 J-542 1.00 Copper 0.25 0.10 1471 P-759 68 J-543 1.00 Copper 0.25 0.10 1473 P-760 69 J-544 1.00 Copper 0.25 0.10 1479 P-763 22 J-513 8.00 Ductile Iron 4.01 0.03 1480 P-764 19 J-650 8.00 Ductile Iron 4.02 0.03 1481 P-765 18 J-650 6.00 Ductile Iron 0 0.00 1489 P-768 30 J-459 6.00 Ductile Iron 0 0.00 1490 P-769 23 J-466 6.00 Ductile Iron 0 0.00 1491 P-770 58 J-534 1.00 Copper 0.25 0.10 1496 P-773 17 J-656 6.00 Ductile Iron 0 0.00 Stop Node J-631 J-633 J-634 J-635 J-637 J-628 J-639 J-640 J-641 J-642 J-643 J-644 J-645 J-646 J-647 J-648 J-649 J-650 J-456 J-554 J-557 J-555 J-636 J-657 135.0 135.0 135.0 Hazen- Williams C Average Day: Pipe Table (cont.) J-630 J-629 135.0 135.0 135.0 135.0 135.0 135.0 130.0 135.0 135.0 135.0 135.0 135.0 135.0 130.0 130.0 135.0 130.0 135.0 135.0 135.0 135.0 130.0 130.0 Bentley WaterCAD CONNECT Edition [10.00.00.50] Page 4 of 4 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 VW-LAKES-WaterCAD-PH5.wtg ID Label Demand (gpm) Pressure (psi) 1011 J-452 0.00 91 1018 J-455 0.00 90 1020 J-456 0.00 90 1022 J-457 0.00 90 1024 J-458 0.00 89 1028 J-459 0.00 90 1030 J-460 0.00 90 1032 J-461 0.00 90 1034 J-462 0.00 90 1036 J-463 0.00 90 1040 J-465 0.00 90 1044 J-466 0.00 92 1046 J-467 0.00 92 1048 J-468 0.00 92 1055 J-471 0.00 90 1061 J-472 0.00 91 1064 J-473 0.00 92 1067 J-474 0.00 90 1070 J-475 0.00 92 1075 J-477 0.00 92 1078 J-478 0.00 92 1081 J-479 0.00 92 1088 J-482 0.00 92 1091 J-483 0.00 92 1094 J-484 0.00 92 1097 J-485 0.00 92 1100 J-486 0.00 92 1103 J-487 0.00 92 1106 J-488 0.00 92 1109 J-489 0.00 92 1112 J-490 0.00 92 1115 J-491 0.00 92 1118 J-492 0.00 92 1121 J-493 0.00 92 1124 J-494 0.00 91 1127 J-495 0.00 91 1130 J-496 0.00 91 1133 J-497 0.00 91 1136 J-498 0.00 90 1139 J-499 0.00 92 1145 J-503 0.00 92 1148 J-504 0.00 92 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 Hydraulic Grade (ft) 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,752.00 4,749.00 4,749.00 4,749.00 4,749.02 4,749.19 4,749.88 4,750.06 4,750.88 4,751.07 4,747.90 4,747.91 4,747.31 4,747.57 4,748.15 4,748.35 4,747.62 4,747.66 4,747.73 4,747.75 4,747.81 4,747.84 4,752.00 4,750.00 4,749.00 4,752.00 4,747.55 4,747.57 4,753.00 4,753.00 4,752.43 4,749.00 4,749.00 4,749.00 4,752.00 4,752.50 4,754.00 4,753.00 4,753.00 4,753.00 THE LAKES AT VALLEY WEST PHASE 5 AND 6 Average Day: Junction Table Elevation (ft) 4,750.00 4,752.00 Bentley WaterCAD CONNECT Edition [10.00.00.50] Page 1 of 4 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 WWatertown, CT 06795 USA +1-203-755-1666 VW-LAKES-WaterCAD-PH5.wtg ID Label Demand (gpm) Pressure (psi) 1151 J-505 0.00 92 1154 J-506 0.00 92 1157 J-507 0.00 91 1160 J-508 0.00 91 1163 J-509 0.00 91 1166 J-510 0.00 91 1169 J-511 0.00 90 1172 J-512 0.00 90 1175 J-513 0.00 90 1178 J-514 0.00 90 1181 J-515 0.00 90 1184 J-516 0.00 90 1187 J-517 0.00 90 1190 J-518 0.00 90 1193 J-519 0.00 90 1196 J-520 0.00 90 1199 J-521 0.00 91 1202 J-522 0.00 91 1205 J-523 0.00 91 1208 J-524 0.00 91 1211 J-525 0.00 91 1214 J-526 0.00 91 1217 J-527 0.00 91 1220 J-528 0.00 91 1223 J-529 0.00 90 1226 J-530 0.00 90 1229 J-531 0.00 90 1233 J-533 0.00 90 1236 J-534 0.00 90 1240 J-536 0.00 90 1243 J-537 0.00 90 1246 J-538 0.00 90 1249 J-539 0.00 90 1252 J-540 0.00 90 1255 J-541 0.00 90 1258 J-542 0.00 90 1261 J-543 0.00 90 1264 J-544 0.00 90 1267 J-545 0.00 91 1270 J-546 0.00 90 1275 J-549 0.00 90 1279 J-551 0.00 89 1282 J-552 0.00 87 1284 J-553 0.00 87 1286 J-554 0.00 86 1288 J-555 0.00 87 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,760.00 4,760.00 4,763.00 4,760.00 4,753.24 4,753.10 4,749.57 4,751.79 4,751.99 4,753.83 4,753.00 4,753.00 4,753.76 4,753.61 4,753.49 4,753.36 4,751.73 4,752.61 4,752.68 4,752.80 4,752.86 4,753.00 4,749.49 4,749.61 4,749.43 4,750.02 4,750.55 4,751.08 4,753.33 4,753.53 4,753.75 4,751.61 4,750.83 4,750.17 4,752.00 4,752.00 4,752.00 4,752.72 4,752.94 4,753.14 4,749.00 4,749.00 Average Day: Junction Table (cont.) Elevation (ft) Hydraulic Grade (ft) 4,749.37 4,749.95 4,750.54 4,751.23 Bentley WaterCAD CONNECT Edition [10.00.00.50] Page 2 of 4 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 WWatertown, CT 06795 USA +1-203-755-1666 VW-LAKES-WaterCAD-PH5.wtg ID Label Demand (gpm) Pressure (psi) 1290 J-556 0.00 88 1293 J-557 0.00 85 1295 J-558 0.00 85 1297 J-559 0.00 89 1299 J-560 0.00 89 1301 J-561 0.00 89 1306 J-564 0.25 81 1308 J-565 0.25 81 1310 J-566 0.25 81 1313 J-568 0.25 81 1315 J-569 0.25 81 1317 J-570 0.25 81 1319 J-571 0.25 81 1321 J-572 0.25 81 1323 J-573 0.25 81 1325 J-574 0.25 81 1328 J-576 0.25 81 1330 J-577 0.25 81 1332 J-578 0.25 81 1334 J-579 0.25 81 1336 J-580 0.25 81 1338 J-581 0.25 81 1340 J-582 0.25 81 1342 J-583 0.25 81 1344 J-584 0.25 81 1346 J-585 0.25 81 1348 J-586 0.25 82 1350 J-587 0.25 82 1352 J-588 0.25 82 1354 J-589 0.25 82 1356 J-590 0.25 82 1358 J-591 0.25 82 1360 J-592 0.25 82 1362 J-593 0.25 82 1364 J-594 0.25 82 1366 J-595 0.25 82 1368 J-596 0.25 82 1370 J-597 0.25 82 1372 J-598 0.25 81 1374 J-599 0.25 81 1377 J-601 0.25 81 1381 J-603 0.25 81 1383 J-604 0.25 81 1385 J-605 0.25 81 1387 J-606 0.25 82 1389 J-607 0.25 82 4,960.69 4,960.69 4,960.68 4,960.68 4,960.69 4,960.69 4,960.68 4,960.68 4,960.68 4,960.68 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.68 4,960.68 4,960.68 4,960.68 4,960.69 4,960.69 4,960.68 4,960.68 4,960.68 4,960.68 4,960.68 4,960.68 4,960.68 4,960.68 4,960.68 4,960.68 4,960.68 4,960.68 4,960.69 4,960.69 4,960.68 4,960.68 4,960.68 4,960.68 4,960.69 4,960.69 4,960.69 4,960.69 4,770.00 4,770.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,770.00 4,770.00 4,772.00 4,772.00 4,772.00 4,772.00 4,770.00 4,770.00 4,770.00 4,770.00 4,770.00 4,770.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,764.00 4,755.00 4,755.00 4,755.00 4,773.00 4,773.00 4,758.00 4,765.00 Average Day: Junction Table (cont.) Elevation (ft) Hydraulic Grade (ft) Bentley WaterCAD CONNECT Edition [10.00.00.50] Page 3 of 4 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 WWatertown, CT 06795 USA +1-203-755-1666 VW-LAKES-WaterCAD-PH5.wtg +1-203-755-1666 ID Label Demand (gpm) Pressure (psi) 1393 J-609 0.25 82 1395 J-610 0.25 82 1397 J-611 0.25 82 1399 J-612 0.25 82 1401 J-613 0.25 82 1404 J-615 0.25 82 1406 J-616 0.25 82 1408 J-617 0.25 82 1410 J-618 0.25 82 1412 J-619 0.25 82 1414 J-620 0.25 82 1416 J-621 0.25 82 1418 J-622 0.25 82 1420 J-623 0.25 82 1422 J-624 0.25 80 1424 J-625 0.25 80 1426 J-626 0.25 80 1428 J-627 0.25 80 1430 J-628 0.25 80 1432 J-629 0.25 80 1434 J-630 0.25 80 1436 J-631 0.25 80 1440 J-633 0.25 80 1442 J-634 0.25 80 1444 J-635 0.25 80 1446 J-636 0.25 80 1448 J-637 0.25 80 1452 J-639 0.25 80 1454 J-640 0.25 80 1456 J-641 0.25 80 1458 J-642 0.25 80 1460 J-643 0.25 80 1462 J-644 0.25 79 1464 J-645 0.25 79 1466 J-646 0.25 79 1468 J-647 0.25 79 1470 J-648 0.25 79 1472 J-649 0.25 79 1478 J-650 0.00 90 1492 J-656 0.00 89 1493 J-657 0.00 92 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 4,960.69 Hydraulic Grade (ft) 4,960.69 4,960.69 4,960.69 4,746.96 4,777.00 4,777.00 4,777.00 4,777.00 4,752.00 4,755.00 4,775.00 4,775.00 4,775.00 4,775.00 4,777.00 4,777.00 4,775.00 4,775.00 4,775.00 4,775.00 4,775.00 4,775.00 4,775.00 4,775.00 4,775.00 4,775.00 4,775.00 4,775.00 4,772.00 4,772.00 4,772.00 4,772.00 4,775.00 4,775.00 4,772.00 4,772.00 4,772.00 4,772.00 4,772.00 4,772.00 4,770.00 4,770.00 4,770.00 4,770.00 Elevation (ft) Average Day: Junction Table (cont.) 4,960.69 4,960.69 Bentley WaterCAD CONNECT Edition [10.00.00.50] Page 4of 4 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 VW-LAKES-WaterCAD-PH5.wtg ID Label Flow (Out net) (gpm) 511 R-1 172.12 ID Label Elevation (ft) Status (Initial) Hydraulic Grade (Discharge) (ft) Flow (Total) (gpm) Pump Head (ft) 512 PMP-1 4,741.86 On 4,960.81 174.12 211.95 Average Day: Reservoir Table Pump Definition Hydraulic Grade (Suction) (ft) Durston Rd #1721 4,748.86 Average Day: Pump Table VW-LAKES-WaterCAD-PH5.wtg PHASE 5 AND 6 THE LAKES AT VALLEY WEST 1/3/2018 Elevation (ft) 4,748.86 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Hydraulic Grade (ft) 4,748.86 Bentley WaterCAD CONNECT Edition[10.00.00.50] MAX DAILY DEMAND INCLUDING FIRE FLOW ID Label Length (Scaled) (ft) Start Node Diameter (in) Material Hazen- Williams C Flow (gpm) 1023 P-503 231 J-456 8.00 Ductile Iron 130.0 17.54 1031 P-508 100 J-459 8.00 Ductile Iron 130.0 4.04 1059 P-525 147 J-471 8.00 Ductile Iron 130.0 7.1 1060 P-526 230 J-455 8.00 Ductile Iron 130.0 0.2 1062 P-527 40 J-468 8.00 Ductile Iron 130.0 0 1137 P-575 40 J-455 8.00 Ductile Iron 130.0 6.9 1141 P-578 33 J-499 8.00 Ductile Iron 130.0 0.2 1147 P-580 53 J-503 8.00 Ductile Iron 130.0 1.36 1150 P-582 47 J-504 8.00 Ductile Iron 130.0 2.52 1152 P-583 46 J-467 8.00 Ductile Iron 130.0 4.84 1153 P-584 50 J-505 8.00 Ductile Iron 130.0 3.68 1155 P-585 17 J-467 8.00 Ductile Iron 130.0 1.16 1156 P-586 50 J-506 8.00 Ductile Iron 130.0 0.58 1159 P-588 28 J-507 8.00 Ductile Iron 130.0 6 1162 P-590 45 J-508 8.00 Ductile Iron 130.0 6.58 1165 P-592 45 J-509 8.00 Ductile Iron 130.0 7.16 1167 P-593 59 J-456 8.00 Ductile Iron 130.0 8.32 1168 P-594 53 J-510 8.00 Ductile Iron 130.0 7.74 1170 P-595 52 J-498 8.00 Ductile Iron 130.0 7.48 1173 P-597 45 J-511 8.00 Ductile Iron 130.0 8.06 1176 P-599 53 J-512 8.00 Ductile Iron 130.0 8.64 1179 P-601 46 J-457 8.00 Ductile Iron 130.0 9.95 1182 P-603 48 J-514 8.00 Ductile Iron 130.0 10.53 1185 P-605 43 J-515 8.00 Ductile Iron 130.0 11.11 1188 P-607 42 J-516 8.00 Ductile Iron 130.0 11.69 1191 P-609 43 J-517 8.00 Ductile Iron 130.0 12.27 1194 P-611 47 J-518 8.00 Ductile Iron 130.0 12.85 1195 P-612 54 J-519 8.00 Ductile Iron 130.0 13.43 1197 P-613 59 J-457 8.00 Ductile Iron 130.0 7.59 1200 P-615 51 J-520 8.00 Ductile Iron 130.0 8.17 1203 P-617 43 J-521 8.00 Ductile Iron 130.0 8.75 1206 P-619 45 J-522 8.00 Ductile Iron 130.0 9.33 1207 P-620 32 J-523 8.00 Ductile Iron 130.0 9.91 1209 P-621 13 J-466 8.00 Ductile Iron 130.0 1.16 1210 P-622 50 J-524 8.00 Ductile Iron 130.0 0.58 1213 P-624 41 J-525 8.00 Ductile Iron 130.0 11.07 1216 P-626 55 J-526 8.00 Ductile Iron 130.0 12.23 1219 P-628 50 J-527 8.00 Ductile Iron 130.0 13.39 1222 P-630 50 J-528 8.00 Ductile Iron 130.0 14.55 1224 P-631 66 J-465 8.00 Ductile Iron 130.0 16.87 Max Day: Pipe Table PHASE 5 AND 6 THE LAKES AT VALLEY WEST 0.09 0.09 0.11 0.08 0.06 0.06 0.01 0.00 0.07 0.08 0.08 0.09 0.05 0.05 0.06 0.05 0.06 0.06 0.07 0.07 0.07 0.04 0.04 0.05 0.05 0.05 0.05 0.01 0.02 0.03 0.02 0.01 0.00 Velocity (ft/s) 0.11 0.03 0.05 0.00 0.00 0.04 0.00 J-525 J-526 J-527 J-529 J-522 J-523 J-466 J-524 J-474 J-466 J-517 J-518 J-519 J-458 J-520 J-521 J-511 J-512 J-513 J-514 J-515 J-516 J-473 J-467 J-507 J-508 J-510 J-509 J-468 J-499 J-503 J-505 J-504 J-506 J-498 Stop Node J-457 J-460 J-455 J-468 J-472 Bentley WaterCAD CONNECT Edition [10.00.00.50] Page 1 of 4 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 VW-LAKES-WaterCAD-PH5.wtg ID Label Length (Scaled) (ft) Start Node Diameter (in) Material Hazen- Williams C Flow (gpm) 1225 P-632 61 J-529 8.00 Ductile Iron 130.0 15.71 1228 P-634 90 J-530 8.00 Ductile Iron 130.0 11 1231 P-636 42 J-531 8.00 Ductile Iron 130.0 10.42 1235 P-638 47 J-533 8.00 Ductile Iron 130.0 9.26 1237 P-639 69 J-463 8.00 Ductile Iron 130.0 7.52 1238 P-640 30 J-534 8.00 Ductile Iron 130.0 8.68 1241 P-641 30 J-462 8.00 Ductile Iron 130.0 6.36 1242 P-642 25 J-536 8.00 Ductile Iron 130.0 6.94 1244 P-643 36 J-461 8.00 Ductile Iron 130.0 5.2 1245 P-644 36 J-537 8.00 Ductile Iron 130.0 5.78 1247 P-645 28 J-460 8.00 Ductile Iron 130.0 4.62 1248 P-646 28 J-538 8.00 Ductile Iron 130.0 5.2 1253 P-649 59 J-539 8.00 Ductile Iron 130.0 1.14 1256 P-651 50 J-540 8.00 Ductile Iron 130.0 1.72 1259 P-653 50 J-541 8.00 Ductile Iron 130.0 2.3 1262 P-655 50 J-542 8.00 Ductile Iron 130.0 2.88 1265 P-657 55 J-543 8.00 Ductile Iron 130.0 3.46 1266 P-658 40 J-544 8.00 Ductile Iron 130.0 4.04 1268 P-659 29 J-452 8.00 Ductile Iron 130.0 0 1269 P-660 108 J-545 8.00 Ductile Iron 130.0 0 1271 P-661 240 J-382 8.00 Ductile Iron 130.0 2.75 1272 P-662 14 J-546 8.00 Ductile Iron 130.0 2.75 1280 P-665 67 J-458 8.00 Ductile Iron 130.0 0.56 1281 P-666 27 J-551 8.00 Ductile Iron 130.0 0.56 1283 P-667 21 J-545 6.00 Ductile Iron 130.0 0 1285 P-668 14 J-546 6.00 Ductile Iron 130.0 0 1291 P-671 30 J-556 6.00 Ductile Iron 130.0 0 1292 P-672 230 J-465 12.00 Ductile Iron 130.0 12.87 1296 P-674 17 J-558 6.00 Ductile Iron 130.0 0 1298 P-675 25 J-459 8.00 Ductile Iron 130.0 0 1300 P-676 36 J-559 8.00 Ductile Iron 130.0 0 1302 P-677 95 J-560 8.00 Ductile Iron 130.0 0 1307 P-679 53 J-475 1.00 Copper 135.0 0.58 1309 P-680 67 J-477 1.00 Copper 135.0 0.58 1311 P-681 53 J-478 1.00 Copper 135.0 0.58 1314 P-682 66 J-479 1.00 Copper 135.0 0.58 1316 P-683 53 J-482 1.00 Copper 135.0 0.58 1318 P-684 67 J-483 1.00 Copper 135.0 0.58 1320 P-685 66 J-484 1.00 Copper 135.0 0.58 1322 P-686 54 J-485 1.00 Copper 135.0 0.58 1324 P-687 66 J-486 1.00 Copper 135.0 0.58 1326 P-688 54 J-487 1.00 Copper 135.0 0.58 1329 P-689 64 J-488 1.00 Copper 135.0 0.58 1331 P-690 77 J-489 1.00 Copper 135.0 0.58 Velocity (ft/s) Stop Node Max Day: Pipe Table (cont.) 0.24 0.24 0.24 0.24 0.24J-577 0.24 0.24 0.24 0.24 0.24 0.24 0.08 0.00 0.00 0.00 0.00 0.24 0.02 0.00 0.00 0.00 0.00 0.00 0.02 0.02 0.03 0.00 0.00 0.02 0.04 0.03 0.03 0.01 0.01 0.01 0.06 0.05 0.06 0.04 0.04 0.03 0.10 0.07 0.07 J-571 J-572 J-573 J-574 J-576 J-564 J-565 J-566 J-568 J-569 J-570 J-549 J-458 J-551 J-559 J-560 J-561 J-546 J-471 J-551 J-539 J-552 J-553 J-542 J-543 J-544 J-459 J-545 J-382 J-537 J-462 J-538 J-461 J-540 J-541 J-530 J-531 J-534 J-533 J-536 J-463 J-528 J-465 Bentley WaterCAD CONNECT Edition [10.00.00.50] Page 2of 4 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 VW-LAKES-WaterCAD-PH5.wtg ID Label Length (Scaled) (ft) Start Node Diameter (in) Material Hazen- Williams C Flow (gpm) 1333 P-691 75 J-490 1.00 Copper 135.0 0.58 1335 P-692 64 J-491 1.00 Copper 135.0 0.58 1337 P-693 75 J-492 1.00 Copper 135.0 0.58 1339 P-694 64 J-493 1.00 Copper 135.0 0.58 1341 P-695 75 J-494 1.00 Copper 135.0 0.58 1343 P-696 64 J-495 1.00 Copper 135.0 0.58 1345 P-697 75 J-496 1.00 Copper 135.0 0.58 1347 P-698 63 J-497 1.00 Copper 135.0 0.58 1349 P-699 41 J-499 1.00 Copper 135.0 0.58 1351 P-700 56 J-499 1.00 Copper 135.0 0.58 1353 P-701 40 J-503 1.00 Copper 135.0 0.58 1355 P-702 56 J-503 1.00 Copper 135.0 0.58 1357 P-703 41 J-504 1.00 Copper 135.0 0.58 1359 P-704 59 J-504 1.00 Copper 135.0 0.58 1361 P-705 40 J-505 1.00 Copper 135.0 0.58 1363 P-706 58 J-505 1.00 Copper 135.0 0.58 1365 P-707 69 J-498 1.00 Copper 135.0 0.58 1367 P-708 69 J-511 1.00 Copper 135.0 0.58 1369 P-709 69 J-512 1.00 Copper 135.0 0.58 1371 P-710 69 J-513 1.00 Copper 135.0 0.58 1373 P-711 56 J-473 1.00 Copper 135.0 0.58 1375 P-712 57 J-506 1.00 Copper 135.0 0.58 1378 P-713 60 J-507 1.00 Copper 135.0 0.58 1382 P-715 62 J-508 1.00 Copper 135.0 0.58 1384 P-716 64 J-509 1.00 Copper 135.0 0.58 1386 P-717 67 J-510 1.00 Copper 135.0 0.58 1388 P-718 53 J-520 1.00 Copper 135.0 0.58 1390 P-719 55 J-521 1.00 Copper 135.0 0.58 1394 P-721 57 J-522 1.00 Copper 135.0 0.58 1396 P-722 59 J-523 1.00 Copper 135.0 0.58 1398 P-723 61 J-524 1.00 Copper 135.0 0.58 1400 P-724 63 J-474 1.00 Copper 135.0 0.58 1402 P-725 52 J-525 1.00 Copper 135.0 0.58 1405 P-726 59 J-525 1.00 Copper 135.0 0.58 1407 P-727 52 J-526 1.00 Copper 135.0 0.58 1409 P-728 60 J-526 1.00 Copper 135.0 0.58 1411 P-729 51 J-527 1.00 Copper 135.0 0.58 1413 P-730 60 J-527 1.00 Copper 135.0 0.58 1415 P-731 51 J-528 1.00 Copper 135.0 0.58 1417 P-732 60 J-528 1.00 Copper 135.0 0.58 1419 P-733 51 J-529 1.00 Copper 135.0 0.58 1421 P-734 61 J-529 1.00 Copper 135.0 0.58 1423 P-735 68 J-514 1.00 Copper 135.0 0.58 1425 P-736 67 J-515 1.00 Copper 135.0 0.58 Stop Node Velocity (ft/s) 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 Max Day: Pipe Table (cont.) J-578 J-624 J-625 J-618 J-619 J-620 J-621 J-622 J-623 J-611 J-612 J-613 J-615 J-616 J-617 J-604 J-605 J-606 J-607 J-609 J-610 J-596 J-597 J-598 J-599 J-601 J-603 J-590 J-591 J-592 J-593 J-594 J-595 J-584 J-585 J-586 J-587 J-588 J-589 J-579 J-580 J-581 J-582 J-583 Bentley WaterCAD CONNECT Edition [10.00.00.50] Page 3 of 4 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 VW-LAKES-WaterCAD-PH5.wtg ID Label Length (Scaled) (ft) Start Node Diameter (in) Material Hazen- Williams C Flow (gpm) 1427 P-737 66 J-516 1.00 Copper 135.0 0.58 1429 P-738 66 J-517 1.00 Copper 135.0 0.58 1431 P-739 66 J-518 1.00 Copper 135.0 0.58 1433 P-740 66 J-519 1.00 Copper 135.0 0.58 1435 P-741 60 J-530 1.00 Copper 135.0 0.58 1437 P-742 54 J-531 1.00 Copper 135.0 0.58 1441 P-744 61 J-531 1.00 Copper 135.0 0.58 1443 P-745 53 J-533 1.00 Copper 135.0 0.58 1445 P-746 57 J-534 1.00 Copper 135.0 0.58 1449 P-748 48 J-463 1.00 Copper 135.0 0.58 1453 P-750 60 J-536 1.00 Copper 135.0 0.58 1455 P-751 52 J-462 1.00 Copper 135.0 0.58 1457 P-752 55 J-537 1.00 Copper 135.0 0.58 1459 P-753 60 J-538 1.00 Copper 135.0 0.58 1461 P-754 56 J-460 1.00 Copper 135.0 0.58 1463 P-755 68 J-539 1.00 Copper 135.0 0.58 1465 P-756 69 J-540 1.00 Copper 135.0 0.58 1467 P-757 67 J-541 1.00 Copper 135.0 0.58 1469 P-758 68 J-542 1.00 Copper 135.0 0.58 1471 P-759 68 J-543 1.00 Copper 135.0 0.58 1473 P-760 69 J-544 1.00 Copper 135.0 0.58 1479 P-763 22 J-513 8.00 Ductile Iron 130.0 9.22 1480 P-764 19 J-650 8.00 Ductile Iron 130.0 9.22 1481 P-765 18 J-650 6.00 Ductile Iron 130.0 0 1489 P-768 30 J-459 6.00 Ductile Iron 130.0 0 1490 P-769 23 J-466 6.00 Ductile Iron 130.0 0 1491 P-770 58 J-534 1.00 Copper 135.0 0.58 1496 P-773 17 J-656 6.00 Ductile Iron 130.0 0 0.00 0.00 0.00 0.24 0.00 Stop Node Velocity (ft/s) 0.24 0.24 0.24 0.24 0.06 0.06 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 Max Day: Pipe Table (cont.) J-456 J-554 J-557 J-555 J-639 J-640 J-641 J-642 J-636 J-657 J-645 J-646 J-647 J-648 J-649 J-650 J-643 J-644 J-630 J-631 J-633 J-634 J-635 J-637 J-626 J-627 J-628 J-629 Bentley WaterCAD CONNECT Edition [10.00.00.50] Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 VW-LAKES-WaterCAD-PH5.wtg ID Label Demand (gpm) Pressure (psi) 1011 J-452 0.00 90 1018 J-455 0.00 89 1020 J-456 0.00 89 1022 J-457 0.00 89 1024 J-458 0.00 88 1028 J-459 0.00 89 1030 J-460 0.00 89 1032 J-461 0.00 89 1034 J-462 0.00 89 1036 J-463 0.00 89 1040 J-465 0.00 89 1044 J-466 0.00 90 1046 J-467 0.00 90 1048 J-468 0.00 90 1055 J-471 0.00 89 1061 J-472 0.00 90 1064 J-473 0.00 90 1067 J-474 0.00 89 1070 J-475 0.00 91 1075 J-477 0.00 91 1078 J-478 0.00 91 1081 J-479 0.00 91 1088 J-482 0.00 91 1091 J-483 0.00 91 1094 J-484 0.00 91 1097 J-485 0.00 91 1100 J-486 0.00 91 1103 J-487 0.00 91 1106 J-488 0.00 91 1109 J-489 0.00 91 1112 J-490 0.00 91 1115 J-491 0.00 91 1118 J-492 0.00 90 1121 J-493 0.00 90 1124 J-494 0.00 90 1127 J-495 0.00 90 1130 J-496 0.00 90 1133 J-497 0.00 90 1136 J-498 0.00 89 1139 J-499 0.00 90 1145 J-503 0.00 90 4,753.00 Elevation (ft) 4,750.00 4,752.00 4,752.00 4,752.50 4,754.00 4,753.00 4,753.00 4,753.00 4,753.00 4,752.43 4,749.00 4,749.00 4,749.00 4,752.00 4,750.00 4,749.00 4,752.00 4,747.55 4,747.57 4,747.62 4,747.66 4,747.73 4,747.75 4,747.81 4,747.84 4,747.90 4,747.91 4,747.31 4,747.57 4,748.15 4,748.35 4,749.02 4,749.19 4,749.88 4,750.06 4,750.88 4,751.07 4,752.00 4,749.00 4,749.00 Hydraulic Grade (ft) 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 Max Day: Junction Table PHASE 5 AND 6 THE LAKES AT VALLEY WEST Bentley WaterCAD CONNECT Edition [10.00.00.50] Page 1 of 4 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 WWatertown, CT 06795 USA +1-203-755-1666 VW-LAKES-WaterCAD-PH5.wtg ID Label Demand (gpm) Pressure (psi) 1148 J-504 0.00 90 1151 J-505 0.00 90 1154 J-506 0.00 90 1157 J-507 0.00 90 1160 J-508 0.00 90 1163 J-509 0.00 90 1166 J-510 0.00 90 1169 J-511 0.00 89 1172 J-512 0.00 89 1175 J-513 0.00 89 1178 J-514 0.00 89 1181 J-515 0.00 89 1184 J-516 0.00 89 1187 J-517 0.00 89 1190 J-518 0.00 89 1193 J-519 0.00 88 1196 J-520 0.00 89 1199 J-521 0.00 90 1202 J-522 0.00 90 1205 J-523 0.00 90 1208 J-524 0.00 90 1211 J-525 0.00 90 1214 J-526 0.00 90 1217 J-527 0.00 90 1220 J-528 0.00 90 1223 J-529 0.00 89 1226 J-530 0.00 89 1229 J-531 0.00 89 1233 J-533 0.00 89 1236 J-534 0.00 89 1240 J-536 0.00 89 1243 J-537 0.00 89 1246 J-538 0.00 89 1249 J-539 0.00 88 1252 J-540 0.00 88 1255 J-541 0.00 89 1258 J-542 0.00 89 1261 J-543 0.00 89 1264 J-544 0.00 89 1267 J-545 0.00 90 1270 J-546 0.00 89 1275 J-549 0.00 89 1279 J-551 0.00 88 1282 J-552 0.00 86 1284 J-553 0.00 86 4,749.00 4,749.00 4,749.00 4,749.37 4,749.95 4,750.54 4,751.23 4,752.00 4,752.00 4,752.00 4,752.72 4,752.94 4,753.14 4,753.33 4,753.53 4,753.75 4,751.61 4,750.83 4,750.17 4,749.49 4,749.61 4,749.43 4,750.02 4,750.55 4,751.08 4,751.73 4,752.61 4,752.68 4,752.80 4,752.86 4,753.00 4,753.00 4,753.00 4,753.76 4,753.61 4,753.49 4,753.36 4,753.24 4,753.10 4,749.57 4,751.79 4,751.99 4,753.83 4,760.00 4,760.00 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.14 4,958.13 4,958.13 4,958.13 Elevation (ft) Hydraulic Grade (ft) Max Day: Junction Table (cont.) Bentley WaterCAD CONNECT Edition [10.00.00.50] Page 2 of 4 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 VW-LAKES-WaterCAD-PH5.wtg ID Label Demand (gpm) Pressure (psi) 1286 J-554 0.00 84 1288 J-555 0.00 86 1290 J-556 0.00 87 1293 J-557 0.00 84 1295 J-558 0.00 84 1297 J-559 0.00 88 1299 J-560 0.00 88 1301 J-561 0.00 88 1306 J-564 0.58 80 1308 J-565 0.58 80 1310 J-566 0.58 80 1313 J-568 0.58 80 1315 J-569 0.58 80 1317 J-570 0.58 80 1319 J-571 0.58 80 1321 J-572 0.58 80 1323 J-573 0.58 80 1325 J-574 0.58 80 1328 J-576 0.58 80 1330 J-577 0.58 80 1332 J-578 0.58 80 1334 J-579 0.58 80 1336 J-580 0.58 80 1338 J-581 0.58 80 1340 J-582 0.58 80 1342 J-583 0.58 80 1344 J-584 0.58 80 1346 J-585 0.58 80 1348 J-586 0.58 81 1350 J-587 0.58 81 1352 J-588 0.58 81 1354 J-589 0.58 81 1356 J-590 0.58 81 1358 J-591 0.58 81 1360 J-592 0.58 81 1362 J-593 0.58 81 1364 J-594 0.58 81 1366 J-595 0.58 81 1368 J-596 0.58 81 1370 J-597 0.58 81 1372 J-598 0.58 80 1374 J-599 0.58 80 1377 J-601 0.58 80 1381 J-603 0.58 80 1383 J-604 0.58 80 4,763.00 4,760.00 4,758.00 4,765.00 4,764.00 4,755.00 4,755.00 4,755.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,770.00 4,770.00 4,770.00 4,770.00 4,770.00 4,770.00 4,770.00 4,770.00 4,772.00 4,772.00 4,772.00 4,772.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,958.13 4,958.13 4,958.14 4,958.13 4,958.13 4,958.13 4,958.13 4,958.13 4,958.11 4,958.10 4,958.11 4,958.10 4,958.11 4,958.10 4,958.10 4,958.11 4,958.10 4,958.11 4,958.10 4,958.10 4,958.10 4,958.10 4,958.10 4,958.10 4,958.10 4,958.10 4,958.10 4,958.10 4,958.11 4,958.10 4,958.11 4,958.10 4,958.11 4,958.10 4,958.10 4,958.10 4,958.10 4,958.11 4,958.10 4,958.10 4,958.10 4,958.10 4,958.10 Max Day: Junction Table (cont.) Elevation (ft) Hydraulic Grade (ft) 4,958.10 4,958.10 +1-203-755-1666 Bentley WaterCAD CONNECT Edition [10.00.00.50] Page 3 of 4 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 VW-LAKES-WaterCAD-PH5.wtg ID Label Demand (gpm) Pressure (psi) 1385 J-605 0.58 80 1387 J-606 0.58 81 1389 J-607 0.58 81 1393 J-609 0.58 81 1395 J-610 0.58 81 1397 J-611 0.58 81 1399 J-612 0.58 81 1401 J-613 0.58 81 1404 J-615 0.58 81 1406 J-616 0.58 81 1408 J-617 0.58 81 1410 J-618 0.58 81 1412 J-619 0.58 81 1414 J-620 0.58 81 1416 J-621 0.58 81 1418 J-622 0.58 81 1420 J-623 0.58 81 1422 J-624 0.58 79 1424 J-625 0.58 79 1426 J-626 0.58 79 1428 J-627 0.58 79 1430 J-628 0.58 79 1432 J-629 0.58 79 1434 J-630 0.58 79 1436 J-631 0.58 79 1440 J-633 0.58 79 1442 J-634 0.58 79 1444 J-635 0.58 79 1446 J-636 0.58 79 1448 J-637 0.58 79 1452 J-639 0.58 79 1454 J-640 0.58 79 1456 J-641 0.58 79 1458 J-642 0.58 79 1460 J-643 0.58 79 1462 J-644 0.58 78 1464 J-645 0.58 78 1466 J-646 0.58 78 1468 J-647 0.58 78 1470 J-648 0.58 78 1472 J-649 0.58 78 1478 J-650 0.00 89 1492 J-656 0.00 88 1493 J-657 0.00 91 4,773.00 4,770.00 4,770.00 4,770.00 4,770.00 4,770.00 4,770.00 4,772.00 4,772.00 4,772.00 4,772.00 4,772.00 4,772.00 4,772.00 4,772.00 4,772.00 4,772.00 4,775.00 4,775.00 4,775.00 4,775.00 4,775.00 4,775.00 4,775.00 4,775.00 4,775.00 4,775.00 4,775.00 4,775.00 4,775.00 4,775.00 4,777.00 4,777.00 4,752.00 4,755.00 4,775.00 4,775.00 4,775.00 4,775.00 4,777.00 4,777.00 4,746.96 4,777.00 4,777.00 4,958.10 4,958.11 4,958.11 4,958.11 4,958.11 4,958.11 4,958.10 4,958.11 4,958.11 4,958.11 4,958.11 4,958.11 4,958.11 4,958.11 4,958.11 4,958.11 4,958.11 4,958.10 4,958.10 4,958.10 4,958.10 4,958.10 4,958.10 4,958.11 4,958.11 4,958.11 4,958.11 4,958.11 4,958.11 4,958.11 4,958.11 4,958.13 4,958.13 4,958.11 4,958.11 4,958.11 4,958.11 4,958.10 4,958.10 4,958.13 Elevation (ft) Hydraulic Grade (ft) Max Day: Junction Table (cont.) 4,958.10 4,958.10 4,958.10 4,958.10 +1-203-755-1666 Bentley WaterCAD CONNECT Edition [10.00.00.50] Page 4 of 4 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 VW-LAKES-WaterCAD-PH5.wtg 1/3/2018 Label Satisfies Fire Flow Constraints? Fire Flow (Available) (gpm) Flow (Total Needed) (gpm) Pressure (Residual Lower Limit) (psi) Pressure (Calculated Residual) (psi) Pressure (Zone Lower Limit) (psi) Junction w/ Minimum Pressure (Zone) Pressure (Calculated System Lower Limit) (psi) Junction w/ Minimum Pressure (System) J-130 True 2,646.45 1,500.00 20 25 20 J-150 20 J-150 Existing J-131 True 2,726.43 1,500.00 20 26 20 J-171 17 J-649 Existing J-132 True 2,666.03 1,500.00 20 27 20 J-179 19 J-644 Existing J-252 True 2,683.32 1,500.00 20 28 20 J-163 20 J-649 Existing J-266 True 2,691.22 1,500.00 20 26 20 J-193 18 J-644 Existing J-321 True 2,670.47 1,500.00 20 25 20 J-371 18 J-644 Existing J-324 True 2,645.39 1,500.00 20 25 20 J-331 19 J-644 Existing J-325 True 2,553.66 1,500.00 20 23 20 J-339 20 J-339 Existing J-448 True 2,414.93 1,500.00 20 20 20 J-4015 23 J-4015 Existing J-450 True 2,429.01 1,500.00 20 20 20 J-564 21 J-564 Existing J-656 True 2,451.00 1,500.00 20 25 20 J-576 20 J-576 Existing J-552 True 2,357.55 1,500.00 20 20 20 J-574 22 J-574 Phase 5 and 6 J-553 True 2,457.79 1,500.00 20 23 20 J-585 20 J-585 Phase 5 and 7 J-554 True 2,416.92 1,500.00 20 21 20 J-605 20 J-605 Phase 5 and 8 J-555 True 2,374.95 1,500.00 20 21 20 J-615 20 J-615 Phase 5 and 9 J-556 True 2,387.73 1,500.00 20 23 20 J-649 20 J-649 Phase 5 and 10 J-557 True 2,263.94 1,500.00 20 20 20 J-649 20 J-649 Phase 5 and 11 J-558 True 2,312.78 1,500.00 20 23 20 J-644 20 J-644 Phase 5 and 12 VW-LAKES-WaterCAD-PH5.wtg 1/3/2018 Flow (Total Available) (gpm) 2,646.45 2,726.43 2,666.03 2,683.32 2,691.22 2,670.47 2,263.94 2,312.78 2451.00 2,645.39 2,553.66 2,414.93 2,429.01 2,357.55 2,457.79 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Pressure (Calculated Zone Lower Limit) (psi) 20 20 20 20 20 20 20 2,416.92 Bentley WaterCAD CONNECT Edition[10.00.00.50] 20 23 21 22 20 20 Bentley Systems, Inc. Haestad Methods Solution Center 2,374.95 2,387.73 Page 1 of 1 PHASES 1 through 6 THE LAKES AT VALLEY WEST Max Day: Fire Flow Report 20 20 20 20 20 ID Label Flow (Out net) (gpm) 511 R-1 401.3 ID Label Elevation (ft) Status (Initial) Hydraulic Grade (Discharge) (ft) Flow (Total) (gpm) Pump Head (ft) 512 PMP-1 4,741.86 On 4,958.70 401.3 209.85 PHASE 5 AND 6 THE LAKES AT VALLEY WEST 1/3/2018 Elevation (ft) 4,748.86 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Hydraulic Grade (ft) 4748.86 Bentley WaterCAD CONNECT Edition[10.00.00.50] Max Day: Reservoir Table Pump Definition Hydraulic Grade (Suction) (ft) Durston Rd #1721 4748.85 Max Day: Pump Table VW-LAKES-WaterCAD-PH5.wtg PEAK HOURLY DEMAND ID Label Length (Scaled) (ft) Start Node Diameter (in)Material Hazen- Williams C Flow (gpm) 1023 P-503 231 J-456 8.00 Ductile Iron 130.0 22.86 1031 P-508 100 J-459 8.00 Ductile Iron 130.0 5.26 1059 P-525 147 J-471 8.00 Ductile Iron 130.0 9.36 1060 P-526 230 J-455 8.00 Ductile Iron 130.0 0.34 1062 P-527 40 J-468 8.00 Ductile Iron 130.0 0 1137 P-575 40 J-455 8.00 Ductile Iron 130.0 9.03 1141 P-578 33 J-499 8.00 Ductile Iron 130.0 0.34 1147 P-580 53 J-503 8.00 Ductile Iron 130.0 1.84 1150 P-582 47 J-504 8.00 Ductile Iron 130.0 3.34 1152 P-583 46 J-467 8.00 Ductile Iron 130.0 6.34 1153 P-584 50 J-505 8.00 Ductile Iron 130.0 4.84 1155 P-585 17 J-467 8.00 Ductile Iron 130.0 1.5 1156 P-586 50 J-506 8.00 Ductile Iron 130.0 0.75 1159 P-588 28 J-507 8.00 Ductile Iron 130.0 7.84 1162 P-590 45 J-508 8.00 Ductile Iron 130.0 8.59 1165 P-592 45 J-509 8.00 Ductile Iron 130.0 9.34 1167 P-593 59 J-456 8.00 Ductile Iron 130.0 10.84 1168 P-594 53 J-510 8.00 Ductile Iron 130.0 10.09 1170 P-595 52 J-498 8.00 Ductile Iron 130.0 9.78 1173 P-597 45 J-511 8.00 Ductile Iron 130.0 10.53 1176 P-599 53 J-512 8.00 Ductile Iron 130.0 11.28 1179 P-601 46 J-457 8.00 Ductile Iron 130.0 12.96 1182 P-603 48 J-514 8.00 Ductile Iron 130.0 13.71 1185 P-605 43 J-515 8.00 Ductile Iron 130.0 14.46 1188 P-607 42 J-516 8.00 Ductile Iron 130.0 15.21 1191 P-609 43 J-517 8.00 Ductile Iron 130.0 15.96 1194 P-611 47 J-518 8.00 Ductile Iron 130.0 16.71 1195 P-612 54 J-519 8.00 Ductile Iron 130.0 17.46 1197 P-613 59 J-457 8.00 Ductile Iron 130.0 9.9 1200 P-615 51 J-520 8.00 Ductile Iron 130.0 10.65 1203 P-617 43 J-521 8.00 Ductile Iron 130.0 11.4 1206 P-619 45 J-522 8.00 Ductile Iron 130.0 12.15 1207 P-620 32 J-523 8.00 Ductile Iron 130.0 12.9 1209 P-621 13 J-466 8.00 Ductile Iron 130.0 1.5 1210 P-622 50 J-524 8.00 Ductile Iron 130.0 0.75 1213 P-624 41 J-525 8.00 Ductile Iron 130.0 14.4 1216 P-626 55 J-526 8.00 Ductile Iron 130.0 15.9 1219 P-628 50 J-527 8.00 Ductile Iron 130.0 17.4 1222 P-630 50 J-528 8.00 Ductile Iron 130.0 18.9 1224 P-631 66 J-465 8.00 Ductile Iron 130.0 21.9 J-498 Stop Node J-457 J-460 J-455 J-468 J-472 J-468 J-499 J-503 J-505 J-504 J-506 J-473 J-467 J-507 J-508 J-510 J-509 J-511 J-512 J-513 J-514 J-515 J-516 J-517 J-518 J-519 J-458 J-520 J-521 J-522 J-523 J-466 J-524 J-474 J-466 J-525 J-526 J-527 J-529 0.06 0.00 Velocity (ft/s) 0.15 0.03 0.06 0.00 0.00 0.01 0.02 0.04 0.03 0.01 0.00 0.10 0.05 0.05 0.06 0.07 0.06 0.06 0.11 0.11 0.06 0.07 0.07 0.07 0.07 0.08 0.09 0.09 0.08 0.08 0.01 0.00 0.09 0.10 Peak Hour: Pipe Table PHASE 5 AND 6 THE LAKES AT VALLEY WEST 0.11 0.12 0.14 0.10 Bentley WaterCAD CONNECT Edition [10.00.00.50] Page 1 of 4 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA VW-LAKES-WaterCAD-PH5.wtg ID Label Length (Scaled) (ft) Start Node Diameter (in)Material Hazen- Williams C Flow (gpm) 1225 P-632 61 J-529 8.00 Ductile Iron 130.0 20.4 1228 P-634 90 J-530 8.00 Ductile Iron 130.0 14.26 1231 P-636 42 J-531 8.00 Ductile Iron 130.0 13.51 1235 P-638 47 J-533 8.00 Ductile Iron 130.0 12.01 1237 P-639 69 J-463 8.00 Ductile Iron 130.0 9.76 1238 P-640 30 J-534 8.00 Ductile Iron 130.0 11.26 1241 P-641 30 J-462 8.00 Ductile Iron 130.0 8.26 1242 P-642 25 J-536 8.00 Ductile Iron 130.0 9.01 1244 P-643 36 J-461 8.00 Ductile Iron 130.0 6.76 1245 P-644 36 J-537 8.00 Ductile Iron 130.0 7.51 1247 P-645 28 J-460 8.00 Ductile Iron 130.0 6.01 1248 P-646 28 J-538 8.00 Ductile Iron 130.0 6.76 1253 P-649 59 J-539 8.00 Ductile Iron 130.0 1.51 1256 P-651 50 J-540 8.00 Ductile Iron 130.0 2.26 1259 P-653 50 J-541 8.00 Ductile Iron 130.0 3.01 1262 P-655 50 J-542 8.00 Ductile Iron 130.0 3.76 1265 P-657 55 J-543 8.00 Ductile Iron 130.0 4.51 1266 P-658 40 J-544 8.00 Ductile Iron 130.0 5.26 1268 P-659 29 J-452 8.00 Ductile Iron 130.0 0 1269 P-660 108 J-545 8.00 Ductile Iron 130.0 0 1271 P-661 240 J-382 8.00 Ductile Iron 130.0 3.62 1272 P-662 14 J-546 8.00 Ductile Iron 130.0 3.62 1280 P-665 67 J-458 8.00 Ductile Iron 130.0 0.76 1281 P-666 27 J-551 8.00 Ductile Iron 130.0 0.76 1283 P-667 21 J-545 6.00 Ductile Iron 130.0 0 1285 P-668 14 J-546 6.00 Ductile Iron 130.0 0 1291 P-671 30 J-556 6.00 Ductile Iron 130.0 0 1292 P-672 230 J-465 12.00 Ductile Iron 130.0 16.7 1296 P-674 17 J-558 6.00 Ductile Iron 130.0 0 1298 P-675 25 J-459 8.00 Ductile Iron 130.0 0 1300 P-676 36 J-559 8.00 Ductile Iron 130.0 0 1302 P-677 95 J-560 8.00 Ductile Iron 130.0 0 1307 P-679 53 J-475 1.00 Copper 135.0 0.75 1309 P-680 67 J-477 1.00 Copper 135.0 0.75 1311 P-681 53 J-478 1.00 Copper 135.0 0.75 1314 P-682 66 J-479 1.00 Copper 135.0 0.75 1316 P-683 53 J-482 1.00 Copper 135.0 0.75 1318 P-684 67 J-483 1.00 Copper 135.0 0.75 1320 P-685 66 J-484 1.00 Copper 135.0 0.75 1322 P-686 54 J-485 1.00 Copper 135.0 0.75 1324 P-687 66 J-486 1.00 Copper 135.0 0.75 1326 P-688 54 J-487 1.00 Copper 135.0 0.75 1329 P-689 64 J-488 1.00 Copper 135.0 0.75 1331 P-690 77 J-489 1.00 Copper 135.0 0.75 1333 P-691 75 J-490 1.00 Copper 135.0 0.75 1335 P-692 64 J-491 1.00 Copper 135.0 0.75 J-528 J-465 J-530 J-531 J-534 J-533 J-536 J-463 J-537 J-462 J-538 J-461 J-540 J-541 J-542 J-543 J-544 J-459 J-545 J-382 J-546 J-471 J-551 J-539 J-552 J-553 J-549 J-458 J-551 J-559 J-560 J-561 J-564 J-565 J-566 J-568 J-569 J-570 J-571 J-572 J-573 J-574 J-576 J-577 J-578 J-579 0.13 0.09 0.09 0.08 0.06 0.07 0.05 0.06 0.04 0.05 0.04 0.04 0.01 0.01 0.02 0.02 0.03 0.03 0.00 0.00 0.02 0.02 0.00 0.00 0.00 0.00 0.00 0.11 0.00 0.00 0.00 0.00 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 Stop Node Velocity (ft/s) Peak Hour: Pipe Table (cont.) Bentley WaterCAD CONNECT Edition [10.00.00.50] Page 2 of 4 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 WWatertown, CT 06795 USA VW-LAKES-WaterCAD-PH5.wtg ID Label Length (Scaled) (ft) Start Node Diameter (in)Material Hazen- Williams C Flow (gpm) 1337 P-693 75 J-492 1.00 Copper 135.0 0.75 1339 P-694 64 J-493 1.00 Copper 135.0 0.75 1341 P-695 75 J-494 1.00 Copper 135.0 0.75 1343 P-696 64 J-495 1.00 Copper 135.0 0.75 1345 P-697 75 J-496 1.00 Copper 135.0 0.75 1347 P-698 63 J-497 1.00 Copper 135.0 0.75 1349 P-699 41 J-499 1.00 Copper 135.0 0.75 1351 P-700 56 J-499 1.00 Copper 135.0 0.75 1353 P-701 40 J-503 1.00 Copper 135.0 0.75 1355 P-702 56 J-503 1.00 Copper 135.0 0.75 1357 P-703 41 J-504 1.00 Copper 135.0 0.75 1359 P-704 59 J-504 1.00 Copper 135.0 0.75 1361 P-705 40 J-505 1.00 Copper 135.0 0.75 1363 P-706 58 J-505 1.00 Copper 135.0 0.75 1365 P-707 69 J-498 1.00 Copper 135.0 0.75 1367 P-708 69 J-511 1.00 Copper 135.0 0.75 1369 P-709 69 J-512 1.00 Copper 135.0 0.75 1371 P-710 69 J-513 1.00 Copper 135.0 0.75 1373 P-711 56 J-473 1.00 Copper 135.0 0.75 1375 P-712 57 J-506 1.00 Copper 135.0 0.75 1378 P-713 60 J-507 1.00 Copper 135.0 0.75 1382 P-715 62 J-508 1.00 Copper 135.0 0.75 1384 P-716 64 J-509 1.00 Copper 135.0 0.75 1386 P-717 67 J-510 1.00 Copper 135.0 0.75 1388 P-718 53 J-520 1.00 Copper 135.0 0.75 1390 P-719 55 J-521 1.00 Copper 135.0 0.75 1394 P-721 57 J-522 1.00 Copper 135.0 0.75 1396 P-722 59 J-523 1.00 Copper 135.0 0.75 1398 P-723 61 J-524 1.00 Copper 135.0 0.75 1400 P-724 63 J-474 1.00 Copper 135.0 0.75 1402 P-725 52 J-525 1.00 Copper 135.0 0.75 1405 P-726 59 J-525 1.00 Copper 135.0 0.75 1407 P-727 52 J-526 1.00 Copper 135.0 0.75 1409 P-728 60 J-526 1.00 Copper 135.0 0.75 1411 P-729 51 J-527 1.00 Copper 135.0 0.75 1413 P-730 60 J-527 1.00 Copper 135.0 0.75 1415 P-731 51 J-528 1.00 Copper 135.0 0.75 1417 P-732 60 J-528 1.00 Copper 135.0 0.75 1419 P-733 51 J-529 1.00 Copper 135.0 0.75 1421 P-734 61 J-529 1.00 Copper 135.0 0.75 1423 P-735 68 J-514 1.00 Copper 135.0 0.75 1425 P-736 67 J-515 1.00 Copper 135.0 0.75 1427 P-737 66 J-516 1.00 Copper 135.0 0.75 1429 P-738 66 J-517 1.00 Copper 135.0 0.75 1431 P-739 66 J-518 1.00 Copper 135.0 0.75 J-585 J-586 J-587 J-588 J-589 J-580 J-581 J-582 J-590 J-591 J-592 J-593 J-594 J-595 J-596 J-597 J-598 J-599 J-601 J-603 J-604 J-605 J-606 J-607 J-609 J-610 J-611 J-612 J-613 J-615 J-616 J-617 J-618 J-619 J-620 J-621 J-622 J-623 J-624 J-625 J-626 J-627 J-628 0.31 0.31 0.31 0.31 0.31 Peak Hour: Pipe Table (cont.) J-584 J-583 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 Stop Node Velocity (ft/s) Bentley WaterCAD CONNECT Edition [10.00.00.50] Page 3 of 4 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 VW-LAKES-WaterCAD-PH5.wtg ID Label Length (Scaled) (ft) Start Node Diameter (in)Material Hazen- Williams C Flow (gpm) 1433 P-740 66 J-519 1.00 Copper 135.0 0.75 1435 P-741 60 J-530 1.00 Copper 135.0 0.75 1437 P-742 54 J-531 1.00 Copper 135.0 0.75 1441 P-744 61 J-531 1.00 Copper 135.0 0.75 1443 P-745 53 J-533 1.00 Copper 135.0 0.75 1445 P-746 57 J-534 1.00 Copper 135.0 0.75 1449 P-748 48 J-463 1.00 Copper 135.0 0.75 1453 P-750 60 J-536 1.00 Copper 135.0 0.75 1455 P-751 52 J-462 1.00 Copper 135.0 0.75 1457 P-752 55 J-537 1.00 Copper 135.0 0.75 1459 P-753 60 J-538 1.00 Copper 135.0 0.75 1461 P-754 56 J-460 1.00 Copper 135.0 0.75 1463 P-755 68 J-539 1.00 Copper 135.0 0.75 1465 P-756 69 J-540 1.00 Copper 135.0 0.75 1467 P-757 67 J-541 1.00 Copper 135.0 0.75 1469 P-758 68 J-542 1.00 Copper 135.0 0.75 1471 P-759 68 J-543 1.00 Copper 135.0 0.75 1473 P-760 69 J-544 1.00 Copper 135.0 0.75 1479 P-763 22 J-513 8.00 Ductile Iron 130.0 12.03 1480 P-764 19 J-650 8.00 Ductile Iron 130.0 12.03 1481 P-765 18 J-650 6.00 Ductile Iron 130.0 0 1489 P-768 30 J-459 6.00 Ductile Iron 130.0 0 1490 P-769 23 J-466 6.00 Ductile Iron 130.0 0 1491 P-770 58 J-534 1.00 Copper 135.0 0.75 1496 P-773 17 J-656 6.00 Ductile Iron 130.0 0 J-629 J-643 J-644 J-630 J-631 J-633 J-634 J-635 J-637 J-636 J-657 J-645 J-646 J-647 J-648 J-649 J-650 J-456 J-554 J-557 J-555 J-639 J-640 J-641 J-642 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.08 0.08 0.00 0.00 0.00 0.31 0.00 Stop Node Velocity (ft/s) Peak Hour: Pipe Table (cont.) Bentley WaterCAD CONNECT Edition [10.00.00.50] Page 4 of 4 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 WWatertown, CT 06795 USA VW-LAKES-WaterCAD-PH5.wtg ID Label Demand (gpm) Pressure (psi) 1011 J-452 0.00 89 1018 J-455 0.00 88 1020 J-456 0.00 88 1022 J-457 0.00 88 1024 J-458 0.00 87 1028 J-459 0.00 88 1030 J-460 0.00 88 1032 J-461 0.00 88 1034 J-462 0.00 88 1036 J-463 0.00 88 1040 J-465 0.00 88 1044 J-466 0.00 90 1046 J-467 0.00 90 1048 J-468 0.00 90 1055 J-471 0.00 88 1061 J-472 0.00 89 1064 J-473 0.00 90 1067 J-474 0.00 88 1070 J-475 0.00 90 1075 J-477 0.00 90 1078 J-478 0.00 90 1081 J-479 0.00 90 1088 J-482 0.00 90 1091 J-483 0.00 90 1094 J-484 0.00 90 1097 J-485 0.00 90 1100 J-486 0.00 90 1103 J-487 0.00 90 1106 J-488 0.00 90 1109 J-489 0.00 90 1112 J-490 0.00 90 1115 J-491 0.00 90 1118 J-492 0.00 90 1121 J-493 0.00 90 1124 J-494 0.00 89 1127 J-495 0.00 89 1130 J-496 0.00 89 1133 J-497 0.00 89 1136 J-498 0.00 88 4,753.00 Elevation (ft) 4,750.00 4,752.00 4,752.00 4,752.50 4,754.00 4,753.00 4,753.00 4,753.00 4,753.00 4,752.43 4,749.00 4,749.00 4,749.00 4,752.00 4,750.00 4,749.00 4,752.00 4,747.55 4,747.57 4,747.62 4,747.66 4,747.73 4,747.75 4,747.81 4,747.84 4,747.90 4,747.91 4,747.31 4,747.57 4,748.15 4,748.35 4,749.02 4,749.19 4,749.88 4,750.06 4,750.88 4,751.07 4,752.00 Hydraulic Grade (ft) 4,956.09 4,956.09 4,956.09 4,956.09 4,956.10 4,956.10 4,956.10 4,956.10 4,956.10 4,956.10 4,956.10 4,956.09 4,956.09 4,956.09 4,956.09 4,956.09 4,956.09 4,956.09 4,956.09 4,956.09 4,956.09 4,956.09 4,956.09 4,956.09 4,956.09 4,956.09 4,956.09 4,956.09 4,956.09 4,956.09 4,956.09 4,956.09 4,956.09 4,956.09 4,956.09 4,956.09 4,956.09 4,956.09 4,956.09 Peak Hour: Junction Table PHASE 5 AND 6 THE LAKES AT VALLEY WEST Bentley WaterCAD CONNECT Edition [10.00.00.50] Page 1 of 4 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 VW-LAKES-WaterCAD-PH5.wtg ID Label Demand (gpm) Pressure (psi) 1139 J-499 0.00 90 1145 J-503 0.00 90 1148 J-504 0.00 90 1151 J-505 0.00 90 1154 J-506 0.00 90 1157 J-507 0.00 89 1160 J-508 0.00 89 1163 J-509 0.00 89 1166 J-510 0.00 89 1169 J-511 0.00 88 1172 J-512 0.00 88 1175 J-513 0.00 88 1178 J-514 0.00 88 1181 J-515 0.00 88 1184 J-516 0.00 88 1187 J-517 0.00 88 1190 J-518 0.00 88 1193 J-519 0.00 88 1196 J-520 0.00 88 1199 J-521 0.00 89 1202 J-522 0.00 89 1205 J-523 0.00 89 1208 J-524 0.00 89 1211 J-525 0.00 89 1214 J-526 0.00 89 1217 J-527 0.00 89 1220 J-528 0.00 89 1223 J-529 0.00 88 1226 J-530 0.00 88 1229 J-531 0.00 88 1233 J-533 0.00 88 1236 J-534 0.00 88 1240 J-536 0.00 88 1243 J-537 0.00 88 1246 J-538 0.00 88 1249 J-539 0.00 88 1252 J-540 0.00 88 1255 J-541 0.00 88 1258 J-542 0.00 88 1261 J-543 0.00 88 1264 J-544 0.00 88 1267 J-545 0.00 89 1270 J-546 0.00 88 1275 J-549 0.00 88 1279 J-551 0.00 88 4,749.00 4,749.00 4,749.00 4,749.00 4,749.00 4,749.37 4,749.95 4,750.54 4,751.23 4,752.00 4,752.00 4,752.00 4,752.72 4,752.94 4,753.14 4,753.33 4,753.53 4,753.75 4,751.61 4,750.83 4,750.17 4,749.49 4,749.61 4,749.43 4,750.02 4,750.55 4,751.08 4,751.73 4,752.61 4,752.68 4,752.80 4,752.86 4,753.00 4,753.00 4,753.00 4,753.76 4,753.61 4,753.49 4,753.36 4,753.24 4,753.10 4,749.57 4,751.79 4,751.99 4,753.83 4,956.09 4,956.09 4,956.09 4,956.09 4,956.09 4,956.09 4,956.09 4,956.09 4,956.09 4,956.09 4,956.09 4,956.09 4,956.09 4,956.09 4,956.09 4,956.10 4,956.10 4,956.10 4,956.09 4,956.09 4,956.09 4,956.09 4,956.09 4,956.10 4,956.10 4,956.10 4,956.10 4,956.10 4,956.10 4,956.10 4,956.10 4,956.10 4,956.10 4,956.09 4,956.10 4,956.10 4,956.10 4,956.10 4,956.10 4,956.10 4,956.10 4,956.10 Elevation (ft) Hydraulic Grade (ft) Peak Hour: Junction Table (cont.) 4,956.10 4,956.10 4,956.09 Bentley WaterCAD CONNECT Edition [10.00.00.50] Page 2 of 4 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 VW-LAKES-WaterCAD-PH5.wtg ID Label Demand (gpm) Pressure (psi) 1282 J-552 0.00 85 1284 J-553 0.00 85 1286 J-554 0.00 84 1288 J-555 0.00 85 1290 J-556 0.00 86 1293 J-557 0.00 83 1295 J-558 0.00 83 1297 J-559 0.00 87 1299 J-560 0.00 87 1301 J-561 0.00 87 1306 J-564 0.75 79 1308 J-565 0.75 79 1310 J-566 0.75 79 1313 J-568 0.75 79 1315 J-569 0.75 79 1317 J-570 0.75 79 1319 J-571 0.75 79 1321 J-572 0.75 79 1323 J-573 0.75 79 1325 J-574 0.75 79 1328 J-576 0.75 79 1330 J-577 0.75 79 1332 J-578 0.75 79 1334 J-579 0.75 79 1336 J-580 0.75 79 1338 J-581 0.75 79 1340 J-582 0.75 79 1342 J-583 0.75 79 1344 J-584 0.75 79 1346 J-585 0.75 79 1348 J-586 0.75 80 1350 J-587 0.75 80 1352 J-588 0.75 80 1354 J-589 0.75 80 1356 J-590 0.75 80 1358 J-591 0.75 80 1360 J-592 0.75 81 1362 J-593 0.75 80 1364 J-594 0.75 80 1366 J-595 0.75 80 1368 J-596 0.75 80 1370 J-597 0.75 80 1372 J-598 0.75 79 1374 J-599 0.75 79 1377 J-601 0.75 79 4,760.00 4,760.00 4,763.00 4,760.00 4,758.00 4,765.00 4,764.00 4,755.00 4,755.00 4,755.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,773.00 4,770.00 4,770.00 4,770.00 4,770.00 4,770.00 4,770.00 4,770.00 4,770.00 4,772.00 4,772.00 4,772.00 4,772.00 4,773.00 4,773.00 4,773.00 4,956.09 4,956.09 4,956.09 4,956.09 4,956.10 4,956.10 4,956.10 4,956.10 4,956.10 4,956.10 4,956.05 4,956.04 4,956.05 4,956.04 4,956.05 4,956.04 4,956.04 4,956.05 4,956.04 4,956.05 4,956.04 4,956.04 4,956.04 4,956.04 4,956.04 4,956.04 4,956.04 4,956.04 4,956.04 4,956.04 4,956.06 4,956.05 4,956.06 4,956.05 4,956.06 4,956.05 4,956.06 4,956.05 4,956.04 4,956.04 4,956.04 4,956.04 4,956.05 4,956.05 4,956.05 Elevation (ft) Hydraulic Grade (ft) Peak Hour: Junction Table (cont.) Bentley WaterCAD CONNECT Edition [10.00.00.50] Page 3 of 4 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 VW-LAKES-WaterCAD-PH5.wtg ID Label Demand (gpm) Pressure (psi) 1381 J-603 0.75 79 1383 J-604 0.75 79 1385 J-605 0.75 79 1387 J-606 0.75 80 1389 J-607 0.75 80 1393 J-609 0.75 80 1395 J-610 0.75 80 1397 J-611 0.75 80 1399 J-612 0.75 80 1401 J-613 0.75 80 1404 J-615 0.75 80 1406 J-616 0.75 80 1408 J-617 0.75 80 1410 J-618 0.75 80 1412 J-619 0.75 80 1414 J-620 0.75 80 1416 J-621 0.75 80 1418 J-622 0.75 80 1420 J-623 0.75 80 1422 J-624 0.75 78 1424 J-625 0.75 78 1426 J-626 0.75 78 1428 J-627 0.75 78 1430 J-628 0.75 78 1432 J-629 0.75 78 1434 J-630 0.75 78 1436 J-631 0.75 78 1440 J-633 0.75 78 1442 J-634 0.75 78 1444 J-635 0.75 78 1446 J-636 0.75 78 1448 J-637 0.75 78 1452 J-639 0.75 78 1454 J-640 0.75 78 1456 J-641 0.75 78 1458 J-642 0.75 78 1460 J-643 0.75 78 1462 J-644 0.75 77 1464 J-645 0.75 77 1466 J-646 0.75 77 1468 J-647 0.75 77 1470 J-648 0.75 77 1472 J-649 0.75 77 1478 J-650 0.00 88 1492 J-656 0.00 87 1493 J-657 0.00 90 4,773.00 4,773.00 4,773.00 4,770.00 4,770.00 4,770.00 4,770.00 4,770.00 4,770.00 4,772.00 4,772.00 4,772.00 4,772.00 4,772.00 4,772.00 4,772.00 4,772.00 4,772.00 4,772.00 4,775.00 4,775.00 4,775.00 4,775.00 4,775.00 4,775.00 4,775.00 4,775.00 4,775.00 4,775.00 4,775.00 4,775.00 4,775.00 4,775.00 4,777.00 4,777.00 4,752.00 4,755.00 4,775.00 4,775.00 4,775.00 4,775.00 4,777.00 4,777.00 4,746.96 4,777.00 4,777.00 4,956.05 4,956.04 4,956.04 4,956.06 4,956.06 4,956.05 4,956.05 4,956.05 4,956.05 4,956.06 4,956.05 4,956.06 4,956.05 4,956.06 4,956.05 4,956.06 4,956.05 4,956.06 4,956.06 4,956.05 4,956.05 4,956.05 4,956.05 4,956.05 4,956.05 4,956.06 4,956.06 4,956.06 4,956.06 4,956.06 4,956.06 4,956.06 4,956.06 4,956.09 4,956.09 4,956.06 4,956.06 4,956.06 4,956.06 4,956.05 4,956.05 4,956.09 Elevation (ft) Hydraulic Grade (ft) Peak Hour: Junction Table (cont.) 4,956.05 4,956.05 4,956.05 4,956.05 +1-203-755-1666 Bentley WaterCAD CONNECT Edition [10.00.00.50] Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA VW-LAKES-WaterCAD-PH5.wtg Bentley WaterCAD CONNECT Edition [10.00.00.50] Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 VW-LAKES-WaterCAD-PH5.wtg ID Label Flow (Out net) (gpm) 511 R-1 522.01 ID Label Elevation (ft) Status (Initial) Hydraulic Grade (Discharge) (ft) Flow (Total) (gpm) Pump Head (ft) 512 PMP-1 4,741.86 On 4,957.02 522.01 208.17 PHASE 5 AND 6 THE LAKES AT VALLEY WEST 1/3/2018 Elevation (ft) 4,748.86 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Hydraulic Grade (ft) 4748.86 Bentley WaterCAD CONNECT Edition[10.00.00.50] Peak Hour: Reservoir Table Pump Definition Hydraulic Grade (Suction) (ft) Durston Rd #1721 4748.84 Peak Hour: Pump Table VW-LAKES-WaterCAD-PH5.wtg