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HomeMy WebLinkAbout06 - Design Report - Baxter Meadows Ph 1, Lots 1 & 2, Block 7 & Tract 1A Ph 3A & 3B - Water, Sewer, Storm, Pavement Design Report for Water, Sewer, Storm Drainage and Pavement Improvements For PRELIMINARY AMENDED PLAT OF BAXTER MEADOWS SUBDIVISION P.U.D., PHASE 1, LOTS 1 &2,BLOCK 7 AND TRACT 1A (PHASES 3A &3B) BOZEMAN, MONTANA Revised March 2006 Prepared for: P.C. Development Prepared by: THOMAS, DEAN AND HOSKINS, INC. 215 W. MENDENHALL-SUITE C-1 BOZEMAN, MT 59715 0 tN T Af Job No. B05-016-015 - 'WARI G , • o. Y O . •wZ 1 u►mnat Purpose The purpose of this report is to explain how water, sanitary sewer, storm sewer, drainage and roadway facilities have been designed to meet City of Bozeman Design Standards and provide service to the Preliminary Amended Plat of Baxter Meadows Subdivision P.U.D., Phase 1 development (hereafter referred to as Phases 3A & 3B. The report provides information on the detailed design. Introduction Baxter Meadows Subdivision, Phase 3A & 3B is located in the northwestern area of the City of Bozeman, Montana. The project is bounded by Harper Puckett Road on the west, agricultural property consisting of a dairy farm and the COK property on the north, Baxter Lane on the south, and Phase 1 and 6 on the east. The east boundary generally follows portions of Riata Road. The subdivision is zoned R-1 residential as found in the Bozeman Zoning Ordinance. The improvements include extending existing City water and sewer service to the site, construction of on-site water and sewer mains, streets (curb, gutter and sidewalk) and stormwater management facilities. Water The proposed water system will tie into the existing mains that were constructed in previous phases of the development on Baxter Lane, Riata and Equestrian Lane. Water usage for each lot within the development has been estimated based on one residential home per lot. The water mains have been modeled using WaterCadd to determine pipe sizes necessary to provide adequate domestic and fire flow to the buildings and the hydrants located throughout the development. Water system modeling is based on a 3:1 maximum hour to average day ratio and a 2.5:1 maximum day to average day ratio. Fire flow demands will be per ISO criteria. New water mains will be 8" diameter minimum, class 51, ductile iron pipe. Hydrant leads will be 6" ductile iron pipe. Water service pipes and meters will be sized based on the number of fixture units estimated for each residential lot according to the City of Bozeman Building Division water service worksheet. A 12 inch main is provided starting on Baxter Lane, looping up through the subdivision and extending to the west side of Baxter lane where Baxter Lane improvements will end. Sewer The proposed sewer system will also connect to facilities recently installed in earlier phases of the project: an existing manhole at the intersection of Kimberwicke Street and Riata Road, an existing manhole at the intersection of Equestrian Lane and Riata Road, and an existing 8" stub approximately 150 feet southwest of the intersection of Equestrian Lane and Riata Road. New sewer mains will be constructed within street right of ways. All new mains will be SDR 35 PVC, 8" diameter. The mains are sized for the development based upon the following values from the City of Bozeman Design Standards and Specification Policy, March 2004: 2 • 2.54 persons /lot • 130 residential lots • 72 gallons/capita/ day • 150 gallons /acre/day infiltration The subdivision's total average day design flow is 24.7 gpm, 0.055 cfs, and the peak hour flow is 101.3 gpm, 0.23 cfs. These flows are based on a gross area of 78.55 acres. Sewer mains will be designed to roughly parallel the road centerline grades and be kept as deep as practical to maximize the number of lots with full basements that can be served. A minimum slope of 0.4 % will be used in the design, but most mains will be designed with a slope greater than this to allow for minor variations during construction. The capacity of on-site sewer mains is not an issue since an 8" diameter main on a minimum grade of 0.4% can carry ten times the peak hourly flow of the entire development. The downstream main at the intersection of Riatta Road and Kimberwicke Drive that will carry the entire sewer flow of the project plus an additional twenty residential lots and a single commercial lot from Phase 1 is also an 8" main on a 0.4% slope. This existing main's capacity is also several times the anticipated flow that will be drained into it from the contributing lots from Phases 3 and 1. The sewer main in E Drive will be extended across Baxter Lane to the south with the project to provide future service for development upgradient from the site. Individual sewer services will be provided for each lot within the development. The sewer services will be 4" minimum. They are sized based upon the fixture unit values used for sizing the water services. Pavement Design and Construction Design Considerations The performance of the pavement for the proposed Baxter Meadows Subdivision, Phases 3A and 3B depends upon several factors, including(1)the characteristics of the supporting soil; (2)the magnitude and frequency of wheel load applications; (3) the quality of available construction materials; and (4) the desired period of design life. Based on the near surface materials encountered in the backhoe test pits, the predominant subgrade will either be a poorly graded GRAVEL(GP) or a silty CLAY (CL) soil. We recommend excavating to subgrade depth to determine if the resulting subgrade is gravel or clay. If the subgrade is native gravel, we recommend scarifying and re-compacting the upper 12 inches of the subgrade prior to constructing the base course gravel and asphalt pavement section. If the resulting subgrade is clay, we recommend over-excavating the clay, placing a geotextile, and constructing the base course and sub-base gravel section on top of the geotextile prior to placing the asphalt surfacing. 3 I The magnitude and frequency of wheel load applications have been estimated based on a 20-year design life, and the following parameters were used along with the AASHTO Pavement Design Method of Analysis to develop flexible pavement sections as detailed below: Reliability(R) = 95% Standard Deviation(So) = 0.35 Design Period (N) = 20 years 18-kip Equivalent Single Axle Loads (ESAL's) for Local Streets= 50,000 18-kip Equivalent Single Axle Loads (ESAL's) for Principal Arterials=4,250,000 CBR(gravel) =25 (Mr= 13,500 psi) CBR(clay)= 3.0 (Mr=4,500 psi) Design Serviceability Loss= 1.9 Flexible Pavement Requirements The proposed streets should be constructed with a total required flexible pavement thickness and individual layer thickness as follows: Local Streets w/Native Gravel Subgrade: 3.0 inches of Hot Mix Asphaltic Concrete 6.0 inches of Base Course Gravel (1% inch Minus Crushed) Scarified and Re-compacted Native Subgrade Gravel 9.0 inches Total Pavement Section Local Streets w/Native Silty Clay Subgrade: 3.0 inches of Hot Mix Asphaltic Concrete 6.0 inches of Base Course Gravel (1'/z inch Minus Crushed) 9.0 inches of Sub-Base Gravel (Site Pit Run Gravel) or Native Subgrade Gravel Scarify& Re-compact 12 inches of Clay Subgrade *(Note: Separation/Stabilization Geotextile should be used for silty clay subgrade) 18.0 inches Total Pavement Section Flexible Pavement Requirements For Principal Arterials (Harper Pucket) The proposed street should be constructed with a total required flexible pavement thickness and individual layer thickness as follows: 5.0 inches of Hot Mix Asphaltic Concrete 6.0 inches of Base Course Gravel (1'/z inch Minus Crushed) 4 16.0 inches of Sub-Base(Pit Run Gravel from Site) or Native Subgrade Gravel Scarify& Re-compact 12 inches of Subgrade *(Note: Separation/Stabilization Geotextile should be used for silty clay subgrade) 27.0 inches Total Pavement Section Specification Requirements The following items should be incorporated into the project plans and specifications: 1. Hot Mix Asphaltic Concrete Surface — Montana Public Works Standard Specifications (MPWSS) Performance Graded (PG) binder having a 58-28 grade in accordance with AASHTO MP 1. 2. Crushed Base Course — Crushed Base Course 1%2 inch Minus Gravel conforming to Section 02235 of the Montana Public Works Standard Specifications (MPWSS) -The material should be compacted to a minimum of 97 percent of AASHTO T-99 Proctor near optimum moisture content. 3. Sub-Base Course - Sub-Base Course 3 inch Minus Pit Run Gravel from site. The materials should be compacted to a minimum of 97 percent of AASHTO T-99 Proctor near optimum moisture content. 4. Separation/Stabilization Geotextile — Mirafi 600X Woven fabric, or equal, should be used to facilitate compaction of sub-base gravels over saturated, pumping subgrade soils. The geotextile should be specified between the subgrade soils and the sub-base course gravel using the manufacturer's recommendations. Stormwater Treatment Solids, silt, oils, grease and other pollutants will be removed from the stormwater prior to discharge from the site as required by the City of Bozeman Design Standards. Grass lined swales or detention ponds have been designed as part of the stormwater system. Catch basins will collect heavier solids before they are run into the detention facilities. Grass lined swales or ponds will remove much of the grease, oils and silt from the stormwater. Based on technical research, grass lined swales/ponds trap urban runoff contaminants and provide a high level of treatment. The detention facilities will allow time for solids to settle out of the stormwater. Grease and oils coming in contact with the grass will stick to the grass and biodegrade naturally. Stormwater Conveyance In the pre-developed condition, stormwater from Baxter Meadows Phase 3A & 3B flows to the north and to the west. The Baxter-Border Ditch, running south to north through the center of the development, collects some of the stormwater. This conveyance is 5 considered a natural drainage by the local conservation district and the Farmer's Canal. Most of the facilties designed for the project discharge into this drainage. Some of the stormwater infiltrates into the ground and some of the stormwater runs off site to the adjacent property north of the development. This undetained runoff has been minimized through the design of several detention ponds within the site. After development, the net stormwater flows leaving the site will be limited to pre-development runoff rates during the ten year storm. The runoff from Block 5 and portions of Block 7 and 17 drain to the existing Riatta Road right of way and the existing detention pond in Phase 1 adjacent to the northeast corner of the site. This pond was sized to receive runoff from these areas. The existing gravel roadway at the northwest corner of Phase 1 will be paved as part of the Phase 3 improvements. Runoff from this paved connection will be picked up with new storm inlets and drained into the existing detention pond. Though this roadway right of way was not included in the original basin contributing to the detention pond, other areas larger than this that were included are now planned to discharge into Phase 3 detention ponds, so increasing the size of the pond is not planned. The lots west of Baxter-Border Ditch will drain to the adjacent streets or directly to detention ponds in the area. The Schematic Master Plan, in the appendix, shows the direction of drainage in the streets. Water flows in the gutters to inlets in "E" Drive, Equestrian Lane, and Kimberwicke Drive and is then piped to new detention ponds. The Rational Formula was used to calculate peak stormwater flow rates. A 25-year design storm was used to check gutter capacity and a 10 year storm to size the detention ponds. Where runoff flows around curb radiuses at intersections, a minimum elevation drop of 6 inches has been provided in the road design plans. Maximum design gutter flow depth is 0.15' below top of curb, maximum design spread width on roadways is 95, maxium pond sideslopes are 3:1 with many at 4:1, minimum pond length to width ratio of 3:1 was used, maximum pond water depth of 1.5' and maximum excavation depth of 2.5' were used. Stormwater inlets and pipes are designed to handle a 25-year storm event. The standard inlet grate used for design is a Neenah 3067 grate. Three grates are depressed 0.10' below gutter line to preclude the installation of a larger non-City standard grate. Inlet, storm drain and detention pond size calculations are summarized in the appendix this report. Calculations indicate that the storm water detention volume required is about 38,000 cubic feet. Five ponds have been designed within the project with an average water depth of 18"to meet this requirement . Drainage Crossings Two new crossings of proposed subdivision roads and the Baxter Border ditch drainage channel have been designed. One crossing is located on Equestrian Lane and the other on Kimberwicke Street. These crossings were designed in accordance with the City of Bozeman's Design Standards and Specifications Policy, March 2004 culvert section. We estimated the 25 year recurrence interval design flow at 114 cfs using a Rational 6 Method of analysis and the100 year flow at 180 cfs. Two 36 inch diameter RCP's are necessary to convey the design flow at a HW/D of less than 1.5. Four 36 inch diameter RCP's with a total waterway area of 28 square feet are necessary at both crossings to meet the City's overflow capacity criteria. We propose using two 4.42' span x 2.83' rise and one 3.75' span x 2.42' rise RCPE's at each crossing location. These multiple pipe crossings will provide a total opening area of 27.8 square feet. Both of these recommended crossing designs pass the design flow at a HW/D of less than 1.5 and convey the major flow without overtopping the roadway sags or inundating the adjacent lots Also, since both of the recommended designs are multiple pipe crossings, if one of the proposed culverts are plugged with debris, the other pipes are available to convey flow. Box culverts were also considered for both of these crossings, but inadequate headroom between the drainage flowline and sanitary and storm drainage sewers planned for the right of ways precluded our recommending them for the crossings. The existing 15" CSP culvert across Harper Pucket will be replaced with a minimum- sized 24" RCP as part of the reconstruction of that roadway. Its drainage area is small and runoff from the area will be detained in Pond B to predevelopment levels before being discharged to the culvert crossing. The culvert is a tributary of Baxter Creek which flows to the north west of Harper Pucket. All new culverts over 100' in length will have FETS and trashracks installed on their upstream ends. Groundwater Groundwater was monitored for the Baxter Meadows Subdivision, Phases 3A & 3B development on November 29, 2000. Depths to groundwater varied from 3.0 feet to greater than 10.0 feet in the soil borings on that date. Road profiles throughout the development are set above existing ground. 7 APPENDIX WATER CALCULATIONS Scenario: Calibration to Cattail hydrant flows CATTAIL CREEK SUBDIMS ION J00B J1p J2e, J36 Joe Ji J44 JB ID" i d i J17 J45 •p.. J37 p{l JI}1l+!1 JJJI,F)) J19 Pa I, Y � J24o • t Jl P•4^ 041 49 J236 J11 III J40/ J27 '�� P.15z J10191 J2fib 2`' J260P r6B �J265 n P 11,e ll P 63"1 P-02 J12 _ 'J 141 ♦J11e I J7e 111 J-212 IJ220 J210 J154 a!Al ?• 034 p.31 a J30e, Al ll1 •� JET J273 JBee 4164 F.JU J2B1 r]+a f 7 J24e •1p j _ NN YlJN Jae .F250 J17e \\\\ 4"� J23e ✓ DEADMANS GULCH ROAD QaLLATIN JSBB Je9a �� Jb7b J1Be Jzze J602 r 1,: jry r rl3 J20o CENIER I�Jz39 J111 P-778 !!loll 2 RJTUREDEVELOPMBIR o J592 h 229 J5 Be p , JSol P 737 7 9 p-0y 4670 p-676 JB73 ll J)t1 JStJ p-!!i J1011 J096 P-146 R !ul 2 v "Nl ROAD d �J.27THAVENUE Jloz7•-�. Jm - F7is s71 k J1iN b19THAVENUE *JSp F112 Ntl lllr >< a 1t4.- Jlln 2 P-607 wP'4*' p J017 Jl1t v J-1093- Jlo)o-1906 P-742 J007 NIt G P-i43 /. ~ 5!) J663 3619 -Flu Ill r r, g q N041 P.70D 4.1G1 JIall - ! !w r are s A03 d J6B1 P 701 P 5�i H11 p 7S. � JOJ4 Jq9 =l611 J1B0 P 730 Jbao J u/ P-714Jto41 P•)li FWr o9 4-4pto J19ii In 9 401% 'J� Illy J100 105,J"o P,745 pill 5 J600 JSBS JM ,Be Ir.JSN i P4i1 3 ---_-- lam P-726 J614 P 159 d N1J (I J1969-F/J1 P•724 Ill1 "I a e JB1B r 750 J6B0 JSBI - P 6]]o J/NJ P 7a.1 lJ!r 7a] > Im^ti`1 toll J106B J10BB J1070 J>zS P]20 3ro �J160 e]6 / I 1oti BAXTERNEADOVS SUBDIVISION-PHASE II - l DAMS a DAMS LANE ro )) ' Jfi30 RI UREDEVELQ':f T� BAXTER PARKWAY IJBEB J 310 L J02B _ J SSO JB91 r 6BB OAKSTREET J)lo p 800 I636 Title: Baxter Meadows Project Engineer:Keith W jA...\2a2bph3andcattall calibration modl.w0d Thomas,Dean&Hoskins Inc WaterCAD v6.5[6.E 01/25/06 10:37:07 PM Q Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-2Q3-755-1666 Page- Baxter Meadows- Phase 3 Water Demands Junctions # Lots People GPD ave GPD ave Max Day Max Da (gal/day) gpm gpm gpd 578 0 0 0.00 0.000 0.00 0.00 579 11 27.94 5588.00 3.881 9.70 13970.00 580 11 27.94 5588.00 3.881 9.70 13970.00 581 13 33.02 6604.00 4.586 11.47 16510.00 582 9 22.86 4572.00 3.175 7.94 11430.00 583 11 27.94 5588.00 3.881 9.70 13970.00 584 6 15.24 3048.00 2.117 5.29 7620.00 585 5 12.7 2540.00 1.764 4.41 6350.00 586 9 22.86 4572.00 3.175 7.94 11430.00 587 11 27.94 5588.00 3.881 9.70 13970.00 588 10 25.4 5080.00 3.528 8.82 12700.00 589 8 20.32 4064.00 2.822 7.06 10160.00 590 4 10.16 2032.00 1.411 3.53 5080.00 591 10 25.4 5080.00 3.528 8.82 12700.00 592 0 0 0.00 0.000 0.00 0.00 593 0 0 0.00 0.000 0.00 0.00 594 4 10.16 2032.00 1.411 3.53 5080.00 595 0 0 0.00 0.000 0.00 0.00 596 3 7.62 1524.00 1.058 2.65 3810.00 5971 4 10.16 2032.00 1.411 3.531 5080.00 6231 0 0 0.00 0.000 0.001 0.00 129 327.66 65532.00 45.508 136.53 163830.00 Baxter Meadows Phase 3A 2/27/2006 Water Demand Junction Block Lot Zone Units People GPD ave Max Hour Max Day (1/3000sf) (2.54/unit) (200gal/per day) (3"ave.hr)gpm (2.5"ave.day) 589 9 1 R-1 1 2.54 508 1.058 1270 589 9 2 R-1 1 2.54 508 1.058 1270 589 9 3 R-1 1 2.54 508 1.058 1270 589 9 4 R-1 1 2.54 508 1.058 1270 590 9 5 R-1 1 2.54 508 1.058 1270 590 9 6 R-1 1 2.54 508 1.058 1270 589 10 1 R-1 1 2.54 508 1.058 1270 589 10 2 R-1 1 2.54 508 1.058 1270 589 10 3 R-1 1 2.54 508 1.058 1270 590 10 4 R-1 1 2.54 508 1.058 1270 590 10 5 R-1 1 2.54 508 1.058 1270 588 10 6 R-1 1 2.54 508 1.058 1270 588 10 7 R-1 1 2.54 508 1.058 1270 588 10 8 R-1 1 2.54 508 1.058 1270 587 10 9 R-1 1 2.54 508 1.058 1270 587 10 10 R-1 1 2.54 508 1.058 1270 587 10 11 R-1 1 2.54 508 1.058 1270 588 11 1 R-1 1 2.54 508 1.058 1270 588 11 2 R-1 1 2.54 508 1.058 1270 588 11 3 R-1 1 2.54 508 1.058 1270 587 11 4 R-1 1 2.54 508 1.058 1270 587 11 5 R-1 1 2.54 508 1.058 1270 587 11 6 R-1 1 2.54 508 1.058 1270 582 11 7 R-1 1 2.54 508 1.058 1270 582 11 8 R-1 1 2.54 508 1.058 1270 582 11 9 R-1 1 2.54 508 1.058 1270 583 11 10 R-1 1 2.54 508 1.058 1270 583 11 11 R-1 1 2.54 508 1.058 1270 583 11 12 R-1 1 2.54 508 1.058 1270 583 11 13 R-1 1 2.54 508 1.058 1270 583 11 14 R-1 1 2.54 508 1.058 1270 582 12 1 R-1 1 2.54 508 1.058 1270 582 12 2 R-1 1 2.54 508 1.058 1270 582 12 3 R-1 1 2.54 508 1.058 1270 582 12 4 R-1 1 2.54 508 1.058 1270 583 12 5 R-1 1 2.54 508 1.058 1270 583 12 6 R-1 1 2.54 508 1.058 1270 583 12 7 R-1 1 2.54 508 1.058 1270 583 12 8 R-1 1 2.54 508 1.058 1270 581 12 9 R-1 1 2.54 508 1.058 1270 581 12 10 R-1 1 2.54 508 1.058 1270 581 12 11 R-1 1 2.54 508 1.058 1270 581 12 12 R-1 1 2.54 508 1.058 1270 580 12 13 R-1 1 2.54 508 1.058 1270 580 12 14 R-1 1 2.54 508 1.058 1270 580 12 15 R-1 1 2.54 508 1.058 1270 580 12 16 R-1 1 2.54 508 1.058 1270 Junction Block Lot Zone Units People GPD ave Max Hour Max Day (1/3000st) (2.54/unit) (200gal/per day) (3"ave.hr)gpm (2.5"ave.day) 581 13 1 R-1 1 2.54 508 1.058 1270 581 13 2 R-1 1 2.54 508 1.058 1270 581 13 3 R-1 1 2.54 508 1.058 1270 581 13 4 R-1 1 2.54 508 1.058 1270 580 13 5 R-1 1 2.54 508 1.058 1270 580 13 6 R-1 1 2.54 508 1.058 1270 580 13 7 R-1 1 2.54 508 1.058 1270 580 13 8 R-1 1 2.54 508 1.058 1270 586 13 9 R-1 1 2.54 508 1.058 1270 586 13 10 R-1 1 2.54 508 1.058 1270 586 13 11 R-1 1 2.54 508 1.058 1270 586 13 12 R-1 1 2.54 508 1.058 1270 585 13 13 R-1 1 2.54 508 1.058 1270 585 13 14 R-1 1 2.54 508 1.058 1270 584 13 15 R-1 1 2.54 508 1.058 1270 584 13 16 R-1 1 2.54 508 1.058 1270 589 14 1 R-1 1 2.54 508 1.058 1270 588 14 2 R-1 1 2.54 508 1.058 1270 588 14 3 R-1 1 2.54 508 1.058 1270 588 14 4 R-1 1 2.54 508 1.058 1270 588 14 5 R-1 1 2.54 508 1.058 1270 582 14 6 R-1 1 2.54 508 1.058 1270 582 14 7 R-1 1 2.54 508 1.058 1270 581 14 8 R-1 1 2.54 508 1.058 1270 581 14 9 R-1 1 2.54 508 1.058 1270 581 15 1 R-1 1 2.54 508 1.058 1270 581 15 2 R-1 1 2.54 508 1.058 1270 581 15 3 R-1 1 2.54 508 1.058 1270 586 15 4 R-1 1 2.54 508 1.058 1270 586 15 5 R-1 1 2.54 508 1.058 1270 586 15 6 R-1 1 2.54 508 1.058 1270 586 15 7 R-1 1 2.54 508 1.058 1270 586 15 8 R-1 1 2.54 508 1.058 1270 585 15 9 R-1 1 2.54 508 1.058 1270 585 15 10 R-1 1 2.54 508 1.058 1270 594 15 11 R-1 1 2.54 508 1.058 1270 594 15 12 R-1 1 2.54 508 1.058 1270 585 16 1 R-1 1 2.54 508 1.058 1270 584 16 2 R-1 1 2.54 508 1.058 1270 594 17 1 R-1 1 2.54 508 1.058 1270 594 17 2 R-1 1 2.54 508 1.058 1270 584 17 3 R-1 1 2.54 508 1.058 1270 584 17 4 R-1 1 2.54 508 1.058 1270 584 17 5 R-1 1 2.54 508 1.058 1270 580 17 6 R-1 1 2.54 508 1.058 1270 Junction Block Lot Zone Units People GPD ave Max Hour Max Day (1/3000sf) (2.54/unit) (200gal/per day) (3`ave.hr)gpm (2.5`ave.day) 587 18 1 R-1 1 2.54 508 1.058 1270 587 18 2 R-1 1 2.54 508 1.058 1270 587 18 3 R-1 1 2.54 508 1.058 1270 587 18 4 R-1 1 2.54 508 1.058 1270 587 18 5 R-1 1 2.54 508 1.058 1270 583 18 6 R-1 1 2.54 508 1.058 1270 583 18 7 R-1 1 2.54 508 1.058 1270 580 18 8 R-1 1 2.54 508 1.058 1270 580 18 9 R-1 1 2.54 508 1.058 1270 591 18 10 R-1 1 2.54 508 1.058 1270 591 18 11 R-1 1 2.54 508 1.058 1270 591 18 12 R-1 1 2.54 508 1.058 1270 591 18 13 R-1 1 2.54 508 1.058 1270 591 18 14 R-1 1 2.54 508 1.058 1270 579 18 15 R-1 1 2.54 508 1.058 1270 579 18 16 R-1 1 2.54 508 1.058 1270 579 18 17 R-1 1 2.54 508 1.058 1270 579 18 18 R-1 1 2.54 508 1.058 1270 596 5 14 R-1 1 2.54 508 1.058 1270 596 5 15 R-1 1 2.54 508 1.058 1270 596 5 16 R-1 1 2.54 508 1.058 1270 597 5 17 R-1 1 2.54 508 1.058 1270 597 5 18 R-1 1 2.54 508 1.058 1270 597 5 19 R-1 1 2.54 508 1.058 1270 597 5 20 R-1 1 2.54 508 1.058 1270 591 7 7 R-1 1 2.54 508 1.058 1270 591 7 8 R-1 1 2.54 508 1.058 1270 591 7 9 R-1 1 2.54 508 1.058 1270 591 7 10 R-1 1 2.54 508 1.058 1270 591 7 11 R-1 1 2.54 508 1.058 1270 579 7 12 R-1 1 2.54 508 1.058 1270 579 7 13 R-1 1 2.54 508 1.058 1270 579 7 14 R-1 1 2.54 508 1.058 1270 579 7 15 R-1 1 2.54 508 1.058 1270 579 7 16 R-1 1 2.54 508 1.058 1270 579 7 17 R-1 1 2.54 508 1.058 1270 579 7 18 R-1 1 2.54 508 1.058 1270 T Scenario: Baxter Phase 3 Ave day Fire Flow Analysis Junction Report Label Elevation Zone Type Base Flow Pattern Demand Calculated Pressure (ft) (gpm) Calculatedl iydraulic Grad (psi) (gp m) (ft) J-569 4,690.00 BM-2A Demand 6.59 Fixed 6.59 4,902.72 92.04 J-571 4,687.50 BM-2B Demand 6.58 Fixed 6.58 4,902.33 92.95 J-572 4,691.00 BM-2B Demand 100.00 Fixed 100.00 4,901.60 91.12 J-573 4,686.00 BM-2B Demand 100.00 Fixed 100.00 4,901.33 93.16 J-574 4,700.00 BM-2B Demand 0.00 Fixed 0.00 4,901.38 87.13 J-576 4,700.00 BM-2B Demand 0.00 Fixed 0.00 4,901.33 87.11 J-578 4,678.00 BM-3 Demand 0.00 Fixed 0.00 4,902.27 97.03 J-579 4,686.00 BM-3 Demand 3.89 Fixed 3.89 4,902.29 93.58 J-580 4,689.50 BM-3 Demand 3.89 Fixed 3.89 4,902.27 92.06 J-581 4,689.00 BM-3 Demand 4.59 Fixed 4.59 4,902.27 92.27 J-582 4,689.60 BM-3 Demand 3.17 Fixed 3.17 4,902.27 92.01 J-583 4,685.50 BM-3 Demand 3.88 Fixed 3.88 4,902.27 93.79 J-584 4,694.50 BM-3 Demand 2.12 Fixed 2.12 4,902.26 89.89 J-585 4,694.30 BM-3 Demand 1.76 Fixed 1.76 4,902.26 89.97 J-586 4,691.90 BM-3 Demand 3.17 Fixed 3.17 4,902.26 91.01 J-587 4,683.00 BM-3 Demand 3.88 Fixed 3.88 4,902.27 94.87 J-588 4,694.30 BM-3 Demand 3.53 Fixed 3.53 4,902.27 89.98 J-589 4,696.00 BM-3 Demand 2.82 Fixed 2.82 4,902.27 89.24 J-590 4,680.70 BM-3 Demand 1.41 Fixed 1.41 4,902.27 95.86 J-591 4,678.00 BM-3 Demand 3.53 Fixed 3.53 4,902.27 97.03 J-592 4,680.00 BM-3 Demand 0.00 Fixed 0.00 4,902.27 96.17 J-593 4,695.00 BM-3 Demand 0.00 Fixed 0.00 4,902.27 89.67 J-594 4,696.00 BM-3 Demand 1.41 Fixed 1.41 4,902.25 89.24 J-595 4,695.00 BM-3 Demand 0.00 Fixed 0.00 4,902.24 89.66 J-596 4,687.30 BM-3 Demand 1.06 Fixed 1.06 4,902.49 93.10 J-597 4,695.00 BM-3 Demand 1.41 Fixed 1.41 4,902.60 89.82 J-600 4,686.00 BM-phase 1 Demand 3.84 Fixed 3.84 4,902.61 93.72 J-604 4,691.00 BM-phase 1 Demand 3.84 Fixed 3.84 4,902.75 91.61 J-605 4,687.00 BM-2c&d Demand 0.00 Fixed 0.00 4,902.60 93.28 J-606 4,690.00 BM-phase 1 Demand 3.84 Fixed 3.84 4,902.73 92.04 J-607 4,685.00 BM-2c&d Demand 3.84 Fixed 3.84 4,902.61 94.15 J-608 4,687.00 BM-phase 1 Demand 3.84 Fixed 3.84 4,902.63 93.29 J-611 4,668.00 BM-phase 1 Demand 3.84 Fixed 3.84 4,902.26 101.35 J-612 4,690.00 BM-2c&d Demand 0.00 Fixed 0.00 4,902.66 92.01 J-613 4,695.41 BM-2A Demand 10.59 Fixed 10.59 4,903.47 90.02 J-614 4,694.00 BM-2A Demand 10.59 Fixed 10.59 4,903.37 90.59 J-615 4,694.88 BM-2A Demand 16.67 Fixed 16.67 4,902.74 89.93 J-616 4,690.00 BM-2B Demand 6.58 Fixed 6.58 4,902.20 91.81 J-617 4,690.00 BM-2B Demand 80.00 Fixed 80.00 4,902.19 91.80 J-620 4,677.00 BM-phase 1 Demand 3.84 Fixed 3.84 4,902.29 97.47 J-623 4,686.00 BM-3 Demand 3.84 Fixed 3.84 4,902.33 93.59 J-624 4,685.00 BM-phase 1 Demand 0.00 Fixed 0.00 4,902.31 94.02 J-625 4,678.00 BM-phase 1 Demand 1.19 Fixed 1.19 4,902.29 97.04 J-626 4,675.00 BM-phase 1 Demand 3.84 Fixed 3.84 4,902.28 98.33 J-627 4,692.00 BM-phase 1 Demand 3.84 Fixed 3.84 4,903.14 91.35 J-630 4,708.00 BM-1 Demand 1.19 Fixed 1.19 4,914.12 89.18 J-631 4,727.00 BM-1 Demand 1.19 Fixed 1.19 4,921.79 84.27 J-636 4,691.00 BM-2c&d Demand 3.84 Fixed 3.84 4,902.59 91.54 J-637 4,681.00 BM-6 Demand 15.88 Fixed 15.88 4,902.60 95.88 J-638 4,680.00 BM-6 Demand 1.41 Fixed 1.41 4,902.60 96.31 J-639 4,683.00 BM-6 Demand 1.76 Fixed 1.76 4,902.60 95.01 J-640 4,681.00 BM-6 Demand 1.41 Fixed 1.41 4,902.60 95.88 Title: Baxter Meadows Project Engineer: Keith Waring j:\2005\bO5-016\watercad\phase iii modl.wcd Thomas,Dean&Hoskins Inc WaterCAD v6.5[6.5120] 02/27/06 02:01:37 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 2 Scenario: Baxter Phase 3 Ave day Fire Flow Analysis Junction Report Label Elevation Zone Type Base Flow Pattern Demand Calculated Pressure (ft) (gpm) Calculated lydraulic Grad (psi) (gpm) (ft) J-641 4,682.80 BM-6 Demand 1.76 Fixed 1.76 4,902.60 95.10 J-642 4,685.00 BM-6 Demand 3.18 Fixed 3.18 4,902.60 94.14 J-700 4,714.00 BM-1 Demand 25.00 Fixed 25.00 4,927.42 92.34 J-1004 4,669.00 BM-phase 1 Demand 3.84 Fixed 3.84 4,902.24 100.91 J-1011 4,681.00 BM-2c&d Demand 1.19 Fixed 1.19 4,902.40 95.79 J-1027 4,675.00 BM-phase 1 Demand 3.84 Fixed 3.84 4,902.28 98.33 J-1028 4,677.00 BM-phase 1 Demand 3.84 Fixed 3.84 4,902.29 97.47 J-1030 4,685.00 BM-2c&d Demand 3.84 Fixed 3.84 4,902.51 94.11 J-1041 4,678.00 BM-phase 1 Demand 3.84 Fixed 3.84 4,902.31 97.05 J-1042 4,685.00 BM-phase 1 Demand 3.84 Fixed 3.84 4,902.31 94.02 J-1050 4,687.00 BM-2c&d Demand 1.19 Fixed 1.19 4,902.60 93.28 J-1051 4,692.00 BM-2c&d Demand 3.84 Fixed 3.84 4,902.62 91.12 J-1052 4,687.00 BM-2c&d Demand 3.84 Fixed 3.84 4,902.67 93.31 J-1059 4,685.00 BM-phase 1 Demand 3.84 Fixed 3.84 4,902.69 94.18 J-1061 4,692.00 BM-phase 1 Demand 3.84 Fixed 3.84 4,902.80 91.20 J-1062 4,687.00 BM-1 Demand 3.84 Fixed 3.84 4,902.64 93.30 J-1063 4,685.00 BM-phase 1 Demand 3.84 Fixed 3.84 4,902.72 94.20 J-1066 4,692.00 BM-2A Demand 6.67 Fixed 6.67 4,903.71 91.60 J-1067 4,702.00 BM-2A Demand 6.67 Fixed 6.67 4,904.67 87.68 J-1070 4,697.00 BM-1 Demand 1.19 Fixed 1.19 4,909.94 92.13 J-1075 4,702.00 BM-1 Demand 1.19 Fixed 1.19 4,912.01 90.86 J-1093 1 4,677.00 BM-phase 1 1 Demand 1 3.841 Fixed 1 3.841 4,902.291 97.47 Title:Baxter Meadows Project Engineer: Keith Waring j:\2005\b05-016\watercad\phase iii modl.wcd Thomas,Dean&Hoskins Inc WaterCAD v6.5[6.51201 02/27/06 02:01:37 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 2 of 2 Scenario: Baxter Phase 3 Max Day Fire Flow Analysis Junction Report Label Elevation Zone Type Base Flow Pattern Demand Calculated Pressure (ft) (gpm) Calculatedl iydraulic Grad (psi) (gpm) (ft) J-578 4,678.00 BM-3 Demand 0.00 Fixed 0.00 4,845.07 72.28 J-579 4,686.00 BM-3 Demand 9.70 Fixed 9.70 4,845.06 68.82 J-580 4,689.50 BM-3 Demand 9.70 Fixed 9.70 4,845.03 67.29 J-581 4,689.00 BM-3 Demand 11.47 Fixed 11.47 4,845.02 67.50 J-582 4,689.60 BM-3 Demand 7.94 Fixed 7.94 4,845.02 67.24 J-583 4,685.50 BM-3 Demand 9.70 Fixed 9.70 4,845.02 69.02 J-584 4,694.50 BM-3 Demand 5.29 Fixed 5.29 4,845.01 65.12 J-585 4,694.30 BM-3 Demand 4.41 Fixed 4.41 4,845.01 65.21 J-586 4,691.90 BM-3 Demand 7.94 Fixed 7.94 4,845.01 66.25 J-587 4,683.00 BM-3 Demand 9.70 Fixed 9.70 4,845.02 70.10 J-588 4,694.30 BM-3 Demand 8.82 Fixed 8.82 4,845.02 65.21 J-589 4,696.00 BM-3 Demand 7.06 Fixed 7.06 4,845.02 64.47 J-590 4,680.70 BM-3 Demand 3.53 Fixed 3.53 4,845.03 71.10 J-591 4,678.00 BM-3 Demand 8.82 Fixed 8.82 4,845.05 72.27 J-592 4,680.00 BM-3 Demand 0.00 Fixed 0.00 4,845.02 71.40 J-593 4,695.00 BM-3 Demand 0.00 Fixed 0.00 4,845.02 64.91 J-594 4,696.00 BM-3 Demand 3.53 Fixed 3.53 4,845.01 64.47 J-595 4,695.00 BM-3 Demand 0.00 Fixed 0.00 4,845.00 64.90 J-596 4,687.30 BM-3 Demand 2.65 Fixed 2.65 4,845.32 68.37 J-597 4,695.00 BM-3 Demand 3.53 Fixed 3.53 4,845.47 65.10 J-600 4,686.00 BM-phase 1 Demand 9.60 Fixed 9.60 4,845.45 68.99 J-604 4,691.00 BM-phase 1 Demand 9.60 Fixed 9.60 4,845.65 66.91 J-606 4,690.00 BM-phase 1 Demand 9.61 Fixed 9.61 4,845.63 67.33 J-608 4,687.00 BM-phase 1 Demand 9.60 Fixed 9.60 4,845.45 68.56 J-611 4,668.00 BM-phase 1 Demand 9.60 Fixed 9.60 4,845.10 76.62 J-620 4,677.00 BM-phase 1 Demand 9.60 Fixed 9.60 4,845.07 72.72 J-623 4,686.00 BM-3 Demand 9.60 Fixed 9.60 4,845.10 68.84 J-624 4,685.00 BM-phase 1 Demand 0.00 Fixed 0.00 4,845.09 69.26 J-625 4,678.00 BM-phase 1 Demand 2.97 Fixed 2.97 4,845.07 72.28 J-626 4,675.00 BM-phase 1 Demand 9.60 Fixed 9.60 4,845.07 73.58 J-627 4,692.00 BM-phase 1 Demand 9.60 Fixed 9.60 4,846.31 66.76 J-1004 4,669.00 BM-phase 1 Demand 9.60 Fixed 9.60 4,845.14 76.21 J-1027 4,675.00 BM-phase 1 Demand 9.60 Fixed 9.60 4,845.07 73.58 J-1028 4,677.00 BM-phase 1 Demand 9.60 Fixed 9.60 4,845.07 72.72 J-1041 4,678.00 BM-phase 1 Demand 9.60 Fixed 9.60 4,845.09 72.29 J-1042 4,685.00 BM-phase 1 Demand 9.60 Fixed 9.60 4,845.09 69.26 J-1059 4,685.00 BM-phase 1 Demand 9.60 Fixed 9.60 4,845.58 69.48 J-1061 4,692.00 BM-phase 1 Demand 9.60 Fixed 9.60 4,845.73 66.51 J-1063 4,685.00 BM-phase 1 Demand 9.60 Fixed 9.60 4,845.64 69.50 J-1093 1 4,677.00 BM-phase 1 Demand 9.60 Fixed 19.601 4,845.07172.72 Title:Baxter Meadows Project Engineer: Keith Waring j:\2005\b05-016\watercad\phase iii modl.wcd Thomas,Dean&Hoskins Inc WaterCAD v6.5[6.5120] 02/27/06 02:09:41 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Baxter Phase 3 Max Day Fire Flow Analysis Fire Flow Report Label Fire Flow Fire Flow Satisfies Needed Available Total Residual Calculated Calculated Minimurk inimum Zor a Zone Iterations Balanced? Fire Flow Fire Flow Fire Flow Pressure Minimum Residual Zone Pressure Constraints' Flow Available (psi) Zone Pressure Junction (psi) (gpm) (gpm) Pressure (psi) (psi) J-578 14 true true 1,500.00 2,221.98 2,221.98 20.00 20.00 25.28 J-589 20.00 BM-3 J-579 11 true true 1,500.00 2,140.14 2,149.84 20.00 20.00 24.33 J-594 20.00 BM-3 J-580 13 true true 1,500.00 2,096.56 2,106.26 20.00 20.00 22.82 J-594 20.00 BM-3 J-581 12 true true 1,500.00 2,016.36 2,027.83 20.00 20.00 22.60 J-593 20.00 BM-3 J-582 14 true true 1,500.00 2,056.82 2,064.76 20.00 20.00 21.21 J-589 20.00 BM-3 J-583 14 true true 1,500.00 2,073.67 2,083.37 20.00 20.00 23.11 J-589 20.00 BM-3 J-584 14 true true 1,500.00 2,057.56 2,062.85 20.00 20.00 20.65 J-594 20.00 BM-3 J-585 13 true true 1,500.00 2,038.70 2,043.11 20.00 20.60 20.00 J-594 20.00 BM-3 J-586 14 true true 1,500.00 1,996.40 2,004.34 20.00 21.98 20.00 J-593 20.00 BM-3 J-587 14 true true 1,500.00 2,048.77 2,058.47 20.00 20.00 24.25 J-589 20.00 BM-3 J-588 15 true true 1,500.00 2,003.63 2,012.45 20.00 20.06 20.00 J-589 20.00 BM-3 J-589 11 true true 1,500.00 1,905.76 1,912.82 20.00 23.83 20.00 J-588 20.00 BM-3 J-590 14 true true 1,500.00 2,039.25 2,042.78 20.00 20.00 25.73 J-589 20.00 BM-3 J-591 14 true true 1,500.00 2,119.81 2,128.63 20.00 20.00 26.02 J-589 20.00 BM-3 J-592 11 true true 1,500.00 1,905.76 1,905.76 20.00 20.00 22.25 J-589 20.00 BM-3 J-593 15 true true 1,500.00 1,851.29 1,851.29 20.00 26.38 20.00 J-589 20.00 BM-3 J-594 14 true true 1,500.00 2,033.02 2,036.55 20.00 20.43 20.00 J-595 20.00 BM-3 J-595 14 true true 1,500.00 2,006.65 2,006.65 20.00 20.75 20.00 J-594 20.00 BM-3 J-596 11 true true 1,500.00 2,295.41 2,298.06 20.00 20.00 23.56 J-594 20.00 BM-3 J-597 14 true true 1,500.00 2,393.74 2,397.27 20.00 20.00 20.32 J-594 20.00 BM-3 J-623 81 true I true 1 1,500.001 2,191.411 2,201.011 20.001 20.001 24.31 J-594 1 20.00 BM-3 Title:Baxter Meadows Project Engineer:Keith Waring j:\2005\b05-016\watercad\phase III modl.wcd Thomas,Dean&Hoskins Inc WaterCAD v6.5[6.51201 02/27/06 02:10:24 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Baxter Phase 3 Max Day Fire Flow Analysis Fire Flow Report Label Fire Flow Fire Flow Satisfies Needed Available Total Residual Calculated Calculated Minimurh inimum Zor a Zone Iterations Balanced? Fire Flow Fire Flow Fire Flow Pressure Minimum Residual Zone Pressure Constraints` (gpm) Flow Available (psi) Zone Pressure Junction (psi) (gpm) (gpm) Pressure (psi) (psi) J-578 14 true true 1,500.00 2,221.98 2,221.98 20.00 20.00 25.28 J-589 20.00 BM-3 J-579 11 true true 1,500.00 2,140.14 2,149.84 20.00 20.00 24.33 J-594 20.00 BM-3 J-580 13 true true 1,500.00 2,096.56 2,106.26 20.00 20.00 22.82 J-594 20.00 BM-3 J-581 12 true true 1,500.00 2,016.36 2,027.83 20.00 20.00 22.60 J-593 20.00 BM-3 J-582 14 true true 1,500.00 2,056.82 2,064.76 20.00 20.00 21.21 J-589 20.00 BM-3 J-583 14 true true 1,500.00 2,073.67 2,083.37 20.00 20.00 23.11 J-589 20.00 BM-3 J-584 14 true true 1,500.00 2,057.56 2,062.85 20.00 20.00 20.65 J-594 20.00 BM-3 J-585 13 true true 1,500.00 2,038.70 2,043.11 20.00 20.60 20.00 J-594 20.00 BM-3 J-586 14 true true 1,500.00 1,996.40 2,004.34 20.00 21.98 20.00 J-593 20.00 BM-3 J-587 14 true true 1,500.00 2,048.77 2,058.47 20.00 20.00 24.25 J-589 20.00 BM-3 J-588 15 true true 1,500.00 2,003.63 2,012.45 20.00 20.06 20.00 J-589 20.00 BM-3 J-589 11 true true 1,500.00 1,905.76 1,912.82 20.00 23.83 20.00 J-588 20.00 BM-3 J-590 14 true true 1,500.00 2,039.25 2,042.78 20.00 20.00 25.73 J-589 20.00 BM-3 J-591 14 true true 1,500.00 2,119.81 2,128.63 20.00 20.00 26.02 J-589 20.00 BM-3 J-592 11 true true 1,500.00 1,905.76 1,905.76 20.00 20.00 22.25 J-589 20.00 BM-3 J-593 15 true true 1,500.00 1,851.29 1,851.29 20.00 26.38 20.00 J-589 20.00 BM-3 J-594 14 true true 1,500.00 2,033.02 2,036.55 20.00 20.43 20.00 J-595 20.00 BM-3 J-595 14 true true 1,500.00 2,006.65 2,006.65 20.00 20.75 20.00 J-594 20.00 BM-3 J-596 11 true true 1,500.00 2,295.41 2,298.06 20.00 20.00 23.56 J-594 20.00 BM-3 J-597 14 true true 1,500.00 2,393.74 2,397.27 20.00 20.00 20.32 J-594 20.00 BM-3 J-623 1 81 true I true 1 1,500.001 2,191.411 2,201.011 20.001 20.001 24.311J-594 120.00 BM-3 Title:Baxter Meadows Project Engineer:Keith Waring j:\2005\bO5-016\watercad\phase iii modl.wcd Thomas,Dean&Hoskins Inc WaterCAD v6.5[6.51201 02/27/06 02:17:19 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Water Model Calibration The Baxter Meadows water model was calibrated using 3 hydrant flow tests that were conducted by the City of Bozeman between April 2004 and December 2005. Since that time two other tests have been conducted. These tests have also been used to calibrate the model and the results appear reasonable. Hydrant test results are included in the appendix. The model was calibrated to both the static and residual pressures that were recorded during the flow tests. Calibration was accomplished by placing a reservoir with a hydraulic grade that provided static pressures that matched the static pressures that were measured in the field at each of the nodes where the hydrant tests were conducted. Then the pipe length and diameter between the reservoir and the remainder of the model were adjusted. Flow at nodes not located in Cattail Creek or Baxter Meadows Subdivision were also adjusted fine tune the residual pressures at each hydrant test location. The model was run with the flow that was measured in the field at each node that a fire hydrant flow measurement was conducted. The residual pressures the model outputted were checked against the pressures measured in the field. The model closely resembles conditions that were encountered in the field. They are not exact because each of the fire hydrant flow tests was conducted on different days when different water demands and tank water elevations were occurring. WaterCAD output for static conditions and each fire hydrant residual conditions are included. Junction locations can be seen on the attached node map. A summary sheet has been prepared and is included on the next page. 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U) () LL c a� v 0 CC 0 0 Un in n(I c U U LL i oo "� oo c� 'c� � 0 w N N N ccz co Z C ccu N U U.U U m m U U U U 0 0 Scenario: Calibration to Cattail hydrant flows w M d a' t6 ro (D J-15a J52a Cl) ri- J-30aa d ITJ Un J-16a R39a J-29a 9 P-31 a �P� w' J-24a J31a P-781 J-28a Q?3a �10 J-25a J-17a � P-26a DEADMAN'S GULCH ROAD J-603 J-575 P%72 J-18a Y J-22a J 60 I cv Q co J-662 J-611 P-776 J-1004 FUTURE DEVELOPMENT a ti Q0 J 592 J591 P-737 R-729 J-589 R719 p.727 J-576 F 747 d a � n h P-6 76— J573 J-578 J-577 P-739 J-635 J-590 J-1011 P-746 O FERGUSON ROAD nJ-619 v 691 aCL 8 J-1027 J-626 P-766 -574 J-588 P-712 J518 J587 co T J-1028 v P 699 ta Jfi17NP-687 w J-1093 J-1030 J-605 P-742 J-607 J571 P-763 'J-572J-582 P-703 J-583 •625 a P-762 J516Ju�70 -780 5700P 706 J 1042 Q J 1041 J52�J593 J24 J636 dJ581 P-701 P-698 J 579 J• 12 J 23J580 P-714J-109P-715 4 J-569 J-615P-730 � P- 5 69 �4P-69 J 105261 P J-1050Jlw05Jf08 P-745 P-761 J565 J 596 J 586P-709 I- R887 w � 0 J-584 CL l p J-1058 P-725 Jf 14 P-759 Jf 13 P-721 F--e-- R724 j.1 061 ` c J-1059 —r—�---s—1—� J594 w J506 R777 J-604� OD N h f0 1 d � d n' h 1, a d J510 P-750 a J 597 P-782 P-633 J-1063 P 784 J627 P,783 J-1066 P-635 J-1067 J-1068 J-1069 J-1070 P-650 P-606 coJ 595 J-1062 — ~�— —- P-636 p (D BAXTER MEADOWS SUBDIVISION - PHASE 1 / / IJ 1075 DAVIS LANE � I � I Title: Baxter Meadows j:\...\2a2bph3andcattail calibration modl,wcd Thomas,Dean&Hoskins Inc Project Engineer: Keith W WaterCAD v6.5[6.. 01/25/06 10:38:03 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page- Fire Hydrant Flow Results U' a �Y '(lti2.a Ows f3 o c Dt to `��re �udravr} Iow Tests �- � I - B�-xr��e �✓� ��sr or Avis S : los >z = ass Yf = !b� �9►�es' = r 3sa- 9�62zg �"` ha = S -aa = )vS - av G 8s hr; _ s- a- x hF o.sy ao° 6y S = lad R S loa 13Z3. &311% aPN' 3 pig o = '72- Psl LA'SSD - 6�i1 Cr�/ X KiMd, Iv1C.CEi .S= 1IS Q � = J6�•7ly = 1HZ3. 76 ke Ap z ezo - 9� = 2z osy 7s, r 5 I ao s 6O 1z99 , a9 ti�= ida _ 2O = g-O TV= 3 Z.. o.i 4 Jan, 12. 2006 1 : 10FM No, 4biV r, jammu1 2 0 + 2 Q Shaping Our ruture Tbglither CITY OF BOZEMA.N HYDRANT PRESSURE/FLOW REQUEST FORM Date; O� Location Hydrant# Static Pressure ?Ito Pressure Residual Pressure Requested By:Fax Done By: SeT4 A-ktrmW Lq i an. IL. iguo i 7 r J No. q JZ IALr- -KJRCH SIT COK PROPERTY I=W eq • Jt- If 00 EXISTING CLINIC l l!� �� PL"S. co t EQUI FRIAN:WAY .............. ........... Ld Jan, 12. 2006, 1 1 -'No. 4832—F. 2 UPSIZE 1000' OF EXISTING 13AXTER SEW 09 PER MEETING WITH BOB MURRAY 11-3. Ion' 9r*Tl& poAL� -�j LANE•- - ; .._..... *_.,.,.,. ,.,.._ .� 'j N .........�--. WEST WINDS SUBDIVISION l.k A %N ............... Pr 110 13AXtER PKWY Jan, 12. 2 0 U 6 1 16V, 110. qbjz DEADM7N S GULCH I CATTAIL ST .......... 12" 12" Iv JAL CHURCH SITS" ....... I .�W_.�.-i` •� L__.._.. ..__.__.....I 1. � • � \ , KIMBERWIPKEJsT,-\-.. .j ��l �__l_ i ' fi ' RAWHIDE 5fE4$i 10' lF.J. Lli ul LEY 2t RANvv Y ................ -...a 06/03/04 VON 10;13 FAI 14065664561 T D & H y+y SPOKANE %002 $�a}�U.g t�+aa rttldwMt 1hg1►�1+4e Cl f y OF BaZEMAN t jq y'RA.NT PRE55 /FLOW REQUEST FORM Date: 4/2512004 I,ocatian F3 dreamt# I Statio Presswe I Pito F,ee$j► q Renidu 4 Po me, Warbler&Catmn 1415 110 0 I� Cation d� Writ ofN,zlttx 1�414 75 l 1Zdxstad By. TD&t H 1 Fax�: S$6a4951 . � Doke ft:.Taff 5chraeder iin S}aane rl r • 14 5 1414 1445 141 1444 144 j 43'7 . 9 4 sAj BO 1440 141 1 t 'd 108VON NY�I�toB•�o�dll9 INdlti,� boot •os �av J.A OD -4 om �.A J.A mug t;g�A 4�A co ad aj;9 8 og gEal 9 1 2.9 Hit a gttg gggt gegg jggo iggg jg,",A;298 g,,A 1-3 94-099 HUM gill 910899 118499 taffig Ma A13 tm 119401. ISO t.199 1§0 IEEE gill 99190 9991 99'sag 99S I 99HO HAI H9 19 99044 Ht 9 C84 9!13 08,9 Vo -0 91 ao 724E.9,91 -g I"gg g I 'A r Suva" psum 4 99 Eli I M9 HIS cl cr CAVII J&§ , M (D 9-1 H AI 91§9 I'M HIM 11111 Egli -IM 01 0 5 9,819 999-81 9919 .9929 HCH 9919 §992 oil 0 9911 Igo §110 Ing ing goon an 11 1911 gig z 9 06,2 gill HS13 1919 99,89 9999 �9 oo 0 cc ss '08 0 &calo cc=P_g &egg §12 m H19 9199 '8999 ;.,9 0999 Egg 99 9 Areas C r. Outlets Areas Cir. Outlets GENERAL Square Square Diameter I Area Diameter Area Velocity through circular orifice. Root No. Root Ins. ft. I sq.in.I sq.ft. ins. ft. sq. in. sq.ft. 401 Q 5.9161 60 7.0711 j .042 .106 .0014 16 1.260 176.7 1.227 V - ds 1 .083 .785 AM 16 1.833 201.1 1.806 Where V = velocity in feet per soc. . 6.0000 61 7.1414 1; .125 1.767 .0123 Q = discharge in gal. per min 17 1.417 227.0 1.576 d = diameter in•inches. 167 3.142 .0218 18 1,ti00 264.E 1.76T 6.0828 62 7.2111 Velocity Head at any crone section. 2i .208 4.009 .0341 000183 Q 2 2 .= GJ40 .0412 19 1.583 283.E 1.'969 6.1644 68 7.2801 20 1,607 814.2 2.1821 Vh = A 6.2460 64 7.8486 8; .29 DA�21 dig 22 1.833 880.1 2.040 Where Q =discharge o eectlon, g. p 4 .333 12.57 .0873 24 2.000 452.4 3.142 h=cross section area, sq! ft. 4; .875 1ti.t10 .1104 Vh=Vel. head In It,a. per eq. 1n 6.8246 56 7.4162 26 2,167 630.9 3,687 Water horsepower. 6.4081 56 7.4888 fi .417 19,63 .1364 28 .338 61t1.8 4X6 H. P. =.000581 P.D. 458 23.76 .141W =.000253 Ps D.�. 6:4807 67 7.6498 6% M 28•27 00•19M 30 2.6 706.9 4.900 Where Q = discharge In gal. per min. 8j .542 33.18 .2804 32 2.667 804.2 5JM P = Pressure bead in pounds. 6.6674 68 7.6158 Pj= Pressure head in feet. 7 .683 38.48 .2073 84 2.833 907.9 6,305 D n= Density(fresh water D= 6.6882 69 7.6811 8+ .6Z 667 44.18 :3491 86 3.000 1018. 7.069 Temperature 84 .708 56.76 :3941 88 167 1134. 7.878 Deg.C._(de F.-82) X 561566. 6.7082 60 7.7460 40 3=1257. 8.727 Deg.F._(1 X deg. C) + 82, (� .750 68.02 .4418 Capacity of centrifugal pumps ((approx. i 792 70.08 .4922 42 3.50013M. 9.621 q=30 de where d = dischar 0.7828 61 7.8102 10 833 78 .5454 44 3.W71". 10.56 diameter in inches. ; and Q=gal. per min. 6.8667 82 7.8740 11 .917 915.03 AW 46 3.833 M. 11.64 Carrying capacity of comparative pipe i 6.9282 68 7.9873 12 1.000 118.1 .7864 48 4.0001810. 12.57 of dissimilar diameters (approximate) 7.0000 64 8.0000 13 1.083 132.7 .92181 50 4.167 1963. 13.64 Q = ds where d a diameter. 14 1.167 153.9 discharge. W►tIN V Omm_7 m m�.W N!. O mm-0m OI Ip WN1+ C, (D G uul a aa+ m 1'1►1►� IP i►�W W W W W NN N Nr i+,+ P' H W N&f01- 1m-1 W& W,+O w m &gom W wZ'&b O m*1 +0 00-1 N m O aO m OIO g td G orom.�iw a• ww� ommya oWn Wi.m N.W. omm.Nim Q M m m m.. Q nn M [J.+O Om 00�1mN 1►. W NI+O m 6r.Om01 ,A y^� O [0 m W" T 1 1 1 L� vNNNJ N Wmmm M Mm mm mmm W N -U Wmm W b h� hf Isf I •• m�P W t4 0. at m�pw N.+ O mm�lm mIp W W� n 1'0 Cr 6 ^ 00. . . .mmm m m m. mm mmmmm mm NOON CI C C O. W y mN N N O m m m_pm Ol 01 iP W W N O m m�l m N;P6 y < ro F. N iP W m r W N�l m r Pf iP m m m N W ip m C, R b m ? a w v `j o o m m m m m m mmm mmmmm mmmmm m y I N c v V M, fi x AC Omm Nm mIPW N,+ o m m.1m W& W r Omm�1m O �1 z EF c o A 6;p W p9 N N Y00000 mP W N O mmJm m,p W N O m m-p m m.P ow W Ayy N mm&W W N W F+OO m mm.ly m mw4 W NN,+O Y. p, mOAmW �1.+mm W m O iPmN mOw�1.+ PmNmm + ry J ry a n O o H ro NiP�P AiP ip�p IP iP�P �P W W wm w W tJ W W W N N N N 7 N M Omm�1m m�pW Nr� O mm V m.p W Nr O mm�lm {: � w i < ���►�� Ih IP�►�iP �>iP iP�� .P iP iP w w w m w w w 00. '�0 W Nm W Oa mA Wm W J N OWI.W.Nm ip pop Nym mOiPmN + M P m M mo •.• • a 1 �h a -1-1-p-la ammmm mmmmm mmmmm mmmmm N r Nip W N.+ Ommy m m�P W N.+ Omm�1m m.P WNr. H mmm m m m m m m m N N N N N to m NI m m mmmmm p O y N N✓,+O 66666 m 6 6 6 ip W W N N r 6 6 m.-ml-m .+mr m N m Om Om 0AP map m\ W tuff-)N Water CAD Model Output Scenario: Calibration to Cattail hydrant flows Fire Flow Analysis Junction Report Label Elevation Zone Type Base Flow Pattern Demand Calculated Pressure (ft) (gpm) Calculated lydraulic Grad (psi) (gPm) (ft) J-11 a 4,654.00 Calibrate Demand 84.00 Fixed 84.00 4,906.26 109.14 J-47 4,655.00 Calibrate Demand 0.00 Fixed 0.00 4,907.73 109.34 J-575 4,671.00 Calibrate Demand 0.00 Fixed 0.00 4,907.59 102.36 J-577 4,680.00 Calibrate Demand 0.00 Fixed 0.00 4,906.95 98.19 J-603 4,665.00 Calibrate Demand 0.00 Fixed 0.00 4,907.20 104.79 J-628 4,716.00 Calibrate Demand 1.19 Fixed 1.19 4,915.85 86.46 J-629 4,712.00 Calibrate Demand 1.19 Fixed 1.19 4,914.51 87.61 J-1049 4,687.00 Calibrate Demand 3.84 Fixed 3.84 4,906.85 95.12 J-1068 4,693.00 Calibrate Demand 1.19 Fixed 1.19 4,906.83 92.51 J-1069 4,696.00 Calibrate Demand 1,362.00 Fixed 1 1,362.001 4,906.83 91.22 Title:Baxter Meadows Project Engineer: Keith Waring j:\...\2a2bph3andcattail calibration modl.wcd Thomas,Dean&Hoskins Inc WaterCAD v6.5(6.5120] 01/25/06 10:30:27 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Calibration to Cattail hydrant flows Fire Flow Analysis Junction Report Dsr✓,s �Ya���'`T Label Elevation Zone Type Base Flow Pattern Demand Calculated Pressure (tt) (gpm) Calculated iydraulic Grad (psi) (gPm) (h) J-11 a 4,654.00 Calibrate Demand 84.00 Fixed 84.00 4,909.58 110.58 J-47 4,655.00 Calibrate Demand 0.00 Fixed 0.00 4,910.98 110.75 J-575 4,671.00 Calibrate Demand 0.00 Fixed 0.00 4,911.27 103.95 J-577 4,660.00 Calibrate Demand 0.00 Fixed 0.00 4,911.03 99.96 J-603 4,665.00 Calibrate Demand 0.00 Fixed 0.00 4.911.12 106.48 J-628 4,716.00 Calibrate Demand 1,300.88 Fixed 1,300.88 4,911.19 84.45 J-629 4,712.00 Calibrate Demand 1.19 Fixed 1.19 4,911.17 86.17 J-1049 4,687.00 Calibrate Demand 3.84 Fixed 3.84 4,911.00 96.91 J-1068 4,693.00 Calibrate Demand 1.19 Fixed 1.19 4,911.05 94.34 J-1069 4,696.00 Calibrate Demand 0.00 Fixed 1 0.001 4,911.07 93.05 Title: Baxter Meadows Project Engineer: Keith Waring jA...\2a2bph3andcattall calibration modl.wcd Thomas,Dean&Hoskins Inc WaterCAD v6.5[6.51201 01/25/06 10:29:20 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Calibration to Cattail hydrant flows Fire Flow Analysis Junction Report G Ast a N YV'&47V7 Label Elevation Zone Type Base Flow Pattern t74,904.90 culated Pressure (ft) (gpm) lic Grad, (psi) (tt) J-1la 4,654.00 Calibrate Demand 84.00 Fixed 4,903.37 107.89 J-47 4,655.00 Calibrate Demand 0.00 Fixed 108.12 J-575 4,671.00 Calibrate Demand 0.00 Fixed 0.00 4,904.34 100.95 J-577 4,680.00 Calibrate Demand 1,423.00 Fixed 1,423.00 4,898.80 94.66 J-603 4,665.00 Calibrate Demand 0.00 Fixed 0.00 4,903.65 103.25 J-628 4,716.00 Calibrate Demand 1.19 Fixed 1.19 4,919.05 67.85 J-629 4,712.00 Calibrate Demand 1.19 Fixed 1.19 4,917.78 89.03 J-1049 4,687.00 Calibrate Demand 3.84 Fixed 3.84 4,903.90 93.84 J-1068 4,693.00 Calibrate Demand 1.19 Fixed 1.19 4,909.08 93.49 J-1069 4,696.00 Calibrate Demand 0.00 Fixed 1 0.001 4,910.52 92.81 Title:Baxter Meadows Project Engineer: Keith Waring JA...\2a2bph3andcattail calibration modl.wcd Thomas,Dean&Hoskins Inc WaterCAD v6.5(6.51201 01/25/06 10:27:47 PM ®Haestad Methods,Inc 37 Brookside Road Waterbury,CT 0670E USA +1-203-755-1666 Page 1 of 1 Scenario: Calibration to Cattail hydrant flows Fire Flow Analysis Junction Report Label Elevation Zone Type Base Flow Pattern Demand Calculated Pressure (ft) (gpm) Calculated iydraulic Grad. (psi) (gpm) (ft) J-11a 4,654.00 Calibrate Demand 1,537.00 Fixed 1,537.00 4,894.23 103.94 J-47 4,655.00 Calibrate Demand 0.00 Fixed 0.00 4,898.48 105.34 J-575 4,671.00 Calibrate Demand 0.00 Fixed 0.00 4,905.90 101.63 J-577 4,680.00 Calibrate Demand 0.00 Fixed 0.00 4,911.88 100.32 J-603 4,665.00 Calibrate Demand 0.00 Fixed 0.00 4,909.33 105.71 J-628 4,716.00 Calibrate Demand 1.19 Fixed 1.19 4,926.09 90.89 J-629 4,712.00 Calibrate Demand 1.19 Fixed 1.19 4,924.98 92.15 J-1049 4,687.00 Calibrate Demand 3.84 Fixed 3.84 4,913.04 97.80 J-1068 4,693.00 Calibrate Demand 1.19 Fixed 1.19 4,917.39 97.08 J-1069 4,696.00 Calibrate Demand 0.00 Fixed 0.0014,918.65 96.33 Title: Baxter Meadows Project Engineer: Keith Waring j:\...\2a2bph3andcattail calibration modl.wcd Thomas,Dean&Hoskins Inc WaterCAD v6.5[6.5120] 01/25/06 10:24:42 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Calibration to Cattail hydrant flows Fire Flow Analysis Junction Report G.4-7rr4+1 M cr #ype4p4- Label Elevation Zone Type Base Flow Pattern Demand Calculated Pressure (ft) (gpm) Calculatedi iydraulic Grad (psi) (gpm) (ft) J-11 a 4,654.00 Calibrate Demand 84.00 Fixed 84.00 4,903.41 107.91 J-47 4,655.00 Calibrate Demand 0.00 Fixed 0.00 4,904.95 108.14 J-575 4,671.00 Calibrate Demand 0.00 Fixed 0.00 4,904.39 100.98 J-577 4,680.00 Calibrate Demand 0.00 Fixed 0.00 4,906.54 98.01 J-603 4,665.00 Calibrate Demand 1,383.00 Fixed 1,383.00 4,903.70 103.28 J-628 4,716.00 Calibrate Demand 1.19 Fixed 1.19 4,921.99 89.12 J-629 4,712.00 Calibrate Demand 1.19 Fixed 1.19 4,920.79 90.33 J-1049 4,687.00 Calibrate Demand 3.84 Fixed 3.84 4,907.82 95.54 J-1068 4,693.00 Calibrate Demand 1.19 Fixed 1.19 4,912.55 94.99 J-1069 4,696.00 Calibrate IDemand 1 0.00 Fixed 1 0.00 4,913.921 94.28 Title: Baxter Meadows Project Engineer: Keith Waring j:\...\2a2bph3andcattail calibration modl.wcd Thomas,Dean&Hoskins Inc WaterCAD v6.5[6.51201 01/25/06 10:25:19 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Calibration to Cattail hydrant flows Fire Flow Analysis Junction Report S �'4fj C" - A l L J1A AlO`f/o�/S Label Elevation Zone Type Base Flow Pattern Demand Calculated Pressure (n) (gpm) CalcUlated lydraulic Grad (psi) (gpm) (tt) J-1 b 4,644.00 Cattail Demand 0.00 Fixed 0.00 4,931.69 124.47 J-2a 4,640.20 Cattail Demand 0.00 Fixed 0.00 4,931.69 126.11 J-3a 4,669.00 Cattail Demand 0.00 Fixed 0.00 4,932.97 114.21 J-3b 4,641.00 Cattail Demand 0.00 Fixed 0.00 4,931.68 125.77 J-4 4,702.50 Zone-1 Demand 110.00 Fixed 110.00 4,967.15 114.50 J-4a 4,640.50 Cattail Demand 0.00 Fixed 0.00 4,931.67 125.98 J-5 4,641.00 Cattail Demand 0.00 Fixed 0.00 4,931.64 125.75 J-6a 4,641.00 Cattail Demand 0.00 Fixed 0.00 4,931.66 125.76 J-6aa 4,641.00 Cattail Demand 81.00 Fixed 81.00 4,932.43 126.09 J-7 4,639.00 Cattail Demand 0.00 Fixed 0.00 4,931.72 126.65 J-7a 4,639.00 Cattail Demand 0.00 Fixed 0.00 4,931.93 126.74 J-8 4,639.00 Cattail Demand 0.00 Fixed 0.00 4,931.72 126.65 J-9 4,645.50 Cattail Demand 0.00 Fixed 0.00 4,931.63 123.80 J-110a 4,645.50 Cattail Demand 0.00 Fixed 0.00 4,931.63 123.80 J-10aa 4,653.00 Cattail Demand 0.00 Fixed 0.00 4,931.94 120.69 J-11 4,645.70 Cattail Demand 0.00 Fixed 0.00 4.931.63 123.71 J-11a 4,654.00 Calibrate Demand 84.00 Fixed 84.00 4,929.76 119.31 J-12 4,653.00 Cattail Demand 0.00 Flxed 0.00 4,931.92 120.67 J-12a 4,655.00 Cattail Demand 0.00 Fixed 0.00 4,931.69 119.71 J-13 4,646.00 Cattail Demand 0.00 Fixed 0.00 4,931.08 123.34 J-13a 4,655.00 Cattail Demand 0.00 Fixed 0.00 4,931.92 119.81 J-14 4,646.00 Cattail Demand 0.00 Fixed 0.00 4,931.08 123.34 J-14a 4,655.00 Cattail Demand 0.00 Fixed 0.00 4,932.00 119.84 J-15 4,646.30 Cattail Demand 0.00 Fixed 0.00 4,931.04 123.19 J-15a 4,651.00 Cattail Demand 0.00 Fixed 0.00 4,932.10 121.62 J-16 4,652.00 Cattail Demand 1,453.00 Fixed 1,453.00 4,929.13 119.90 J-16a 4,667.00 Cattail Demand 0.00 Fixed 0.00 4,932.21 114.75 J-17 4,641.70 Cattail Demand 0.00 Fixed 0.00 4,931.55 125.40 J-17a 4,671.00 Cattail Demand 0.00 Fixed 0.00 4,932.34 113.07 J-18 4,641.70 Cattail Demand 0.00 Fixed 0.00 4,931.55 125.40 J-18a 4,676.00 Cattail Demand 0.00 Fixed 0.00 4,932.54 110.99 J-19 4,642.00 Cattail Demand 0.00 Fixed 0.00 4,931.67 125.33 J-20a 4,642.00 Cattail Demand 0.00 Fixed 0.00 4,931.67 125.33 J-21 4,650.00 Cattail Demand 0.00 Fixed 0.00 4,931.69 121.87 J-22 4,650.00 Cattail Demand 0.00 Fixed 0.00 4,931.69 121.87 J-22a 4,676.00 Cattail Demand 0.00 Fixed 0.00 4,932.46 110.96 J-23 4,650.00 Cattail Demand 7.41 Fixed 7.41 4,931.69 121.87 J-23a 4,671.00 Cattail Demand 0.00 Fixed 0.00 4,932.40 113.10 J-24 4,652.70 Cattail Demand 0.00 Fixed 0.00 4,931.69 120.71 J-24a 4,664.00 Cattail Demand 120.00 Fixed 120.00 4,932.36 116.11 J-25a 4,668.00 Cattail Demand 0.00 Fixed 0.00 4,932.57 114.47 J-26 4.652.70 Cattail Demand 000 Fixed 0.00 4,931.69 120.71 J-27 4,652.70 Cattail Demand 0.00 Fixed 0.00 4,931.69 120.71 J-28 4,651.50 Cattail Demand 0.00 Fixed 0.00 4,931.71 121.23 J-28a 4,668.00 Cattail Demand 6.00 Fixed 6.00 4,932.32 114.36 J-29 4,651.00 Cattail Demand 0.00 Fixed 0.00 4,931.71 121.45 J-29a 4,664.00 Cattail Demand 9.00 Fixed 9.00 4,932.20 116.04 J-30a 4,651.00 Cattail Demand 0.00 Fixed 0.00 4,931.71 121.45 J-30aa 4,660.00 Cattail Demand 0.00 Fixed 0.00 4,932.02 117.69 J-31 4,642.00 Cattail Demand 0.00 Fixed 0.00 4,931.69 125.33 J-31a 4,642.00 Cattail Demand 0.00 Fixed 0.00 4,932.38 125.64 J-32 4,642.00 Cattail Demand 0.00 Fixed 0.00 4,931.69 125.33 Title:Baxter Meadows Project Engineer: Keith Waring jA...\2a2bph3andcattail calibration modl.wcd Thomas,Dean&Hoskins Inc WaterCAD v6.5(6.51201 01/25/06 10:34:53 PM 0 Haestad Methods,Inc 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Pagel of 4 Scenario: Calibration to Cattail hydrant flows Fire Flow Analysis Junction Report Label Elevation Zone Type Base Flow Pattern Demand Calculated Pressure (it) (gpm) Calculated iydraulic Grad. (psi) (gpm) (tt) J-32a 4,660.00 Cattail Demand 0.00 Fixed 0.00 4,932.02 117.69 J-33 4,649.30 Cattail Demand 0.00 Fixed 0.00 4,931.77 122.21 J-34 4,649.00 Cattail Demand 0.00 Fixed 0.00 4,931.77 122.34 J-35 4,649.00 Cattail Demand 0.00 Fixed 0.00 4,931.77 122.34 J-36 4,641.00 Cattail Demand 0.00 Fixed 0.00 4,931.70 125.77 J-37 4,641.00 Cattail Demand 0.00 Fixed 0.00 4,931.70 125.77 J-39 4,651.50 Cattail Demand 0.00 Fixed 0.00 4,931.87 121.30 J-40a 4,651.50 Cattail Demand 0.00 Fixed 0.00 4,931.88 121.31 J-41 4,651.50 Cattail Demand 0.00 Fixed 0.00 4,931.88 121.31 J-42 4,654.00 Cattail Demand 0.00 Fixed 0.00 4,931.96 120.26 J-43 4,655.00 Cattail Demand 0.00 Fixed 0.00 4,931.69 119.71 J-44 4,641.00 Cattail Demand 0.00 Fixed 0.00 4,931.66 125.75 J-45 4,641.00 Cattail Demand 0.00 Fixed 0.00 4,931.66 125.75 J-46 4,665.00 Cattail Demand 0.00 Fixed 0.00 4,932.00 115.52 J-47 4,655.00 Calibrate Demand 0.00 Fixed 0.00 4,930.86 119.35 J-160 4,700.70 Zone-1 Demand 149.20 Pattern-1 149.20 4.959.18 111.83 J-180 4,698.06 Zone-1 Demand 149.17 Pattern-1 149.17 4,954.31 110.87 J-190 4,688.73 Zone-1 Demand 149.17 Pattem-1 149.17 4,950.01 113.04 J-200 4,672.74 Zone-1 Demand 149.17 Pattern-1 149.17 4,944.11 117.41 J-210 4,655.40 Zone-1 Demand 149.17 Pattern-1 149.17 4,938.73 122.58 J-220 4,652.87 Zone-1 Demand 149.17 Pattern-1 149.17 4,936.40 122.67 J-230 4,642.87 Zone-1 Demand 185.00 Pattern-1 185.00 4,933.39 125.69 J-240 4,641.87 Zone-1 Demand 174.90 Pattem-1 174.90 4,932.55 125.76 J-250 4,648.87 Zone-1 Demand 0.00 Pattern-1 0.00 4,931.95 122.48 J-251 4,656.87 Zone-1 Demand 135.00 Pattern-1 135.00 4,931.65 118.88 J-260 4,647.97 Zone-1 Demand 0.00 Pattern-1 0.00 4,932.00 122.89 J-261 4,654.87 Zone-1 Demand 135.00 Pattern-1 135.00 4,931.69 119.77 J-265 4,648.37 Zone-1 Demand 130.00 Pattern-1 130.00 4,932.16 122.78 J-270 4,654.37 Zone-1 Demand 120.00 Pattem-1 120.00 4,932.16 120.19 J-271 4,654.87 Zone-1 Demand 145.00 Pattern-1 145.00 4.930.75 119.36 J-272 4,651.87 Zone-1 Demand 125.00 Pattern-1 125.00 4,930.64 120.61 J-273 4,656.87 Zone-1 Demand 135.00 Pattern-1 135.00 4,930.53 118.40 J-280 4,665.37 Zone-1 Demand 80.00 Pattern-1 80.00 4,933.13 115.85 J-285 4,671.87 Zone-1 Demand 80.00 Pattem-1 80.00 4,933.97 113.40 J-290 4,685.37 Zone-1 Demand 80.00 Pattem-1 80.00 4,946.02 112.77 J-300 4,696.37 Zone-1 Demand 80.00 Pattern-1 80.00 4,955.86 112.27 J-320 4,700.87 1 Demand 0.00 Pattern-1 0.00 4,976.50 119.25 J-325 4,707.87 Zone-1 Demand 105.00 Pattern-1 105.00 4,963.11 110.43 J-330 4,708.00 Zone-1 Demand 34.30 Pattern-1 34.30 4,971.97 114.21 J-340 4,712.00 Zone-1 Demand 2.50 Pattern-1 2.50 4,968.00 110.76 J-350 4,727.60 1 Demand 0.00 Pattern-1 0.00 4,961.26 101.09 J-569 4,690.00 BM-2A Demand 0.00 Fixed 0.00 4,937.97 107.28 J-570 4,689.00 Zone-1 Demand 105.00 Fixed 0.00 0.00 -2,028.71 J-571 4,687,50 BM-2B Demand 0.00 Fixed 0.00 0.00 -2,028.06 J-572 4,691.00 BM-2B Demand 0.00 Fixed 0.00 0.00 -2,029.57 J-573 4,686.00 BM-2B Demand 0.00 Fixed 0.00 0.00 -2,027.41 J-574 4,700.00 BM-2B Demand 0.00 Fixed 0.00 0.00 -2,033.47 J-575 4,671.00 Calibrate Demand 0.00 Fixed 0.00 4,933.84 113.72 J-576 4,700.00 BM-2B Demand 0.00 Fixed 0.00 0.00 -2,033.47 J-577 4,680.00 Calibrate Demand 0.00 Fixed 0.00 4,936.86 111.13 J-578 4,678.00 BM -3 Demand 0.00 Fixed 0.00 4,936.03 111.64 J-579 4,686.00 BM-3 Demand 0.00 1 Fixed 0.001 0.00 -2,027.41 Title:Baxter Meadows Project Engineer: Keith Waring j\...\2a2bph3andcattail calibration modl.wcd Thomas,Dean&Hoskins Inc WaterCAD v6.5[6.51201 01/25/06 10:34:53 PM 0 Haestad Methods,Inc 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 2 of 4 Scenario: Calibration to Cattail hydrant flows Fire Flow Analysis Junction Report Label Elevation Zone Type Base Flow Pattern Demand Calculated Pressure (ft) (gpm) Calculated iydraulic Grad (psi) (gpm) (ft) J-580 4,689.50 BM-3 Demand 0.00 Fixed 0.00 0.00 -2,028.92 J-581 4,689.00 BM-3 Demand 0.00 Fixed 0.00 0.00 -2,028.71 J-582 4,689.60 BM-3 Demand 0.00 Fixed 0.00 0.00 -2,028.97 J-583 4,685.50 BM-3 Demand 0.00 Fixed 0.00 0.00 -2,027.19 J-584 4,694.50 BM-3 Demand 0.00 Fixed 0.00 0.00 -2,031.09 J-585 4,694.30 BM-3 Demand 0.00 Fixed 0.00 0.00 -2,031.00 J-586 4,691.90 BM-3 Demand 0.00 Fixed 0.00 0.00 -2,029.96 J-587 4,6B3.00 BM-3 Demand 0.00 Fixed 0.00 0.00 -2,026.11 J-588 4,694.30 BM-3 Demand 0.00 Fixed 0.00 0.00 -2,031.00 J-589 4,696.00 BM-3 Demand 0.00 Fixed 0.00 0.00 -2,031.74 J-590 4,680.70 BM-3 Demand 0.00 Fixed 0.00 0.00 -2,025.12 J-591 4,678.00 BM-3 Demand 0.00 Fixed 0.00 0.00 -2,023.95 J-592 4,680.00 BM-3 Demand 0.00 Fixed 0.00 0.00 -2,024.81 J-593 4,695.00 BM-3 Demand 0.00 Fixed 0.00 0.00 -2,031.30 J-594 4,696.00 BM-3 Demand 0.00 Fixed 0.00 0.00 -2,031.74 J-595 4,695.00 BM-3 Demand 0.00 Fixed 0.00 0.00 -2,031.30 J-596 4,687.30 BM-3 Demand 0.00 Fixed 0.00 4,936.02 107.61 J-597 4,695.00 BM-3 Demand 0.00 Fixed 0.00 4,937.70 105.00 J-598 4,700.00 Zone-1 Demand 5.00 Fixed 5.00 4,932.38 100.54 J-599 4,676.00 Cattail Demand 0.00 Fixed 0.00 4,933.80 111.54 J-600 4,686.00 BM-phase 1 Demand 3.84 Fixed 3.84 4,937.56 108.84 J-601 4,700.00 Zone-1 Demand 0.00 Fixed 0.00 4,932.40 100.55 J-602 4,663.00 Zone-1 Demand 106.19 Fixed 106.19 4,933.27 116.93 J-603 4,665.00 Calibrate Demand 0.00 Fixed 0.00 4,935.55 117.06 J-604 4,691.00 BM-phase 1 Demand 3.84 Fixed 3.84 4,937.73 106.75 J-605 4,687.00 BM-2c&d Demand 0.00 Fixed 0.00 4,937.62 108.43 J-606 4,690.00 BM-phase 1 Demand 3.84 Fixed 3.84 4,937.71 107.17 J-607 4,685.00 BM-2c&d Demand 0.00 Fixed 0.00 4,937.67 109.32 J-608 4,687.00 BM-phase 1 Demand 3.84 Fixed 3.84 4,937.62 108.43 J-609 4,633.00 Cattail Demand 0.00 Fixed 0.00 4,931.85 129.30 J-610 4,700.00 Zone-1 Demand 105.00 Fixed 0.00 0.00 -2,033.47 J-611 4,668.00 BM-phase 1 Demand 3.84 Fixed 3.84 4,936.04 115.97 J-612 4,690.00 BM-2c&d Demand 0.00 Fixed 0.00 4,937.72 107.18 J-613 4,695.41 BM-2A Demand 10.59 Fixed 10.59 4,938.89 105.34 J-614 4,694.00 BM-2A Demand 0.00 Fixed 0.00 4,938.52 105.79 J-615 4,694.88 BM-2A Demand 0.00 Fixed 0.00 4,938.89 105.57 J-616 4,690.00 BM-26 Demand 0.00 Fixed 0.00 0.00 -2,029.14 J-617 4,690.00 BM-2B Demand 0.00 Fixed 0.00 0.00 -2,029.14 J-618 4,700.00 no fire Demand 80.00 Fixed 0.00 0.00 -2,033.47 J-619 4,700.00 no fire Demand 80.00 Fixed 0.00 0.00 -2,033.47 J-620 4,677.00 BM-phase 1 Demand 3.84 Fixed 3.84 4,936.02 112.07 J-622 4,690.00 Zone-1 Demand 105.00 Fixed 105.00 4,937.58 107.12 J-623 4,686.00 BM-3 Demand 0.00 Fixed 0.00 4,936.02 108.17 J-624 4,685.00 BM-phase 1 Demand 0.00 Fixed 0.00 4,936.02 108.60 J-625 4,678.00 BM-phase 1 Demand 1.19 Fixed 1.19 4,936.02 111.63 J-626 4,675.00 BM-phase 1 Demand 3.84 Fixed 3.84 4,936.03 112.93 J-627 4,692.00 BM-phase 1 Demand 3.84 Fixed 3.84 4,938.09 106.47 J-628 4,716.00 Calibrate Demand 1.19 Fixed 1.19 4,945.36 99.23 J-629 4,712.00 Calibrate Demand 1.19 Fixed 1.19 4,944.69 100.67 J-630 4,708.00 BM-1 Demand 1.19 Fixed 1.19 4,944.02 102.12 J-631 4,727.00 BM-1 Demand 1.19 Fixed 1.19 4,947.94 95.59 J-632 4,700.00 Zone-1 Demand 425.00 1 Fixed 425.00 4,930.94 99.92 Title:Baxter Meadows Project Engineer:Keith Waring jA...\2a2bph3andcattail calibration modl.wcd Thomas,Dean&Hoskins Inc WaterCAD v6.5[6.51201 01/25/06 10:34:53 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 0670E USA +1-203-755-1666 Page 3 of 4 Scenario: Calibration to Cattail hydrant flows Fire Flow Analysis Junction Report Label Elevation Zone Type Base Flow Pattern Demand Calculated Pressure (n) (gpm) Calculatedl iydraulic Grad (psi) (gpm) (tt) J-633 4,700.00 Zone-1 Demand 705.00 Fixed 705.00 4,951.63 108.87 J-634 4,700.00 1 Demand 25.00 Fixed 25.00 4,958.18 111.70 J-635 4,700.00 Zone-1 Demand 0.00 Fixed 0.00 4,576.36 -53.49 J-636 4,691.00 BM-2c&d Demand 0.00 Fixed 0.00 4,937.58 106.68 J-700 4,714.00 BM- 1 Demand 25.00 Fixed 25.00 4,950,82 102.46 J-1004 4,669.00 BM-phase 1 Demand 3.84 Fixed 3.84 4,936.06 115.54 J-1011 4,681.00 BM-2c&d Demand 0.00 Fixed 0.00 4,936.69 110.63 J-1027 4,675.00 BM-phase 1 Demand 3.84 Fixed 3.84 4,936.03 112.93 J-1028 4,677.00 BM-phase 1 Demand 3.84 Fixed 3.84 4,936.02 112.07 J-1030 4,685.00 BM-2c&d Demand 0.00 Fixed 0.00 4,937.12 109.08 J-1041 4,678.00 BM-phase 1 Demand 3.84 Fixed 3.84 4,936.02 111.63 J-1042 4,685.00 BM-phase 1 Demand 3.84 Fixed 3.84 4,936.02 108.60 J-1049 4,687.00 Calibrate Demand 3.84 Fixed 3.84 4,937.45 108.36 J-1050 4,687.00 BM-2c&d Demand 0.00 Fixed 0.00 4,937.4E 108.37 J-1051 4,692.00 BM-2c&d Demand 0.00 Fixed 0.00 4,937.59 106.25 J-1052 4,687.00 BM-2c&d Demand 0.00 Fixed 0.00 4,937.74 108.48 J-1058 4,687.00 Zone-1 Demand 108.84 Fixed 108.84 4,937.48 108.37 J-1059 4,685.00 BM-phase 1 Demand 3.84 Fixed 3.84 4,937.65 109.31 J-1061 4,692.00 BM-phase 1 Demand 3.84 Fixed 3.84 4,937.80 106.35 J-1062 4,687.00 BM-1 Demand 3.84 Fixed 3.84 4,937.70 108.46 J-1063 4,685.00 BM-phase 1 Demand 3.84 Fixed 3.84 4,937.72 109.34 J-1066 4,692.00 BM-2A Demand 0.00 Fixed 0.00 4,938.58 106.68 J-1067 4,702.00 BM-2A Demand 0.00 Fixed 0.00 4,939.20 102.63 J-1068 4,693.00 Calibrate Demand 1.19 Fixed 1.19 4,940.07 106.90 J-1069 4,696.00 Calibrate Demand 0.00 Fixed 0.00 4,940.84 105.93 J-1070 4,697.00 BM-1 Demand 1.19 Fixed 1.19 4,941.89 105.95 J-1075 4,702.00 BM-1 Demand 1.19 Fixed 1.19 4,942.94 104.24 J-1093 4,677.00 BM-phase 1 1 Demand 3.84 1 Fixed 13,8414,936.021 112.07 Title: Baxter Meadows Project Engineer: Keith Waring jA..\2a2bph3andcattail calibration modl.wcd Thomas,Dean&Hoskins Inc WaterCAD v6.5[6.51201 01/25/06 10:34:53 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 0670E USA +1-203-755-1666 Page 4 of 4 Scenario: Calibration to Cattail hydrant flows Fire Flow Analysis Pipe Report 5r'oC' - ,g/L p iP,s Label Length Diameter Material Hazen- Check Minor Control ischarg pstream Structur ownstream StFUCtUr Pressure Headloss (ft) (in) William Valve? Loss Status (gpm) Hydraulic Grade Hydraulic Grade Pipe Gradient C Coefficient (ft) (ft) Headlos (ft/1000ft) (ft) P-1 605.00 8 Ductile Iron 130.0 false 0.00 Open -138.71 4,931.63 4,931.92 0.29 0.47 P-2 540.10 8 Ductile Iron 130.0 false 0.00 Open -411.53 4,929.13 4,931.04 1.91 3.53 P-3a 46.00 8 Ductile Iron 130.0 false 0.00 Open 190.40 4,931.08 4,931.04 0.04 0.85 P-4a 654.50 6 Ductile Iron 130.0 false 0.00 Open -190.41 4,931.08 4,931.63 0.55 0.85 P-5a 24.30 8 Ductile Iron 130.0 false 0.00 Open -51.70 4,931.63 4,931.63 0.00 0.08 P-6a 433.60 8 Ductile Iron 130.0 false 0.00 Open -51.71 4,931.63 4,931.66 0.03 0.08 P-6aa 840.60 12 Ductile Iron 130.0 false 0.00 Open 454.97 4.932.43 4,931.93 0.50 0.59 P-7a 116.50 8 Ductile Iron 130.0 false 0.00 Open 139.70 4,931.72 4,931.66 0.06 0.48 P-Ba 15.90 8 Ductile Iron 130.0 false 0.00 Open 0.00 4,931.72 4,931.72 0.00 0.00 P-9a 323.90 12 Ductile Iron 130.0 false 0.00 Open 88.00 4,931.66 4,931.66 0.01 0.03 P-10a 475.70 12 Ductile Iron 130.0 false 0.00 Open 87.99 4,931.66 4,931.64 0.01 0.03 P-11a 488.70 12 Ductile Iron 130.0 false 0.00 Open -133.14 4,931.64 4,931.67 0.03 0.06 P-11aa 705.30 8 Ductile Iron 130.0 false 0.00 Open -358.22 4,929.76 4,931.69 1.92 2.73 P-12a 323.50 12 Ductile Iron 130.0 false 0.00 Open -103.64 4,931.67 4,931.68 0.01 0.04 P-12aa 300.00 8 Ductile Iron 130.0 false 0.00 Open -183.18 4,931.69 4,931.92 0.24 0.79 P-13a 300.00 8 Ductile Iron 130.0 false 0.00 Open -97.02 4,931.92 4,932.00 0.07 0.24 P-13b 320.00 12 Ductile Iron 130.0 false 0.00 Open -66.91 4,931.68 4,931.69 0.01 0.02 P-14 016.70 12 Ductile Iron 130.0 false 0.39 Open 1,983.02 4,976.50 4,967.15 9.35 9.20 P-14a 510.10 12 Ductile Iron 130.0 false 0.00 Open -248.96 4,932.00 4,932.10 0.10 0.19 P-14b 280.50 12 Ductile Iron 130.0 false 0.00 Open 0.00 4,931.69 4,931.69 0.00 0.00 P-15 962.30 12 Ductile Iron 130.0 false 0.39 Open 1,873.02 4,967.15 4,959.18 7.97 8.28 P-15a 31.40 8 Ductile Iron 130.0 false 0.00 Open -0.00 4,931.70 4,931.70 0.00 0.00 P-15aa 330.10 12 Ductile Iron 130.0 false 0.00 Open -346.37 4,932.10 4,932.21 0.12 0.36 P-16a 65.90 8 Ductile Iron 130.0 false 0.00 Open 66.91 4,931.70 4,931.69 0.01 0.13 P-16aa 300.00 12 Ductile Iron 130.0 false 0.00 Open -373.92 4,932.21 4,932.34 0.12 0.41 P-17 568.10 8 Ductile Iron 130.0 false 0.00 Open -66.92 4,931.70 4,931.77 0.07 0.12 P-17a 449.20 12 Ductile Iron 130.0 false 0.00 Open -398.96 4,932.34 4,932.54 0.21 0.46 P-18 14.10 8 Ductile Iron 130.0 false 0.00 Open 0.00 4,931.77 4,931.77 0.00 0.00 P-19 900.00 12 Ductile Iron 130.0 false 0.00 Open -531.19 4,933.27 4,933.97 0.71 0.79 P-19a 24.00 8 Ductile Iron 130.0 false 0.00 Open -66.92 4,931.77 4,931.77 0.00 0.12 P-20a 174.10 8 Ductile Iron 130.0 false 0.00 Open -151.94 4,931.77 4,931.87 0.10 0.56 P-22 300.30 12 Ductile Iron 130.0 false 0.00 Open 244.61 4,932.46 4,932.40 0.06 0.19 P-23 138.40 8 Ductile Iron 130.0 false 0.00 Open -151.94 4,931.88 4,931.96 0.08 0.56 P-23a 806.30 12 Ductile Iron 130.0 false 0.00 Open 129.77 4,932.40 4,932.36 0.05 0.06 P-24 14.90 8 Ductile Iron 130.0 false 0.00 Open 0.00 4,931.88 4,931.88 0.00 0.00 P-24a 35050 8 Ductile Iron 130.0 false 0.00 Open -157.66 4,932.36 4,932.57 0.21 0.60 P-25 319.90 8 Ductile Iron 130.0 false 0.00 Open 85.01 4,931.77 4,931.71 0.06 0.19 P-26 24.10 8 Ductile Iron 130.0 false 0.00 Open 36.73 4,931.71 4,931.71 0.00 0.04 P-26a 66880 8 Ductile Iron 130.0 false 0.00 Open 157.66 4,932.97 4,932.57 0.40 0.60 P-27 14.00 8 Ductile Iron 130.0 false 0.00 Open 0.00 4,931.71 4,931.71 0.00 0.00 P-28 570.60 8 Ductile Iron 130.0 false 0.00 Open 36.73 4,931.71 4,931.69 0.02 0.04 P-29 14.10 8 Ductile Iron 130.0 false 0.00 Open 0.00 4,931.69 4,931.69 0.00 0.00 P-29a 229.20 12 Ductile Iron 130.0 false 0.00 Open 193.90 4,932.38 4,932.36 0.03 0.12 P-30a 85.80 8 Ductile Iron 130.0 false 0.00 Open 36.73 4,931.69 4,931.68 0.00 0.04 P-30aa 935.30 8 Ductile Iron 130.0 false 0.00 Open 361.33 4,932.36 4,929.76 2.59 2.77 P-31 85.90 8 Ductile Iron 130.0 false 0.00 Open -29.50 4,931,67 4,931.67 0.00 0.03 P-31a 339.40 12 Ductile Iron 130.0 false 0.00 Open 193.90 4,932.43 4,932.38 0.04 0.12 P-32 17.70 8 Ductile Iron 130.0 false 0.00 Open 0.00 4,931.67 4,931.67 0.00 0.00 P-32a 237.70 8 Ductile Iron 130.0 false 0.00 Open 114.84 4,932.40 4,932.32 0.08 0.33 P-33 573.90 8 Ductile Iron 130.0 false 0.00 Open -29.50 4,931.67 4,931.69 0.02 0.03 P-33a 281.40 8 Ductile Iron 130.0 false 0.00 Open 133.88 4,932.32 4,932.20 0.12 0.44 Title: Baxter Meadows Project Engineer:Keith Waring jA..\2a2bph3andcattail calibration modl wcd Thomas,Dean&Hoskins Inc WaterCAD v6.5(6.51201 01/25/06 10:35:06 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 5 Scenario: Calibration to Cattail hydrant flows Fire Flow Analysis Pipe Report Label Length Diametei Material Hazen- Check Minor Control ischarg pstream Structurc Downstream Structur Pressure Headloss (ft) (in) William Valve? Loss Status (gpm) Hydraulic Grade Hydraulic Grade Pipe Gradient C Coefficient (ft) (ft) Headlos (f0'1000ft) (ft) P-34 15.10 8 Ductile Iron 130.0 false 0.00 Open 0.00 4,931.69 4,931.69 0.00 0.00 P-34a 318.10 8 Ductile Iron 130.0 false 0.00 Open 152.43 4,932.20 4,932.02 0.18 0.56 P-35 24.00 8 Ductile Iron 130.0 false 0.00 Open -29.50 4,931.69 4,931.69 0.00 0.02 P-35a 522.20 8 Ductile Iron 130.0 false 0.00 Open 163.68 4,932.02 4,931.69 0.33 0.64 P-36 168.50 8 Ductile Iron 130.0 false 0.00 Open 11.37 4,931.69 4,931.69 0.00 0.00 P-36a 507.50 8 Ductile Iron 130.0 false 0.00 Open -86.16 4,931.92 4,932.02 0.10 0.19 P-37 284.80 8 Ductile Iron 130.0 false 0.00 Open 11.25 4,932.02 4,932.02 0.00 0.00 P-38 295.80 8 Ductile Iron 130.0 false 0.00 Open -97.41 4,932.02 4,932.10 0.07 0.24 P-39 34.70 8 Ductile Iron 130.0 false 0.00 Open 0.00 4,931.69 4,931.69 0.00 0.00 P-39a 540.30 8 Ductile Iron 130.0 false 0.00 Open 27.54 4,932.21 4,932.20 0.01 0.02 P-40a 181.80 6 Ductile Iron 130.0 false 0.00 Open 11.36 4,931.69 4,931.69 0.00 0.01 P-41 320.30 8 Ductile Iron 130.0 false 0.00 Open -48.28 4,931.69 4,931.71 0.02 0.07 P-42 85.90 8 Ductile Iron 130.0 false 0.00 Open 221.13 4,931.64 4,931.55 0.10 1.11 P-43 15.20 8 Ductile Iron 130.0 false 0.00 Open 0.00 4,931.55 4,931.55 0.00 0.00 P-43a 451.20 12 Ductile Iron 130.0 false 0.00 Open 244.61 4,932.54 4,932.46 0.08 0.19 P-44 456.00 8 Ductile Iron 130.0 false 0.00 Open 221.13 4,931.55 4,931.04 0.51 1.12 P-44a 381.20 12 Ductile Iron 130.0 false 0.00 Open 729.87 4,932.97 4,932.43 0.54 1.41 P-45 14.00 8 Ductile Iron 130.0 false 0.00 Open 0.00 4,931.08 4,931.08 0.00 0.00 P-45a 454.20 12 Ductile Iron 130.0 false 0.00 Open -89.65 4,931.93 4,931.94 0.01 0.03 P-46 16.30 8 Ductile Iron 130.0 false 0.00 Open -0.00 4,931.63 4,931.63 0.00 0.00 P-47 13.70 8 Ductile Iron 130.0 false 0.00 Open 0.00 4,931.66 4,931.66 0.00 0.00 P-52 75.50 8 Ductile Iron 130.0 false 0.00 Open -151.94 4,931.96 4,932.00 0.04 0.56 P-53 16.00 8 Ductile Iron 130.0 false 0.00 Open 151.94 4,931.88 4,931.87 0.01 0.58 P-54 21.30 8 Ductile Iron 130.0 false 0.00 Open -11.37 4,931.69 4,931.69 0.00 0.00 P-58 41.50 8 Ductile Iron 130.0 false 0.00 Open 11.36 4,931.69 4,931.69 0.00 0.00 P-59 32.10 8 Ductile Iron 130.0 false 0.00 Open -1,041.47 4,929.13 4,929.76 0.63 19.68 P-60a 33.30 n Ductile Iron 130.0 false 0.00 Open -138.71 4,931.92 4,931.93 0.02 0.47 P-61 248.00 12 Ductile Iron 130.0 false 0.00 Open 0.00 4,932.00 4,932.00 0.00 0.00 P-62 310.20 8 Ductile Iron 130.0 false 0.00 Open 405.91 4,931.93 4,930.86 1.07 3.44 P-63 319.80 8 Ductile Iron 130.0 false 0.00 Open 405.91 4,930.86 4,929.76 1.10 3.44 P-180 702.00 12 Ductile Iron 130.0 false 0.00 Open 1,723.82 4,959.18 4,954.31 4.88 6.95 P-190 720.00 12 Ductile Iron 130.0 false 0.20 Open 1,574.65 4,954.31 4,950.01 4.29 5.96 P-200 186.00 12 Ductile Iron 130.0 false 0.40 Open 1,425.48 4,950.01 4.944.11 5.90 4.97 P-210 333.00 12 Ductile Iron 130.0 false 0.40 Open 1,276.31 4,944.11 4,938.73 5.39 4.04 P-220 735.00 12 Ductile Iron 130.0 false 0.00 Open 1,127.14 4,938.73 4,936.40 2.33 3.16 P-230 195.00 12 Ductile Iron 130.0 false 0.90 Open 977.97 4,936.40 4,933.39 3.01 2.52 P-240 458.00 12 Ductile Iron 130.0 false 1.00 Open 792.97 4,933.39 4,932.55 0.83 1.82 P-250 307.00 12 Ductile Iron 130.0 false 0.20 Open 224.65 4,932.00 4,931.95 0.05 0.16 P-251 655.00 8 Ductile Iron 130.0 false 1.00 Open 135.00 4,931.95 4,931.65 0.30 0.47 P-260 400.00 12 Ductile Iron 130.0 false 0.20 Open 359.65 4,932.16 4,932.00 0.16 0.39 P-261 657.00 8 Ductile Iron 130.0 false 1.40 Open 135.00 4,932.00 4,931.69 0.31 0.47 P-265 624.00 12 Ductile Iron 130.0 false 0.00 Open 473.36 4,932.55 4,932.16 0.40 0.63 P-270 476.00 12 Ductile Iron 130.0 false 0.40 Open -16.29 4,932.16 4,932.16 0.00 0.00 P-271 406.00 8 Ductile Iron 130.0 false 0.20 Open 405.00 4,932.16 4,930.75 1.41 3.48 P-272 267.00 8 Ductile Iron 130.0 false 0.60 Open 125.00 4,930.75 4,930.64 0.11 0.41 P-273 449.00 8 Ductile Iron 130.0 false 1.00 Open 135.00 4,930.75 4,930.53 0.21 0.47 P-280 177.00 12 Ductile Iron 130.0 false 0.40 Open -541.29 4,932.16 4,933.13 0.97 0.83 P-285 804.00 12 Ductile Iron 130.0 false 0.00 Open -621.29 4,933.13 4,933.97 0.84 1.05 P-290 160.00 12 Ductile Iron 130.0 false 0.40 Open 2.120.01 4,933.97 4,946.02 12.05 10.39 P-300 879.00 12 Ductile Iron 130.0 false 0.40 Open 2,200 01 4,946.02 4,955.86 9.84 11.19 P-320 642.00 12 Ductile Iron 130.0 false 0.20 Open -3,090.01 4,963.11 4,976.50 13.39 20.85 Title: Baxter Meadows Project Engineer: Keith Waring jA...\2a2bph3andcattail calibration modl wcd Thomas,Dean&Hoskins Inc WaterCAD v6.5[6.51201 01/25/06 10:35:06 PM ©Haeslad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 2 of 5 Scenario: Calibration to Cattail hydrant flows Fire Flow Analysis Pipe Report Label Length Diameter Material Hazen- Check Minor Contra ischarg pstream Stnic;un ownstream Structur Pressure Headloss (ft) (in) W il li anis Valve? Loss Status (gpm) Hydraulic Grade Hydraulic Grade Pipe Gradient C oefficien (ft) (ft) Headlos (ft/1000ft) (ft) P-325 611.00 12 Ductile Iron 130.0 false 0.20 Open 2,280.01 4,955.86 4,963.11 7.26 11.88 P-330 679.00 10 Ductile Iron 130.0 false 0.20 Open 1,037.31 4,976.50 4,971.97 4.53 6,67 P-340 640.00 10 Ductile Iron 130.0 false 0.00 Open 1,003.01 4,971.97 4,968.00 3.96 6.20 P-350 085.00 10 Ductile Iron 130.0 false 0.20 Open 1,000.51 4,968.00 4,961.26 6.74 6.21 P-606 162.20 12 Ductile Iron 130.0 false O.oU Open -943.37 4,940.84 4,941.89 1.05 2.27 P-608 462.40 12 Ductile Iron 130.0 false 0.00 Open -944.56 4,941.89 4,942.94 1.05 2.28 P-610 467.70 12 Ductile Iron 130.0 false 0.00 Open -524.03 4,937.12 4,937.48 0.36 0.77 P-611 374.60 12 Ductile Iron 130.0 false 0.00 Open -393.36 4,937.48 4,937.65 0.17 0.45 P-621 119.10 8 Ductile Iron 130.0 false 0.00 Open -12.72 4,936.02 4,936.02 0.00 0.00 P-624 180.30 8 Ductile Iron 130.0 false 0.00 Open -0.01 4,936.02 4,936.02 0.00 0.00 P-625 293.80 8 Ductile Iron 130.0 false 0.00 Open -7.69 4,936.02 4,936.02 0.00 0.00 P-626 210.20 8 Ductile Iron 130.0 false 0.00 Open -20.40 4.936.02 4,936.03 0.00 0.01 P-633 278.70 12 Ductile Iron 130.0 false 0.00 Open -166.69 4,937.70 4,937.72 0.03 0.09 P-635 428.40 12 Ductile Iron 130.0 false 0.00 Open -740.58 4,938.58 4,939.20 0.62 1.45 P-836 384.20 12 Ductile Iron 130.0 false 0.00 Open -942.18 4,939.20 4,940.07 0.87 2.27 P-637 472.30 12 Ductile Iron 130.0 false 0.00 Open -945.75 4,942.94 4,944.02 1.08 2.29 P-638 290.70 12 Ductile Iron 130.0 false 0,00 Open -946.94 4,944.02 4,944.69 0.87 2.29 P-639 293.50 12 Ductile Iron 130.0 false 0.00 Open -948.13 4.944.69 4,945.36 0.67 2.30 P-640 119.40 12 Ductile Iron 130.0 false 0.00 Open -949.32 4,945.36 4,947.94 2.58 2.30 P-649 513.30 12 Ductile Iron 130.0 false 0.00 Open -679.33 4,936.06 4,936.69 0.64 1.24 P-650 336.30 12 Ductile Iron 130.0 false 0.00 Open -943.37 4.940.07 4,940.84 0.77 2.28 P-651 206.60 10 Ductile Iron 130.0 false 0.00 Open -235.80 4,937.48 4,937.56 0.09 0.42 P-668 373.90 8 Ductile Iron 130.0 false 0.00 Open -79.56 4,937.74 4,937.80 0.08 0.17 P-669 250.00 12 Ductile Iron 130.0 false 0.00 Open 950.51 4,950.02 4,947.94 2.88 2.31 P-672 233.10 8 Ductile Iron 130.0 false 0.00 Closec 0.00 4,937.97 0.00 0.00 0.00 P-673 238.70 8 Ductile Iron 130.0 false 0.00 Open 0.00 0.00 0.00 0.00 0.00 P-675 339.80 8 Ductile Iron 130.0 false 0.00 Open 0.00 0.00 0.00 0.00 0.00 P-676 304.20 8 Ductile Iron 130.0 false 0.00 Open 0.00 0.00 0.00 0.00 0.00 P-677 907.10 8 Ductile Iron 130.0 false 0.00 Close( 0.00 0.00 4,933.84 0.00 0.00 P-678 530.90 12 Ductile Iron 130.0 false 0.00 Open 643.57 4,935.55 4,933.84 1.72 1.12 P-880 272.00 8 Ductile Iron 130.0 false 0.00 Open 0.00 0.00 0.00 0.00 0.00 P-682 450.50 12 Ductile Iron 130.0 false 0.00 Open -643.57 4,935.55 4,936.06 0.50 1.12 P-687 98.40 8 Ductile Iron 130.0 false 0.00 Open -3.84 4.936.02 4,936.02 0.00 0.00 P-688 552,70 12 Ductile Iron 130.0 false 000 Open -524.03 4,936.69 4.937.12 0.42 0.77 P-689 304.20 12 Ductile Iron 130.0 false 0.00 Open -287.01 4,937.65 4,937.72 0.08 0.25 P-690 211.40 8 Ductile Iron 130.0 false 0.00 Open -28.06 4,936.03 4,936.03 0.00 0.02 P-691 166.20 8 Ductile Iron 130.0 false 0.00 Open 3.84 4,936.03 4,936.03 0.00 0.00 P-692 552.20 8 Ductile Iron 130.0 false 0.00 Open -28.08 4,936.03 4,936.04 0.01 0.02 P-693 90.70 10 Ductile Iron 130.0 false 0.00 Open -174.65 4,937.56 4,937.59 0.02 0,24 P-694 89.50 10 Ductile Iron 130.0 false 0.00 Open -203.35 4,937.59 4,937.62 0.03 0.33 P-695 222.00 10 Ductile Iron 130.0 false 0.00 Open -272.18 4,937.62 4,937.74 0.12 0.55 P-697 440A0 8 Ductile Iron 130.0 false 0.00 Open -64.99 4,937.56 4,937.62 0.05 0.12 P-698 381.80 12 Ductile Iron 130.0 false 0.00 Open 1.29 0.00 0.00 0.00 0.00 P-699 214.50 8 Ductile Iron 130.0 false 000 Open 3.84 4,936.02 4,936.02 0.00 0.00 P-700 191.40 8 Ductile Iron 130.0 false 0.00 Open 3.84 4,936.02 4,936.02 0.00 0.00 P-701 758.10 8 Ductile Iron 130.0 false 0.00 Open 1.01 0.00 0.00 0.00 0.00 P-702 311.20 8 Ductile Iron 130.0 false 0.00 Open 2.07 0.00 0.00 0.00 0.00 P-703 683.80 8 Ductile Iron 130.0 false 000 Open 2.06 0.00 0.00 0.00 0.00 P-704 313.20 8 Ductile Iron 130.0 false 0.00 Open 0.79 000 0.00 0.00 0.00 P-705 320.00 12 Ductile Iron 130.0 false 0.00 Open 1.07 0.00 0.00 0.00 0.00 P-706 216.60 8 Ductile Iron 130.0 false 0.00 Open 3.84 4,936.02 _4,936.02 0.00 0.00 Title:Baxter Meadows Project Engineer: Keith Waring j:\...\2a2bph3andcattail calibration modl.wcd Thomas,Dean&Hoskins Inc WaterCAD v6.5[6.51201 01/25/06 10:35:06 PM ©Haestad Methods,Inc 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 3 of 5 Scenario: Calibration to Cattail hydrant flows Fire Flow Analysis Pipe Report Label Length Diamelei Material Hazen- Check Minor Contro ischarg pstteam Structur ownstream Structur Pressur Headloss (ft) (in) William Valve? Loss Status (gpm) Hydraulic Grade Hydraulic Grade Pipe Gradient C oefficien (ft) (ft) Headlos (it/1000ft) (it) P-708 224.30 8 Ductile Iron 130.0 false 0.00 Open 2.38 0.00 0.00 0.00 0.00 P-709 409.60 8 Ductile Iron 130.0 false 0.00 Open 1.06 000 0.00 0.00 0.00 P-710 437.70 8 Ductile Iron 130.0 false 0.00 Open 1.06 0.00 0.00 0.00 0.00 P-711 311.20 8 Ductile Iron 130.0 false 0.00 Open 1.27 0.00 0.00 0.00 0.00 P-712 655.30 8 Ductile Iron 130.0 false 0.00 Open 1.69 0.00 0.00 0.00 0.00 P-713 306.90 8 Ductile Iron 130.0 false 0.00 Open -0.01 0.00 0.00 0.00 0.00 P-714 531.80 10 Ductile Iron 130.0 false 0.00 Close( 0.00 4,936.02 4,937.45 0.00 0.00 P-715 279.50 10 Ductile Iron 130.0 false 0.00 Open -105.13 4,937.45 4,937.48 0.03 0.10 P-716 356.30 8 Ductile Iron 130.0 false 000 Open 1.70 0.00 0.00 0.00 0.00 P-717 333.20 8 Ductile Iron 130.0 false 0.00 Open -54.01 4,937.45 4,937.48 0.03 0.08 P-718 345,10 8 Ductile Iron 130.0 false 0.00 Open -162.85 4,937.48 4,937.70 0.22 0.63 P-719 652.70 8 Ductile Iron 130.0 false 0.00 Open 1.69 0.00 0.00 0.00 0.00 P-720 320.30 8 Ductile Iron 130.0 false 0.00 Open 0.41 0.00 0.00 0.00 0.00 P-721 195.40 8 Ductile Iron 130.0 false 0.00 Open -110.20 4,937.65 4,937.71 0.06 0.31 P-724 208.40 8 Ductile Iron 130.0 false 0.00 Open -117.88 4,937.73 4,937.80 0.07 0.35 P-725 318.80 8 Ductile Iron 130.0 false 0.00 Open -50.31 4,937.71 4,937,73 0.02 0.07 P-726 305.50 8 Ductile Iron 130.0 false 0.00 Open 201.28 4,938.09 4,937.80 0.29 0.94 P-727 401.10 8 Ductile Iron 130.0 false 0.00 Open 1.28 0.00 0.00 0.00 0.00 P-728 002.70 8 Ductile Iron 130.0 false 0.00 Open 1.29 0.00 0.00 0.00 0.00 P-729 179.10 8 Ductile Iron 130.0 false 0.00 Open 0.00 0.00 0.00 0.00 0.00 P-730 192.40 8 Ductile Iron 130.0 false 0.00 Open 0.00 0.00 0.00 0.00 0.00 P-731 410.20 8 Ductile Iron 130.0 false 0.00 Open 1.32 0.00 0.00 0.00 0.00 P-732 239.20 12 Ductile Iron 130.0 false 0.00 Open 1.32 0.00 0.00 0,00 0.00 P-733 269.50 12 Ductile Iron 130.0 false 0.00 Open 0.00 0.00 0.00 0.00 0.00 P-734 155.30 8 Ductile Iron 130.0 false 0.00 Open 0.00 4,936.02 4,936.02 0.00 0.00 P-735 781.40 12 Ductile Iron 130.0 false 0.00 Close( 0.00 4,936.02 4,937.70 0.00 0.00 P-736 124.50 8 Ductile Iron 130.0 false 0.00 Open -139.70 4.931.85 4,932.38 0.54 0.48 P-737 643.60 8 Ductile Iron 130.0 false 0.00 Close( 0.00 0.00 4,936.03 0.00 0.00 P-738 020.40 8 Ductile Iron 130.0 false 0.00 Open 155.30 4,937.45 4,936.86 0.59 0.58 P-739 280.40 8 Ductile Iron 130.0 false 0.00 Open 155.30 4,936.86 4,936.69 0.16 0.58 P-740 250.80 12 Ductile Iron 130.0 false 0.00 Open -144.70 4,932.38 4,932.40 0.02 0.07 P-741 118.90 12 Ductile Iron 130.0 false 0.00 Open -144.70 4,932.40 4,932.55 0.15 0.07 P-742 312.00 8 Ductile Iron 130.0 false 0.00 Open -76.30 4,937.62 4,937.67 0.05 0.15 P-743 372.80 8 Ductile Iron 130.0 false 0.00 Open -76.30 4,937.67 4,937.72 0.06 0.16 P-744 91.10 8 Ductile Iron 130.0 false 0.00 Open -76.30 4,937.72 4,937.74 0.01 0.16 P-745 420.10 10 Ductile Iron 130.0 false 0.00 Open -268.92 4,937.74 4,937.97 0.23 0.54 P-746 306.00 8 Ductile Iron 130.0 false 0.00 Open 0.00 0.00 4,576.36 4,576.36 4,955.43 P-747 464.10 12 Ductile Iron 130.0 false 0.00 Closec 0.00 0.00 4,936.02 0.00 0.00 P-749 412.70 12 Ductile Iron 130.0 false 0.00 Open 887.53 4,933.80 4,932.97 0.84 2.03 P-750 320.40 12 Ductile Iron 130.0 false 0.00 Open 0.00 0.00 0.00 0.00 0.00 P-751 621.10 8 Ductile Iron 130.0 false 0.00 Open 425.00 4,933.27 4,930.94 2.33 3.74 P-752 201.20 8 Ductile Iron 130.0 false 0.00 Open 705.00 4,963.11 4,951.63 11.48 9.56 P-753 500.00 10 Ductile Iron 130.0 false 0.00 Open 1,000.51 4,961.26 4,958.18 3.08 6.17 P-756 334.70 8 Ductile Iron 130.0 false 0.00 Open 201.60 4,939.20 4,938.89 0.31 0.94 P-757 333.30 8 Ductile Iron 130.0 false 0.00 Open 77.92 4,938.58 4,938.52 0.05 0.16 P-758 348.00 8 Ductile Iron 130.0 false 0.00 Open 268.92 4,938.52 4,937.97 0.56 1.60 P-759 424.70 8 Ductile Iron 130.0 false 0.00 Open 191.00 4,938.89 4,938.52 0.36 0.85 P-760 345.30 8 Ductile Iron 130.0 false 0.00 Open 0.00 4,938.89 4,938.89 0.00 0.00 P-761 423.70 10 Ductile Iron 130.0 false 0.00 Clrs;-; 0.00 4,938.89 4,937.97 0.00 0.00 P-762 327.10 8 Ductile Iron 130.0 false 0.00 Open 0.00 0.00 0.00 0.00 0.00 P-763 391,70 8 Ductile Iron 1 130.0 Lfalse 0.00 Open 0.00 0.00 0.00 0.00 0.00 Title: Baxter Meadows Project Engineer: Keith Waring jA...\2a2bph3andcattail calibration modl.wcd Thomas,Dean&Hoskins Inc WaterCAD v6.5[6.5120] 01/25/06 10:35:06 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 4 of 5 Scenario: Calibration to Cattail hydrant flows Fire Flow Analysis Pipe Report Label Length Diametei Material Hazen- Check Minor Control Discharg Jpstream Structure)ovenstream Structun Pressure Headloss (ft) (in) William Valve? Loss Status (gpm) Hydraulic Grade Hydraulic Grade Pipe Gradient C oefficien (ft) (ft) Headlos.(ft/1000ft) (ft) P-764 462.70 8 Ductile Iron 130.0 false 0.00 Closer 0.00 4,938.89 0.00 0.00 0.00 P-765 85.10 8 Ductile Iron 130.0 false 0.00 Open 0.00 0.00 0.00 0.00 0.00 P-766 119.00 8 Ductile Iron 130.0 false 0.00 Open 0.00 0.00 0.00 0.00 0.00 P-767 86.40 8 Ductile Iron 130.0 false 0.00 Open 0.00 0.00 0.00 0.00 0.00 P-770 82.90 12 Ductile Iron 130.0 false 0.00 Open -887.53 4,933.80 4,933.97 0.17 2.03 P-771 211.50 12 Ductile Iron 130.0 false 0.00 Open -89.65 4,931.94 4,931.95 0.01 0.03 P-772 155.70 12 Ductile Iron 130.0 false 0.00 Open 643.57 4,933.84 4,932.54 1.29 1.12 P-773 267.60 8 Ductile Iron 130.0 false 0.00 Open -139.70 4,931.72 4,931.85 0.13 0.48 P-776 491.00 8 Ductile Iron 130.0 false 0.00 Open -31.92 4,936.04 4,936.06 0.02 0.03 P-777 205.70 8 Ductile Iron 130.0 false 0.00 Open -63.73 4,937.71 4,937.73 0.02 0.11 P-778 224.70 8 Ductile Iron 130.0 false 0.00 Open 28.70 4,937.59 4,937.58 0.01 0.02 P-779 235.50 8 Ductile Iron 130.0 false 0.00 Open -76.30 4,937.58 4,937.62 0.04 0.16 P-780 129.70 8 Ductile Iron 130.0 false 0.00 Open 0.00 4,937.58 4,937.58 0.00 0.00 P-781 589.00 8 Ducfile Iron 130.0 false 0.00 Open 25.04 4,932.34 4,932.32 0.01 0.02 P-782 276.90 12 Ductile Iron 130.0 false 0.00 Open 0.00 4,937.70 4,937.70 0.00 0.00 P-783 414.30 12 Ductile Iron 130.0 false 0.00 Open 662.66 4.938.58 4,938.09 0.49 1.18 P-784 614.10 12 Ductile Iron 130.0 false 0.00 Open -457.54 4,937.72 4,938.09 0.37 0.60 P-785 202.20 24 Ductile Iron 130.0 false 0.00 Open 6,110.33 4,976.50 4,977.00 0.50 2.47 P-800 1250.00 10 Ductile Iron 130.0 false 0.00 Open 975.51 4,958.18 4,950.82 7.35 5.88 Title: Baxter Meadows Project Engineer: Keith Waring jA...\2a2bph3andcattail calibration modl.wcd Thomas,Dean&Hoskins Inc WaterCAD v6.5(6.5120] 01/25/06 10:35:06 PM ©Haestad Methods. Inc 37 Brookside Road Waterbury CT 06708 USA +1-203-755-1666 Page 5 of 5 Scenario: Calibration to Cattail hydrant flows Fire Flow Analysis Reservoir Report Label Elevation Zone Inflow Calculated Demand (ft) (gpm) I iydraulic Grad alculated (ft) (gpm) R-1 4,977.00 Zone-16,110.33 4,977.00 -6,110,33 Title: Baxter Meadows Project Engineer:Keith Waring jA...\2a2bph3andcattail calibration modl.wcd Thomas,Dean&Hoskins Inc WaterCAD v6.5[6.51201 01/25/06 10:35:15 PM ®Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06706 USA +1-203-755-1666 Page 1 of 1 a o Bozemzq 34 N Rouse five • PO Pox 1230 Bozeman MT 59771-1230 Phone: 406.582.2375 • Fax: 406.582.2355 Building Division _ Project Address: IUXT 4Z eg, Dat✓S P#11V Owner/Contractor: JAG P,>c t44 �`✓� Permit Number: _Proposed Water Meter Size: MULTPLE -RESIDENTIAL WATER SERVICE CALCULATION WORKSHEET Standard Design Water Supply Fixture Units _Appliances and Fixtures Fixture Units Number of Fixtures #Units Bathtub/Combination Tub/Shower 4.0 X 2 = _ Clothes washer 4.0 X = 1f Dishwasher 1.5 X Hose Bibb 2.5 X I = Z o Additional Hose Bibb(each) 1.0 X I = 1 Lavatory 1.0 X 3 = 3 Kitchen Sink 1.5 X I _ S Laundry Sink 1.5 X I _ /•S Shower(per head) 2.0 X = O Water closet(1.6 GPF) 2.5 X 3 = Total Number of Fixture Units Fixture Unit Tables for Determining Water Pipe &Meter Size Pressure Range—Over 60 PSI Circle the length in feet to the farthest fixture and applicable service,meter and branch sizes below based on the total number of fixture units detailed above Maximum Allowable Length in feet Meter Supply 60' 80' 100, 150' 200' and and Service Branches 3/4" 3/4" 20 20 20 17 13 30 '/4" 1" 1" 1" 39 39 39 38 32 4 P/a" 39 1" 1'/4" 78 78 78 74 62 1'/z" 1%4" 78 78 78 78 74 1" 1'/Z"/2" 85 85 85 85 85 1'2" 1'/z" 151 151 151 151 151 2" 1'/2" 151 151 151 151 151 1'/z" 2" 370 370 370 360 335 2" 2" 370 370 370 370 370 NOTE:Appendix A of the 2000 Uniform Plumbing Code:Recommended Rules for Sizing Water SU PIV Systems,a registered Montana mechanical engineers design,or manufacture's design specifications may be utilized in lieu of this design method. Provide information to the Building Division for review. STORM WATER DETENTION AND STORM DRAINAGE DESIGN CALCULATIONS 10 I I I I I 1 + 1. NW azo j' UNDETAINEDilk ; z- I 25 17 1 ' ~ ; POND A _-DITCH CROSSING.CULVERTS I KIMBERWICKESTREET 10 (3) 3.e5' x 2.22' RCPA z 1.10 OFFSITE DETENTION +TQ' KUABERWICKE STREET 46, 100' 200' 300' `v U T o za�/ I _ DABERWICKEALLE'�' ExlsnNcYPOND KI -- - _ S C A L E a W y / � fr. zln z { LEGEND LLI��� � zs www CENTRAL a. 1 EXISTING DESCRIPTION � I III A'LANE UNDETAINED - - - CONTOUR F� o E- fags I, p;,, +y1}� {_ J •o •' - .t1�� qp! ; - - �'' 1 sU'� NEW STORM DRAIN PIPE tV I _ I • NEW STORM DRAIN INLET w m r44 �r ^ ril tt�j t lip- ............... -.J • NEW STORM DRAIN MANH OLE ¢ Q Q '_✓�1F i - 'A"EANr A11.EY r '' �3 '" '� �> .1 ._... _ .. 4�. 1 0 0 INLET.r �+• � INLETID NUMBER Ep !' 1 1 � � I 13 SUB-BASIN ID NUMBER 3 a I Ili 1 ! / '-j. SUB-BASIN BOUNDARY A 7 W d S �1'i 2. '�';,x ! li - / fit' I m m mRl ll� E 1 "B•LANE __ .`Y� DRAWN BY: 0 _ i O1 Z�r .. _. .., .. - _-. - �� � .- � ... - _ 1 —.— DESIGNED BY: 1fP 0 1 O'I, P Y_C C_ [ f vYS > QUALITY CHECK: I DATE: 2 2T/06 POND 11 ( v r<l _� F EB B05-016(015) DBOOK - -B-t NEALLEY <5 POND f' CD i t iyr. U) SD 42? U :.. • I +��n >j ,..;S7C/ y y,.yt,.- - 1 L'nrr+. fit> 1NC: r11 VI.rfiS ~. .-. =:.mot. L I O. N ' `�. '.S '� } (�1 s 1F v 2.1 t 0'A o 23 �171T1g-� O Q 1 r r / 3 K ,�/ w \ /! Q _J r 1 _ � IANALL�Y:Uf. R _ 'j, a --ti - W l\` > < W m )Y S'�r Q \ OFFSITE DETENTION l m O Q Z 14 o '`C'DRIVE 2 s) : n �� p POND DLLJ Lo c \_ 1 . - i m OFFSITE DETENTION I W O i yy PONCD I R o i f _ j i�[c` {._ CAD NODS 1 15 x.DWG ,rr1� SHEET I OF 1 r Qzo i onZZ KIMBERWICKFSTREET —KMBMMGKESTREl�T• - — _ -- — — — I 0 100' 200' 300' 0 KIMB€ C�cE�U_b'r Z z a - - \ V]�" �h I( N I . 1♦ . _ ` O N LEGEND >LLJ E. zm EXISTING DESCRIPTION o 0 o O ' 1h ; — `t `a. 1 `, f - 0• I - - - _ .__ -_ CONTOUR m '� ' - 1 •, ,4�'••11j - SUB-BASIN BOUNDARY m t - } , l ;5: 1 ,, o� I I I w x m1 --- ttjj -- ----._ 1 - ' It _- .` , , ,.1. DRAWN BY: e wb WEST Ap /BA[�S IN \ I_ p T �+ I 1 0 '�� 25.U2 11Cf\EJ \ '+ �' NOf't 1 'J�N 3ji.._. ;� 1 `•�� u+ DESIGNED BY: IfP m �t� - � '` ,. !••' �•,- I QUALITY CHECK: ,1 '(�wq�lE --. - DATE: 3130/06 46.30pS ...., t I t 1 '•i '�., `:\. 30B N0. B05A,6(D,5) LANEA"LEY —� '1 ' I II 1 !fI ^'��• ' v1eLDsoox ao DO 1 '. 1 I 0, -, , _ -_ a jr 1 - w 2 z 3 1 I ptNcaq —• a O zLuLXEry H CL tt1 � -- 7 � z w —� a ' i i •!•- f• O N �.r _ �;, - 0 0 w 1 w CL LLI � I t .� I ' 1 i i w74 � cu a if o - NCD Lo CDii, i I I _� - - - - - - - - - - - - - - - - - - - - - - --�� - a I as /J I , L-------------------------------- ANF-BAXTER� L ------ - .. - ._ -. -- CAO NO.5160155Dtr�.• IllYt, SIiFET 0F Summary Inlet Design Baxter Meadows Phase 3 March 2006 Inlet No. Road YCA t, i25 Q25 Inlet Cap.** Roadway Cap (ac) (min) in/hr) (cfs) (cfs (cfs) 1 C Dr. 0.78 * 5 3.83 3.0 3.3 3.6 2 C Dr. 0.26 * 4 4.41 1.3 3.3 3.6 3 E Dr. 0.59 * 4 4.41 2.6 3.3 >3.6 4 Equestrian 0.42 * 6 3.40 1.4 >0.9 >3.6 5 B Lane 0.87 * 5 3.83 3.3 3.3 >3.6 6 E Dr. 0.24 * 5 3.83 0.9 3.3 >3.6 7 A Lane 0.67 * 6 3.40 2.3 3.3 >3.6 8 E Dr. 0.7 * 5 3.83 2.7 3.3 >3.6 9 Kimberwicke 0.52 8 2.83 1.5 0.91 3.6 10 E Dr. 0.54 * 7 3.08 1.7 3.3 >3.6 11 C Dr. 0.79 * 4 4.41 3.5 5.0** >3.6 13 Equestrian 0.18 * 4.2 4.30 0.8 3.3 3.6 14 Equestrian 3.28 45 0.94 3.1 3.3 3.6 15 Kimberwicke 1.449 16 1.82 2.6 3.3 3.6 16 Kimberwicke 0.19 * 2 6.88 1.3 3.3 3.6 17 E Dr. 0.074 * 1 10.72 0.8 0.9 >3.6 18 JE Dr. 0.074 * 1 10.72 0.8 0.9 >3.6 23 Equestrian 0.29 *1 3 5.31 1.5 3.3 3.6 24 Equestrian 0.29 * 3 5.31 1.5 3.3 3.6 25 Harper Puckett 1.57 6 3.40 5.3 5.0** >5.3 26 C Dr. 0.36 * 5 3.83 1.4 3.3 >3.6 27 C Dr. 0.82 * 4 4.41 3.6 5.0** >3.6 28 C Dr. 0.34 * 4 4.41 1.5 3.3 >3.6 *Roadway peak flow exceeds gross area flow Flow is picked up at inlet#5 **Depress inlet 0.1' below normal gutter grade Storm Drain Summary n=.015-PVC+RCP Baxter Meadows Phase 3 March 2006 From To Q25yr tc Pipe Size Min. Slope Y/D Velocity Inlet# Inlet# (cfs) (min) (dia-in.) (%) (dec.) (fps) 2 1 1.3 4 12" 0.5 0.45 3.0 1 Pond D 4.0 5 15" 0.61 0.76 4.2 3 4 2.6 4 12" 0.8 0.8 4.0 4 23 3.4 6 15" 0.5 0.75 3.7 23 24 4.0 7 15" 0.6 0.76 4.0 24 Pond H 4.9 7 18" 0.4 0.75 3.7 6 5 0.9 5 12" 0.5 0.45 2.7 5 Pond F 4.3 5 15" 0.8 0.75 4.5 7 8 2.3 7 15" 1.0 0.45 4.3 10 8 1.7 7 12" 0.51 0.66 3.2 8 9 5.4 8 15" 1.0 0.72 5.2 9 Pond A 6.9 8 15" 2.0 0.64 7.5* 15 16 2.5 8 12" 0.8 0.75 4.0 16 MH 3.1 8 15" 0.5 0.65 3.5 MH Pond A 2.8 9 15" 0.5 0.60 3.5 25 Pond B 5.3 6 18" 0.5 0.73 4.1* 17 18 0.8 1 12" 0.6 0.4 2.7 18 Pond A 1.6 1 15" 0.5 0.45 3.0 11 26 3.5 4 12" 1.5 0.75 5.5 26 MH 4.4 5 15" 0.8 0.72 4.7 27 28 3.6 4 12" 1.5 0.8 5.5 28 MH 5.1 4 15" 1.0 0.72 5.1 MH 14 8.8 5 18" 1.0 0.8 6.0 14 13 8.3 6 18" 1.0 0.73 6.0 13 Pond B 9.8 5 24" 0.4 0.7 4.4* * Requires erosion protection at outlet Detention Pond Summary Baxter Meadows Phase 3 March 2006 Water Pond Vol. Y_CA t, Qau Qact. LW WW DAUG Outlet Pipe Comments c.f. (ac) (min) (cfs) cfs (ft) (ft) (ft) in A 16,300 8.45 56 2.0 1.2 240 75 1.0 6 '/a"dia orif. B 12,500 9.64 45 3.1 2.8 370 24 1.0 6"w x 17"h Std. outlet _ slot D 3,300 2.52 30 1.2 1 120 40 1.0 5 3/"dia orif. F 1,960 1.62 26 0.6 0.6 112 27 1.0 4'/z"dia orif, 4:1 SS H 3600 3.09 33 1.1 1.1 327 14 1.0 6" dia orif. Notes: -Provide 4:1 SS where possible -Slope pond bottoms at=0.5% grade to outlet, provide concrete trickle channels -Water depths vary form 0.5' — 1.5' from shallow to deep end -Provide approximately 1.0' freeboard to top of bank -Orifices as noted under comments. r r` �a� XXX >CXX � Ux M W) 10 r- CN o Xo 0 0 0 0 l LU LO N O N O O O Q 1'- v Cl) z �z c MZ go - G Z Cl) ch D Z W � 0 LU N — LO H OM ZW N O J � N LL ,, w Z o o � o r ,O000v — - I N O Co L tM N .— O unOH 2Gd S3HON1 NI AilSN31Nl llddNIV2l FIGURE I-2 RAINFALL INTENSITY-DURATION IN MINUTES 29 -� 1200 140 If r � r 1000 ° W ( r o\ o - ► I ( , W SooI A / r r 100 2 1 r 'o, / f- ► or I SO uj Of o G7 , u a 400 r 'r i 60 a ► / o 200 r � 40 0 i /. 0 T ZAZ "'o, 1 ' V r 0 - - - 20 00, / o Ida 0 FIGURE I-I TIME OF CONCENTRATION (Rational Forniula) 28 Rational Method (continued) I .2 3 .5 I 2 3 5 10 20 50 t ftih I Hu If 30 s 30 3 w 20 v ? 20 1 P W 0 � IL t i Z 10 10 O O �• v W 5 ,�� �� �� Q 5 sl J t b y 3 g �P � 3 ~ Q 2 ���,, o �oQ, 2 �0 2 a A IV f I I .a .a .1 .2 .3 .5 1 2 3 5 10 20 i VELOCITY , V (FT / SEC) ` 1 i Figure 7-1 Velocities For Upland Method Of Estimating Time Of Concentration Source: HEC No. 19, FHWA 7 - 28 r i� 1 r r FAM HIM !1 �I II � - lI �I ___._----••- +h _�/�� ALL ������ , G -e 1�w• S ay� 77 D =--Z 2n-=qr 3F z Op ty,� / - jhl G -,f 4k �m n f � e h / 2 / IJALVI ��v L kA !h fir,tom(- 7ki ?U i 02L :: , I • e- �Z &0A 3 a -24 a � x6;0 ' � h l Z ikf 1j eq�, �G� � � . �rIQ� X Z ' • a 1 7ZA4,1 l_Q Ato AX 14 (Y2 2< (9/7 4� -� - z/7 2 2 , 45 � 0.1 eL,�X/ ih 11 a7lo LO ,;P,F 7,1 '1 Yz- n3 y� -2pn f ! 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Le.15 I I�. i ii lA S �I e�- I� i 1 I ilk 11 �II f, I �l� 1 CURRENT DATE : 03-29-2006 ®'-�l�j�, f FILE DATE: 03-29-2006 CURRENT TIME : 16 : 57 : 08 FILE NAME: BMEQRCPS FHWA CULVERT ANALYSIS HY-8 , VERSION 6 . 1 C SITE DATA CULVERT SHAPE, MATERIAL, INLET U L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET NO. (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 4681 . 00 4680 . 20 105 . 00 2 RCP 3 . 00 3 . 00 . 013 CONVENTIONAL 2 3 4 5 6 SUMMARY OF CULVERT FLOWS (cfs) FILE: BMEQRCPS DATE: 03-29-2006 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 4681 . 00 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4682 . 26 18 . 0 18 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4682 . 96 36 . 0 36 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4683 . 52 54 . 0 54 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4684 . 04 72 . 0 72 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4684 . 62 90 . 0 90 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4685 . 31 108 . 0 108 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4685 . 52 113 . 0 113 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4687 . 03 144 . 0 142 . 8 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 01 13 4687 . 31 162 . 0 147 . 7 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 12 . 79 10 4687 .42 180 . 0 149 . 5 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 29 . 07 7 4687 . 02 142 . 5 142 . 5 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: BMEQRCPS DATE: 03-29-2006 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 4681 . 00 0 . 000 0 . 00 0 . 00 0 . 00 4682 . 26 0 . 000 18 . 00 0 . 00 0 . 00 4682 . 96 0 . 000 36 . 00 0 . 00 0 . 00 4683 . 52 0 . 000 54 . 00 0 . 00 0 . 00 4684 . 04 0 . 000 72 . 00 0 . 00 0 . 00 4684 . 62 0 . 000 90 . 00 0 . 00 0 . 00 4685 . 31 0 . 000 108 . 00 0 . 00 0 . 00 4685 . 52 0 . 000 113 . 00 0 . 00 0 . 00 4687 . 03 -0 . 010 144 . 00 1 . 21 0 . 84 4687 . 31 -0 . 006 162 . 00 1 . 55 0 . 96 4687 .42 -0 . 005 180 . 00 1 . 39 0 . 77 <1> TOLERANCE (ft) = 0 . 010 <2> TOLERANCE M = 1 . 000 2 CURRENT DATE : 03-29-2006 FILE DATE : 03-29-2006 CURRENT TIME : 16 : 57 : 08 FILE NAME : BMEQRCPS PERFORMANCE CURVE FOR CULVERT 1 - 2 ( 3 . 00 (ft) BY 3 . 00 (ft) ) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) 0 . 00 4681 . 00 0 . 00 0 . 00 0-NF 0 . 00 0 . 00 0 . 00 0 . 30 0 . 00 0 . 00 18 . 00 4682 . 26 1 . 26 1 . 26 1-S2n 0 . 79 0 . 94 0 . 80 1 . 28 5 . 94 2 . 64 36 . 00 4682 . 96 1 . 96 1 . 96 1-S2n 1 . 14 1 . 35 1 . 05 1 . 61 8 . 13 3 . 32 54 . 00 4683 . 52 2 . 52 2 . 52 1-S2n 1 .43 1 . 67 1 . 37 1 . 87 8 . 56 3 . 80 72 . 00 4684 . 04 3 . 04 3 . 04 5-S2n 1 . 71 1 . 94 1 . 64 2 . 09 9 . 08 4 . 17 90 . 00 4684 . 62 3 . 62 3 . 62 5-S2n 1 . 98 2 . 18 1 . 88 2 . 30 9 . 67 4 .48 108 . 00 4685 . 31 4 . 31 4 . 31 5-S2n 2 . 29 2 . 38 2 . 18 2 .48 9 . 81 4 . 74 113 . 00 4685 . 52 4 . 52 4 . 52 5-S2n 2 . 38 2 .43 2 . 33 2 . 53 9 . 61 4 . 80 142 . 79 4687 . 02 6 . 02 5 . 62 3-M2t 3 . 00 2 . 67 2 . 81 2 . 81 10 .44 5 . 18 147 . 66 4687 . 31 6 . 31 6 . 02 3-M2t 3 . 00 2 . 71 2 . 96 2 . 96 10 . 52 5 . 36 149 . 54 4687 . 42 6 . 42 5 . 61 3-Mlf 3 . 00 2 . 72 3 . 00 3 . 10 10 . 58 5 . 53 El . inlet face invert 4681 . 00 ft El . outlet invert 4680 .20 ft El . inlet throat invert 0 . 00 ft El . inlet crest 0 . 00 ft ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0 . 00 ft INLET ELEVATION 4681 . 00 ft OUTLET STATION 105 . 00 ft OUTLET ELEVATION 4680 . 20 ft NUMBER OF BARRELS 2 SLOPE (V/H) 0 . 0076 CULVERT LENGTH ALONG SLOPE 105 . 00 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 3 . 00 ft BARREL MATERIAL CONCRETE BARREL MANNING' S n 0 . 013 INLET TYPE CONVENTIONAL INLET EDGE AND WALL SQUARE EDGE WITH HEADWALL INLET DEPRESSION NONE 3 CURRENT DATE : 03-29-2006 FILE DATE : 03-29-2006 CURRENT TIME : 16 : 57 : 08 FILE NAME: BMEQRCPS TAILWATER ***** USER DEFINED CHANNEL CROSS-SECTION FILE NAME : BAXMEQUE MAIN CHANNEL ONLY FILE DATE : 02-13-2006 LEFT CHANNEL BOUNDARY 0 RIGHT CHANNEL BOUNDARY 0 MANNING n LEFT OVER BANK 0 . 000 MANNING n MAIN CHANNEL 0 . 040 MANNING n RIGHT OVER BANK 0 . 000 SLOPE OF CHANNEL 0 . 0100 ft/ft CROSS-SECTION X Y COORD. NO. (ft) (ft) 1 0 . 00 4687 . 00 2 7 . 00 4681 . 50 3 14 . 50 4680 . 50 4 17 . 50 4680 . 50 5 24 . 50 4686 . 00 ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W. S .E. FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (ft) (f/s) (psf) 0 . 00 4680 . 50 0 . 000 0 . 30 0 . 00 0 . 00 18 . 00 4681 .48 0 . 591 1 . 28 2 . 64 0 . 37 36 . 00 4681 . 81 0 . 621 1 . 61 3 . 32 0 . 53 54 . 00 4682 . 07 0 . 639 1 . 87 3 . 80 0 . 64 72 . 00 4682 .29 0 . 651 2 . 09 4 . 17 0 . 74 90 . 00 4682 . 50 0 . 661 2 . 30 4 .48 0 . 83 108 . 00 4682 . 68 0 . 668 2 .48 4 . 74 0 . 90 113 . 00 4682 . 73 0 . 670 2 . 53 4 . 80 0 . 92 144 . 00 4683 . 01 0 . 680 2 . 81 5 . 18 1 . 03 162 . 00 4683 . 16 0 . 685 2 . 96 5 .36 1 . 08 180 . 00 4683 . 30 0 . 689 3 . 10 5 . 53 1 . 13 Note: Shear stress was calculated using R. ROADWAY OVERTOPPING DATA ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 33 . 00 ft ***** USER DEFINED ROADWAY PROFILE CROSS-SECTION X Y COORD. NO. ft ft 1 0 . 00 4688 .46 2 100 . 00 4687 . 02 3 200 . 00 4687 . 51 �c 1 CURRENT DATE : 03-29-2006 �J FILE DATE : 03-29-2006 CURRENT TIME : 16 : 3 8 : 54 � m.P FILE NAME : BAXMEQUE FHWA CULVERT ANALYSIS HY-8 , VERSION 6 . 1 C SITE DATA CULVERT SHAPE, MATERIAL, INLET U L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET NO. (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 4681 . 00 4680 . 20 105 . 00 2 RCPE 4 .42 2 . 83 . 013 CONVENTIONAL 2 4681 . 00 4680 . 20 105 . 00 1 RCPE 3 . 75 2 . 42 . 013 CONVENTIONAL 3 4 5 6 SUMMARY OF CULVERT FLOWS (cfs) FILE : BAXMEQUE DATE: 03-29-2006 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 4681 . 00 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 0 4681 . 85 21 . 3 14 . 7 6 . 6 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 4 4682 . 25 42 . 6 29 . 5 13 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 3 4682 . 63 63 . 9 44 . 9 18 . 7 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 3 4683 . 06 85 . 2 63 . 3 21 . 3 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 5 4683 .40 106 . 5 81 . 6 21 . 3 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 10 4683 .47 113 . 0 84 . 9 21 . 3 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 10 4684 . 17 149 . 1 106 . 5 42 . 6 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 3 4684 .43 170 .4 132 . 7 42 . 6 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 10 4684 . 97 191 . 7 151 . 5 52 . 8 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 19 4685 . 27 213 . 0 158 .4 55 . 1 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 3 4687 . 02 298 .2 213 . 0 85 .2 0 . 0 0 . 0 0 . 0 0 . 0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: BAXMEQUE DATE: 03-29-2006 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 4681 . 00 0 . 000 0 . 00 0 . 00 0 . 00 4681 . 85 -0 . 004 21 . 30 0 . 03 0 . 14 4682 . 25 -0 . 002 42 . 60 0 . 10 0 . 23 4682 . 63 -0 . 003 63 . 90 0 .24 0 . 38 4683 . 06 -0 . 007 85 . 20 0 . 65 0 . 76 4683 . 40 0 . 000 106 . 50 3 . 60 3 . 38 4683 . 47 0 . 000 113 . 00 6 . 84 6 . 05 4684 . 17 0 . 000 149 . 10 0 . 00 0 . 00 4684 . 43 0 . 000 170 .40 -4 . 92 -2 . 89 4684 . 97 0 . 000 191 . 70 -12 . 53 -6 . 54 4685 . 27 0 . 007 213 . 00 -0 .49 -0 . 23 <1> TOLERANCE (ft) = 0 . 010 <2> TOLERANCE (%) = 1 . 000 2 CURRENT DATE : 03-29-2006 FILE DATE : 03-29-2006 CURRENT TIME : 16 : 38 : 54 FILE NAME : BAXMEQUE PERFORMANCE CURVE FOR CULVERT 1 - 2 ( 4 .42 (ft) BY 2 . 83 (ft) ) RCPE DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) 0 . 00 4681 . 00 0 . 00 0 . 00 0-NF 0 . 00 0 . 00 0 . 00 0 . 30 0 . 00 0 . 00 14 . 69 4681 . 86 0 . 86 0 . 86 1-S2n 0 . 54 0 . 65 0 . 45 1 . 35 6 . 58 2 . 79 29 . 52 4682 . 25 1 . 25 1 . 25 1-S2n 0 . 76 0 . 95 0 . 75 1 . 71 6 . 67 3 . 51 44 . 92 4682 . 64 1 . 64 1 . 64 1-S2n 0 . 95 1 . 19 0 . 89 2 . 00 8 . 08 4 . 01 63 . 25 4683 . 06 2 . 06 2 . 06 1-S2n 1 . 15 1 .43 1 . 16 2 . 24 7 . 99 4 . 40 81 . 60 4683 . 40 2 .40 2 . 40 1-S2n 1 . 32 1 . 64 1 . 24 2 .47 9 .47 4 . 72 84 . 86 4683 .45 2 . 45 2 .45 1-S2n 1 . 35 1 . 68 1 . 28 2 . 53 9.49 4 . 80 106 . 50 4683 . 84 2 . 82 2 . 84 4-FFt 1 . 54 1 . 90 2 . 83 2 . 85 5 .25 5 . 23 132 . 72 4684 .44 3 . 29 3 . 44 4-FFt 1 . 77 2 . 13 2 . 83 3 . 03 6 . 54 5 .44 151 . 49 4684 . 97 3 . 69 3 . 97 4-FFt 1 . 93 2 .28 2 . 83 3 . 19 7 .46 5 . 64 158 . 38 4685 . 27 3 . 85 4 . 27 4-FFt 1 . 99 2 . 32 2 . 83 3 . 35 7 . 80 5 . 81 El . inlet face invert 4681 . 00 ft El . outlet invert 4680 .20 ft El . inlet throat invert 0 . 00 ft El . inlet crest 0 . 00 ft ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0 . 00 ft INLET ELEVATION 4681 . 00 ft OUTLET STATION 105 . 00 ft OUTLET ELEVATION 4680 . 20 ft NUMBER OF BARRELS 2 SLOPE (V/H) 0 . 0076 CULVERT LENGTH ALONG SLOPE 105 . 00 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE ELLIPTICAL BARREL SPAN 4 . 42 ft BARREL RISE 2 . 83 ft BARREL MATERIAL CONCRETE BARREL MANNING' S n 0 . 013 INLET TYPE CONVENTIONAL INLET EDGE AND WALL GROOVED END PROJECTING INLET DEPRESSION NONE 3 CURRENT DATE: 03-29-2006 FILE DATE : 03-29-2006 CURRENT TIME : 16 : 38 : 54 FILE NAME : BAXMEQUE PERFORMANCE CURVE FOR CULVERT 2 - 1 ( 3 . 75 (ft) BY 2 . 42 (ft) ) RCPE DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) 0 . 00 4681 . 00 0 . 00 0 . 00 0-NF 0 . 00 0 . 00 0 . 00 0 . 30 0 . 00 0 . 00 6 . 58 4681 . 85 0 . 86 0 . 86 1-S2n 0 . 54 0 . 65 0 .45 1 . 35 6 . 63 2 . 79 12 . 98 4682 . 25 1 . 26 1 . 26 1-S2n 0 .77 0 . 94 0 . 77 1 . 71 6 . 31 3 . 51 18 . 74 4682 . 62 1 . 62 1 . 62 1-S2n 0 . 93 1 . 15 0 . 85 2 . 00 8 . 06 4 . 01 21 . 30 4682 . 76 1 . 76 1 . 76 1-S2n 1 . 00 1 .23 0 . 93 2 . 24 8 . 11 4 .40 21 . 30 4682 . 93 1 . 76 1 . 93 1-Slf 1 . 00 1 . 23 2 .42 2 .47 2 . 90 4 . 72 21 . 30 4682 . 99 1 . 76 1 . 99 1-Slf 1 . 00 1 . 23 2 .42 2 . 53 2 . 90 4 . 80 42 . 60 4684 . 08 2 . 72 3 . 08 4-FFt 1 .48 1 . 77 2 . 42 2 . 85 5 . 80 5 .23 42 . 60 4684 . 26 2 . 72 3 . 26 4-FFt 1 .48 1 . 77 2 .42 3 . 03 5 . 80 5 .44 52 . 75 4684 . 97 3 .27 3 . 97 4-FFt 1 . 71 1 . 97 2 .42 3 . 19 7 . 19 5 . 64 55 . 11 4685 . 27 3 .41 4 . 27 4-FFt 1 .77 2 . 00 2 .42 3 . 35 7 . 51 5 . 81 El . inlet face invert 4681 . 00 ft El . outlet invert 4680 .20 ft El . inlet throat invert 0 . 00 ft El . inlet crest 0 . 00 ft ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0 . 00 ft INLET ELEVATION 4681 . 00 ft OUTLET STATION 105 . 00 ft OUTLET ELEVATION 4680 . 20 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0 . 0076 CULVERT LENGTH ALONG SLOPE 105 . 00 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE ELLIPTICAL BARREL SPAN 3 . 75 ft BARREL RISE 2 . 42 ft BARREL MATERIAL CONCRETE BARREL MANNING' S n 0 . 013 INLET TYPE CONVENTIONAL INLET EDGE AND WALL GROOVED END PROJECTING INLET DEPRESSION NONE 4 ,CURRENT DATE : 03-29-2006 FILE DATE: 03-29-2006 CURRENT TIME : 16 : 38 : 54 FILE NAME : BAXMEQUE TAILWATER ***** USER DEFINED CHANNEL CROSS-SECTION FILE NAME: BAXMEQUE MAIN CHANNEL ONLY FILE DATE : 02-13-2006 LEFT CHANNEL BOUNDARY 0 RIGHT CHANNEL BOUNDARY 0 MANNING n LEFT OVER BANK 0 . 000 MANNING n MAIN CHANNEL 0 . 040 MANNING n RIGHT OVER BANK 0 . 000 SLOPE OF CHANNEL 0 . 0100 ft/ft CROSS-SECTION X Y COORD. NO. (ft) (ft) 1 0 . 00 4687 . 00 2 7 . 00 4681 . 50 3 14 . 50 4680 . 50 4 17 . 50 4680 . 50 5 24 . 50 4686 . 00 ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W.S .E. FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (ft) (f/s) (psf) 0 . 00 4680 . 50 0 . 000 0 . 30 0 . 00 0 . 00 21 . 30 4681 . 55 0 . 598 1 . 35 2 . 79 0 .41 42 . 60 4681 . 91 0 . 629 1 . 71 3 . 51 0 . 57 63 . 90 4682 . 20 0 . 646 2 . 00 4 . 01 0 . 70 85 . 20 4682 .44 0 . 659 2 . 24 4 . 40 0 . 80 106 . 50 4682 . 67 0 . 668 2 .47 4 . 72 0 . 89 113 . 00 4682 . 73 0 . 670 2 . 53 4 . 80 0 . 92 149 . 10 4683 . 06 0 . 682 2 . 85 5 .23 1 . 04 170 . 40 4683 . 23 0 . 687 3 . 03 5 . 44 1 . 11 191 . 70 4683 . 39 0 . 692 3 . 19 5 . 64 1 . 17 213 . 00 4683 . 55 0 . 696 3 . 35 5 . 81 1 . 22 Note : Shear stress was calculated using R. ROADWAY OVERTOPPING DATA ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 33 . 00 ft ***** USER DEFINED ROADWAY PROFILE CROSS-SECTION X Y COORD. NO. ft ft 1 0 . 00 4688 . 46 2 100 . 00 4687 . 02 3 200 . 00 4687 . 51 QtJ LOW POIN1 ELEV = 4687.02 LOW POINT STA = 13+67. 16 PVI STA = 13+50 PVI ELEV = 4686.81 A.D. = 2.35 K = 36.20 85.00' VC O O = O + cD 00 r7 -t Q0 cn W °' Oq6q > (01 m �I w W m cc I co Acp Lii J - W � C 0 0 a S 13-�12- w Q m 0 m m 3 0 c � � 0-) 6) � �•O -oQo CC) 0 , E � 0� r 0I � � CC) � (D � c � Q � 0 00 00 � 00 � 00 00 000 J (D (Jo (9 cD CD � Qo Cfl r 0 +00 13+00 14+00 b 0 m C) 0 0 N_ •� I I I I r EL I o I LLJ N II N 1 ! m I 3 � Q m m---- — i eg1 1eto�p. � 1er�.4oe�1 os12121681.9?t izo� GA 7 rn t ,968x883 �. 4688 ., ui 1 A666 O 4685 (O 4684 � 4683 4682 0 � I �a- 4681 C. o I 1 to I 0 I Ln I ABU 'Y. _ _I i i IF 1 CURRENT DATE : 03-29-2006 _ 4- CURRENT TIME : 16 : 04 : 09 FILE DATE : 03-29-2006 FILE NAME : BAXMKIMB FHWA CULVERT ANALYSIS HY-8 , VERSION 6 . 1 C SITE DATA U CULVERT SHAPE, MATERIAL, INLET L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET NO. (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 4670 . 20 4669 . 69 105 . 00 2 RCPE 2 4670 . 20 4669 . 69 105 . 00 1 RCPE 4 . 42 2 . 83 . 013 CONVENTIONAL 3 3 . 75 2 . 42 . 013 CONVENTIONAL 4 5 6 SUMMARY OF CULVERT FLOWS (cfs) FILE: BAXMKIMB DATE: 03-29-2006 ELEV (ft) TOTAL 1 2 3 4 5 4670 . 20 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 6 ROADWAY ITR 0 0 . 4671 . 10 23 . 8 16 . 4 '7 • 3 0 • 0 0 0 . 0 0 . 00 0 0 . 0 0 . 0 0 . 0 0 . 00 3 4671 . 54 47 . 6 33 . 3 14 . 3 0 • 0 0 . 0 0 . 0 0 . 0 0 . 00 3 4671 . 96 71 .4 49 . 9 21 . 3 0 • 0 4672 . 32 95 . 2 66 . 2 28 . 8 0 . 0 0 . 0 0 . 0 0 0 0 . 00 3 4672 . 56 114 . 0 79. 4 34 . 4 0 • 0 0 . 00 3 4672 . 92 142 . 8 100 . 4 42 . 4 0 . 0 0 • 0 0 ' 0 0 . 0 0 . 00 2 4673 . 29 166 . 6 121 . 8 44 . 9 0 . 0 0 • 0 0 . 0 0 . 0 0 . 00 3 0 0 . 0 0 . 0 0 . 00 3 4673 . 69 190 .4 141 . 9 47 . 6 0 . 0 0 0 • 0 0 ' 0 0 . 0 0 . 00 6 4674 . 06 214 .2 152 . 8 61 . 5 0 • 0 0 . 0 0 . 0 0 . 0 0 . 00 4 4674 . 58 238 . 0 179 . 1 58 . 4 0 • 0 0 . 0 0 . 0 0 . 0 0 . 00 5 4677 . 65 333 .2 238 . 0 95 ,2 0 • 0 0 . 0 0 . 0 0 . 0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: BAXMKIMB DATE: 03-29-2006 HEAD HEAD TOTAL FLOW ELEV (ft) ERROR (ft) FLOW FLOW (cfs) ERROR (cfs) ERROR 4670 . 20 0 . 000 0 . 00 0 . 00 4671 . 10 -0001 23 . 80 0 . 00 . 4671 . 54 0 . 000 0 . 08 0 . 34 4671 . 96 47 . 60 0 . 00 0 . 00 -0 . 003 71 .40 0 . 25 4672 . 32 -0 . 003 95 . 20 0 . 21 0 . 35 4672 . 56 -0 . 002 114 . 00 0 . 22 4672 . 92 0 . 000 0 . 13 0 . 11 4673 . 29 142 . 80 0 . 01 0 . 01 0 . 001 166 . 60 -0 . 05 -0 . 03 4673 . 69 0 . 001 190 .40 0 . 94 4674 . 06 0 . 001 190 . 40 0 . 49 4674 . 58 -0 . 12 -0 . 06 - -0 . 005 238 . 00 0 .44 0 . 18 <1> TOLERANCE (ft) = 0 . 010 <2> TOLERANCE (%) 1 . 000 Y 2 CURRENT DATE: 03-29-2006 FILE DATE : 03-29-2006 CURRENT TIME : 16 : 04 : 09 FILE NAME : BAXMKIMB PERFORMANCE CURVE FOR CULVERT 1 - 2 ( 4 . 42 (ft) BY 2 . 83 (ft) ) RCPE DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL GRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) 0 . 00 4670 . 20 0 . 00 0 . 00 0-NF 0 . 00 0 . 00 0 . 00 0 . 11 0 . 00 0 . 00 16 . 39 4671 . 11 0 . 91 0 . 91 1-S2n 0 . 63 0 . 69 0 . 64 0 . 97 4 . 55 2 . 82 33 . 34 4671 . 54 1 . 34 1 . 34 1-S2n 0 . 91 1 . 01 0 . 81 1 . 34 6 . 76 3 . 52 49 . 87 4671 . 97 1 . 77 1 . 77 1-S2n 1 . 14 1 . 26 1 . 06 1 . 62 7 . 12 4 . 03 66 . 16 4672 . 32 2 . 12 2 . 12 1-S2n 1 . 33 1 . 47 1 .27 1 . 87 7 .49 4 .43 79 . 45 4672 . 56 2 . 36 2 . 36 1-S2n 1 .48 1 . 62 1 . 42 2 . 04 7 . 82 4 . 68 100 . 39 4672 . 92 2 . 72 2 . 72 1-S2n 1 . 70 1 . 84 1 . 64 2 . 28 8 .30 5 . 04 121 . 75 4673 . 29 3 . 09 3 . 09 5-S2n 1 . 93 2 . 04 1 . 84 2 . 46 8 . 81 5 .30 141 . 86 4673 . 68 3 .48 3 .48 5-S2n 2 . 17 2 . 20 2 . 10 2 . 64 8 . 85 5 . 53 152 . 79 4674 . 07 3 . 72 3 . 87 3-Mlt 2 . 33 2 .28 2 . 80 2 . 80 7 . 56 5 . 74 179 . 12 4674 . 58 4 . 38 4 .28 3-Mlf 2 . 83 2 .43 2 . 83 2 . 96 8 . 81 5. 93 El . inlet face invert 4670 .20 ft El . outlet invert 4669 . 69 ft El . inlet throat invert 0 . 00 ft El . inlet crest 0 . 00 ft ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0 . 00 ft INLET ELEVATION 4670 .20 ft OUTLET STATION 105 . 00 ft OUTLET ELEVATION 4669 . 69 ft NUMBER OF BARRELS 2 SLOPE (V/H) 0 . 0049 CULVERT LENGTH ALONG SLOPE 105 . 00 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE ELLIPTICAL BARREL SPAN 4 . 42 ft BARREL RISE 2 . 83 ft BARREL MATERIAL CONCRETE BARREL MANNING' S n 0 . 013 INLET TYPE CONVENTIONAL INLET EDGE AND WALL GROOVED END PROJECTING INLET DEPRESSION NONE 3 'CURRENT DATE : 03-29-2006 FILE DATE : 03-29-2006 CURRENT TIME : 16 : 04 : 09 FILE NAME: BAXMKIMB PERFORMANCE CURVE FOR CULVERT 2 - 1 ( 3 . 75 (ft) BY 2 . 42 (ft) ) RCPE DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL GRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) 0 . 00 4670 . 20 0 . 00 0 . 00 0-NF 0 . 00 0 . 00 0 . 00 0 . 11 0 . 00 0 . 00 7 . 33 4671 . 11 0 . 91 0 . 91 1-S2n 0 . 64 0 . 69 0 . 63 0 . 97 4 . 62 2 . 82 14 . 26 4671 . 55 1 . 35 1 . 35 1-S2n 0 . 90 0 . 99 0 . 79 1 . 34 6 . 70 3 . 52 21 . 29 4671 . 96 1 . 76 1 . 76 1-S2n 1 . 13 1 . 23 1 . 03 1 . 62 7 . 11 4 . 03 28 . 83 4672 . 32 2 . 12 2 . 12 1-S2n 1 . 34 1 . 44 1 . 24 1. 87 7 . 61 4 .43 34 . 42 4672 . 56 2 .36 2 . 36 1-S2n 1 .49 1 . 58 1 . 38 2 . 04 7 . 91 4 . 68 42 . 41 4672 . 92 2 . 72 2 . 72 5-S2n 1 . 71 1 . 77 1 . 71 2 . 28 7 . 61 5 . 04 44 . 89 4673 . 29 2 . 84 3 . 09 4-FFt 1 . 79 1 . 82 2 .42 2 .46 6 . 12 5 . 30 47 . 60 4673 . 38 2 . 98 3 . 18 3-Mlf 1 . 88 1 . 88 2 . 42 2 . 64 6 .42 5 . 53 61 . 53 4674 . 05 3 . 85 3 . 70 3-Mlf 2 .42 2 . 09 2 . 42 2 . 80 8 .29 5 . 74 58 .44 4674 . 58 3 . 64 4 .38 4-FFt 2 .42 2 . 05 2 .42 2 . 96 7 . 96 5 . 93 El . inlet face invert 4670 .20 ft El . outlet invert 4669 . 69 ft El . inlet throat invert 0 . 00 ft El . inlet crest 0 . 00 ft ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0 . 00 ft INLET ELEVATION 4670 . 20 ft OUTLET STATION 105 . 00 ft OUTLET ELEVATION 4669 . 69 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0 . 0049 CULVERT LENGTH ALONG SLOPE 105 . 00 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE ELLIPTICAL BARREL SPAN 3 . 75 ft BARREL RISE 2 .42 ft BARREL MATERIAL CONCRETE BARREL MANNING' S n 0 . 013 INLET TYPE CONVENTIONAL INLET EDGE AND WALL GROOVED END PROJECTING INLET DEPRESSION NONE 4 'CURRENT DATE : 03-29-2006 FILE DATE : 03-29-2006 CURRENT TIME : 16 : 04 : 09 FILE NAME: BAXMKIMB TAILWATER ***** USER DEFINED CHANNEL CROSS-SECTION FILE NAME : BAXMKIMB MAIN CHANNEL ONLY FILE DATE: 03-28-2006 LEFT CHANNEL BOUNDARY 0 RIGHT CHANNEL BOUNDARY 0 MANNING n LEFT OVER BANK 0 . 000 MANNING n MAIN CHANNEL 0 . 040 MANNING n RIGHT OVER BANK 0 . 000 SLOPE OF CHANNEL 0 . 0100 ft/ft CROSS-SECTION X Y COORD. NO. (ft) (ft) 1 0 . 00 4674 . 80 2 6 . 00 4670 . 80 3 11 . 00 4669 . 80 4 18 . 50 4669 . 80 5 21 . 00 4671 . 80 ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W. S.E. FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (ft) (f/s) (psf) 0 . 00 4669 . 80 0 . 000 0 . 11 0 . 00 0 . 00 23 . 80 4670 . 66 0 . 602 0 . 97 2 . 82 0 .41 47 . 60 4671 . 03 0 . 633 1 . 34 3 . 52 0 . 57 71 . 40 4671 . 31 0 . 652 1 . 62 4 . 03 0 . 70 95 . 20 4671 . 56 0 . 664 1 . 87 4 .43 0 . 81 114 . 00 4671 . 73 0 . 672 2 . 04 4 . 68 0 . 88 142 . 80 4671 . 97 0 . 680 2 . 28 5 . 04 0 . 99 166 . 60 4672 . 15 0 . 685 2 . 46 5 . 30 1 . 06 190 .40 4672 . 33 0 . 688 2 . 64 5 . 53 1 . 13 214 . 20 4672 .49 0 . 691 2 . 80 5 . 74 1 .20 238 . 00 4672 . 65 0 . 694 2 . 96 5 . 93 1 . 26 Note: Shear stress was calculated using R. ROADWAY OVERTOPPING DATA ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 33 . 00 ft ***** USER DEFINED ROADWAY PROFILE CROSS-SECTION X Y COORD. NO. ft ft 1 0 . 00 4679 . 02 2 210 . 00 4677 . 65 3 300 . 00 4678 . 19 K , 2 w PVI STA = 1 1 +01 .76 4679,02 _ LOW POINT ELEV = 4677.65 PVI ELEV = 467 LOW POINT STA = 1 3+ 10:01 A.D. K 3 6.9.3 PVI STA = 1 3+ 10.01 PVI ELEV = 4677,56, 1 85.00' VC A.D. = 1 .40 K 35.71 co 50.00' VC N N Ln O co + ccN N co r O O O + � I� r- Li w 00 T,- r- Ul U r d + r +- n 7 m N ,0'� W C> j I c j >LLI b > m W —0.70� „L�c�� 0,70'/o o a --- o 0 1 1 rn `-1 -7Q cli w � w m 0 L m 1 rn o cD in c o � O 0000 O � � � N � � � Lo (D 00 Qo co co CO co cD c9 c co J , 11 +00 12+00 13+00 14+00 0 m CD 0 0 N_ y12177 X 467294 --�I 1 1 121UI jl I 12162 t ' 11 4670.84 I1,164 676.98 oe I e{1 1 1 1eV677.14 6' 1 I I I I I I 4677 4676 4675 4674 4673 I 1 1 ! 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