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HomeMy WebLinkAbout033 Design Report - Gallatin Park Subdivision I DESIGN REPORT FOR WATER-; SEWER AND STREET IMPROVEMENTS, GALL.ATIN PARK SUBDIVISION BOZEMAN, MONTANA PREPARED FOR: T"ABLEROCK VENTURES, INC. FUND OF FUNDS, INC. PREPARED BY: THOMAS, DEAN AND.HOSKINS,.INC. III N. TRACY AVENUE BOZEMAN, MT 59715 TABLE OF CONTENTS No. of pages Design Report 5 Appendix A Water 11 Appendix B PRVs 3 Appendix C Sewer 1 Appendix D Pavement Design 5 Appendix E Stormwater 19 \\Station5\5 d\JOBS\B97-25\OnSiteSpecs\Table2."d -RECEIVED MAR 0 4 1999 Introduction Gallatin Park Subdivision is located on Manley Road, at the north end of Bozeman. The 34-lot subdivision is zoned as a light manufacturing district, or M-1, as found in the Bozeman Zoning Ordinance. According to Chapter 18.40 of the Zoning Ordinance, the intent of M-1 zoning is "to provide for the community's needs for wholesale trade, storage and warehousing, trucking and transportation terminals, light manufacturing and similar activities." At the request of the developer, Tablerock Ventures, four sets of engineering plans and specifications for the subdivision are being submitted for your review. The improvements include extending existing City water and sewer service to the site, construction of onsite water and sewer mains, City standard streets (curb, gutter and sidewalk) and stormwater management facilities, offsite water mains, and paving a portion of Manley Road. Design Report Water As shown on Sheet 1 of the enclosed plans, the proposed water system will tie into the existing mains at two locations. The first location is at the north end of the 8-inch main in North 7'h Avenue, near the railroad overpass. The second location is a stub off the existing 12-inch main in Griffin Drive, near Manley Road. From the first tie-in point, at North lh Avenue, the new main will run down the overpass embankment and under the railroad to reach the proposed subdivision. The railroad crossing will be accomplished by boring and jacking a conduit under the railroad. A temporary advanced right of entry permit has been acquired from Montana Rail Link for the crossing. From the second tie-in point, near the old alignment of Manley Road, the new main will run east along Griffin Drive until reaching the new alignment of Manley Road. From there, the main will run north in Manley Road to the proposed subdivision. Due to the various types of uses allowed by M-1 zoning, water uses for the proposed subdivision and existing development surrounding the proposed subdivision were estimated using available billing records. Local businesses and subdivisions within the City of Bozeman with M-1 or M-2 zoning were used. Billing records for 1998 from over 42 current accounts were reviewed. Water usage was modified form the preliminary design report to include local water use during periods of irrigation. Refer to Appendix A for billing records. Two fire hydrant flow tests were performed in conjunction with this project. A hydrant flow test at the tie-in point on North 7" Avenue was flow tested yielding the following results: static pressure, 131 psi; pitot pressure, 110 psi; (1750 gpm); residual pressure, 110 psi. A hydrant flow test with one hydrant opened, taken at the south side of Griffin Drive immediately west of the railroad tracks, yielded the following results: static pressure, 137 psi; pitot pressure, 115 psi (1800 gpm); residual pressure, 135 psi (see Appendix A). The Griffin Drive results indicated that a greater test flow was required to get a large enough drop in pressure to adequately determine the flow characteristics through the 12-inch line. However, achieving a greater flow was not practical. From the preliminary flow tests and conversations with Acting Water/Sewer Superintendent Mike Certalic, it is estimated that the existing 12 inch main in Manley Road can deliver approximately 4000 gallons per minute (gpm) at 120 pounds per square inch (psi) residual gage pressure. Average annual daily water use was estimated for the various types of businesses north of the interstate and west of Manley Road using the billing records previously mentioned. Water uses in the proposed Gallatin Park and the future River Run Subdivisions were modeled based on the same billing records. Flows were modeled using various scenarios. A peaking factor of 3.0 (Bozeman Water Facility Plan, MSE-HKM, 1997) for peak hour demand was applied to average annual day flows. Max day plus fire flows were also modeled. Computer modeling results for the scenarios are located in Appendix A. The modeled system used a pump and reservoir configuration to model the water supply at the Griffin Drive tie-in point. The pump curve was established using the two available points from the hydrant flow test and a third point chosen as a conservative estimate based on Mike Certalic's comments. The third point was chosen to be 4300 gpm at 20 psi. The pump curve was modeled with the demands on the current system entered into the model and produced results at the end of the North 7"line that closely matched the hydrant flow test taken there. The system wide C factor used in the model was adjusted accordingly. Based on computer modeling, all water lines will be 8-inch with the exception a the 10-inch line running up from Griffin Drive to Silverado Drive. Modeled flow rates were also noted for individual nodes in the system at 20 pounds per square inch. All nodes were capable of supplying a minimum of 2800 gpm. The minimum flow of 2800 gpm at 20 psi was modeled at node J-13. The maximum flow modeled at 20 psi was 3200 gpm at node J-9. According to the water system model, excessive water pressures could be expected within Gallatin Park and the proposed residential River Run Subdivision. Pressure reductions valves will be employed to reduce pressures to an acceptable level. Due the looped design of the distribution system, two pressure reduction valve vaults are required within the proposed subdivision. The first vault will be located at station 10+15 on 8-inch line coming from the railroad right of way to Silverado Drive. The second vault will be located at station 22+50 in Manley Road near the south end of Lot 1, Block 2 of the subdivision. Both vaults will be equipped with three valves each, to handle the wide range of flows required by the subdivision, from start-up to full build-out including fire flows. The Silverado vault will be on an 8-inch line and will have a 6-inch, 3-inch and a 1-1/4-inch valves. Since the water line running up Manley Road will be 10-inches in diameter the Manley Road vault will have larger valves, an 8-inch, 4-inch and a 1-1/4-inches. The pressure reduction valves will be initially set to operate at 80 pounds per square inch. Field adjustments will need to be made to the pressure settings as the project comes on line. The 6-inch valve in vault No. 1 was evaluated and sized using the flows from the maximum day plus fire flows. The minimum pressure difference required to operate the valve at the flow required in the max day plus fire (approximately 1200 gpm) is 14 psi. The available pressure difference (J-8 minus J-6) at 1200 gpm is approximately 6 psi. One must bear in mind that the total system draw for this scenario is 3480 gpm. The rarity of such a flow event does not warrant the installation of the larger, 8-inch PRV instead of the 6-inch PRV chosen. Refer to Appendix B for pressure reduction valve sizing and tank buoyancy calculations. Offsite Water Improvements According to the 50 Year Main Extensions Map included in the Water Facilities Plan, a 10-inch main is proposed for Manley Road. Hydraulic calculations for the proposed subdivision indicate that a 10-inch diameter line running the full length of Manley Road is not required due to the looped water system within Gallatin Park. From southernmost Silverado Drive intersection northward, an 8-inch diameter line will be sufficient to handle all future needs due to Gallatin Park or the future River Run Subdivisions. The developer will be requesting impact fee credits for the extra installation costs associated with the 10-inch water line based on unit costs at the time of construction. The design plans for the water supply meet the standards of the Montana Department of Environmental Quality for quality, quantity and construction. Sewer Due to the non-residential nature of the Gallatin Park Subdivision, a conservative approach is used to size the sewer lines within the subdivision. Sewage flows are based on the water usage calculated in the previous section for similar types of subdivisions. These figures include irrigation and other uses that do not contribute to sewage flows. Water use records surveyed yield an average water usage of 3.7 gpm per lot for various types of businesses in the same or similar zoning districts. (Compared to the generally accepted flow of 300 gpd (0.21 gpm) per lot for residential subdivisions a rate of 3.7 gpm is conservative.) Applying a peaking factor of 4.0 and multiplying by 34 lots equals a peak flow of 507.2 gpm. The computed 507.2 gpm flow seems excessive, however, a 10-inch, SDR 35, PVC sewer laid at minimum grade (0.004 ft/ft), has a capacity of 673 gpm flowing full. Therefore, a 10-inch line will be installed from the tie-in point at the existing sewer to MH 3 where the lines serving Silverado Drive converge. All remaining lines will be 8-inch. An 8-inch, SDR 35, PVC sewer laid at minimum grade (0.004 ft/ft), has a capacity of 373 gpm flowing full. The remaining 8 inch sewer lines will be more than adequate to handle the sewage flows within the project. Computer modeling (SANSYS) by the City of Bozeman indicates that there is inadequate capacity in the existing 20-inch line (WPCA 125) to receive flows from the proposed subdivision from manhole G1035 upstream to manhole G1033. Therefore, the sewer will flow into the existing 20- inch trunk line at manhole No.19, Station 82+50.19, according to the as-built plans for WPCA 125. See Appendix C for the location of the over-capacity manholes and the proposed tie in point for Gallatin Park. Streets The enclosed plans and profiles show the proposed Silverado Drive. No grades are in excess of 1.25 percent. The enclosed street profiles show the streets are graded to drain into the inlets at stations 4+17, 9+26 and 18+88. A 37 foot parabolic crown street section is proposed with City of Bozeman standard curb and gutter. Sidewalks are proposed for both sides of the street. Sidewalks will be constructed by the developer according to the conditions of approval. Pavement design calculations are based data collected from test pits within the subdivision (enclosed in Appendix D) and from equivalent single axle loads generated from a traffic study submitted at the time of preliminary plat review. Pavement design calculations were run using a conservative CBR value of 3% based on visual classification of the subgrade soil underlying the proposed Silverado Drive. The Silverado Drive section will consist of 4-inches of asphalt in 2 lifts, 6- inches of 1 1/2-inch minus gravel and 14-inches of 3-inch minus select pit run. Fabric will be placed during construction as needed. Offsite Road Improvements Manley Road south of Gallatin Park will be paved to a width of 24 feet, with 2, 12-foot lanes for automobile traffic and 2, 2-foot shoulders. Manley Road north will have a 4-foot pedestrian lane on the west side and a 4-foot bike lane on both the east and the west sides within the limits (north to south) of the subdivision. Improvements to Manley Road (north) will consist of minor grading and a 3-inch asphalt mat. Improvements to Manley Road South include the redesign and reconstruction of two super-elevated curves with the associated grading and 3-inch asphalt mat. Test pit investigations made by TD&H personnel reveal that an adequate gravel section exists on most of Manley Road to support a 3-inch asphalt mat with additional loading due to the Gallatin Park project. Test pits in the area of station 38+64 revealed only 0.7' of imported road gravel. Portions of Manley Road north, from station 29+50 to station 38+64, will require more gravel than needed for leveling only. Pavement design calculations were run using a conservative CBR value of 12% based on visual classification of the subgrade soil underlying the gravel section on Manley Road, and from equivalent single axle loads generated from a traffic study submitted at the time of preliminary plat review (enclosed in Appendix D). An ESAL of 460,000 was developed based on the trip generation tables used in the aforementioned traffic study for the intersection of Manley Road and Griffin Drive. At the portion of the road were the gravel was 0.7' thick, the existing gravel was evaluated with a conservative subgrade CBR value of 12% and required an additional 0.5' of gravel. The design calculations indicate that this will be more than adequate to bear the additional loads due to the development. A CBR value of 12% was also used for the subgrade in the area were the existing gravel section complied with the minimum standard county road section. It must be noted that portions of Manley Road had less than 0.2' of gravel over a dark brown silty subgrade, and have been performing without problems. In other silty areas throughout the Bozeman area this would not be possible. It is believed that it is possible here due to the well drained nature of Manley Road. The ditch grade on the east side of Manley Road is sufficiently lower than the driving surface and provides excellent drainage for the subgrade. Grading, Drainage, Treatment and Maintenance Plan The project includes the construction of curb and gutter, curb inlets and culvert, drainage swales for storm water management. Lots will be graded to drain into Silverado Drive or a drainage swale and will flow into the two pond system located in the open space in Block 1 known as Pond No. 1. Street and lot runoff in the northeast corner of the subdivision will flow into inlets or a drainage swale and directed to Pond No. 2. Due to its location outside of the Gallatin Park Subdivision, a stormwater easement will be executed for Pond No. 2 prior to final plat approval. Pond No. 1 will discharge to the emergent wetlands via a reinforced concrete pipe running through a stormwater easement between Lots 2 and 3, Block 3. The water introduced to the emergent wetlands is desirable and will allow them to develop into a more established wetland. Pond 2 will also discharge into the emergent wetland from its outlet structure. The ponds were sized using the Rational Method for a 10 year storm. Both ponds meet or exceed the required capacity. Lot 12, Block 2 and lots 1 through 4, Block 3 will need to employ onsite detention systems once developed. A pre-development runoff rate of 7.47 cfs was computed for the overall project. The combined outflow rate of Pond No. 1( 4.82 cfs) and Pond No. 2 (1.02 cfs) of 5.84 cfs allows the remaining 1.63 cfs runoff rate to be dedicated to the aforementioned lots. Storm drain piping, inlets and outflow structures were sized to handle flows generated by the 25 year storm in accordance with City of Bozeman Engineering Policy Statement No. 1. The proposed grass-lined ponds will settle out urban runoff constituents, such as suspended solids, silt, oil, and grease. These pollutants, which come primarily from automobiles, are common on City streets. Research in the State of Washington has shown that the grass-lined areas are effective in removing urban runoff contaminants from stormwater. Regular mowing of the pond and occasional cleaning of the inlets and the pond should be the only regular maintenance required. All of these facilities lie within open space to be maintained by the developer until the creation of a property owner's association. The developer or the property owner's association shall inspect the inlets and ponds annually and keep records of the sediment levels and general conditions of the facilities. If the ponds or inlets accumulate six inches or more sediment, the developer or the property owner's association shall remove the sediment. A stormwater discharge permit for the associated construction activity will be the responsibility of the contractor. Calculations for the stormwater system can be found in Appendix E. Traffic The developer is working with the City of Bozeman and the Montana Department of Transportation to develop a plan with respect to improvements on the intersection of North 7' and Griffin Drive. Studies done by the MDT in 1986 and in 1990 report that warrants have been met regarding signalization. Preliminary plans have also been prepared by the MDT for signalizing the intersection. At a meeting held on July 7, 1998, between the developer, the City of Bozeman and the Montana Department of Transportation, it was agreed that the intersection of Griffin Drive and Rouse Avenue is operating at an adequate level of service and does not require study. In accordance with the recommendations of the traffic study commissioned in conjunction with this project, a southbound turning lane will be constructed at the intersection of Manley Road and Griffin Drive. Refer to the traffic study of the intersection of Manley Road and Griffin Drive submitted for preliminary plat approval. At the time of this writing, plans for the offsite improvements to Manley Road are being finalized and are not submitted here for review. The Manley Road plans will be submitted as soon as available. 5_dVobs\B9725\OfficeDocs\DsignRptfinalt.wpd APPENDIX A Gallatin Park Subdivision B97-25 Feb-99 Estimated Water Usage Records from 1998 Average Service June to Full June to Annual Size Jan June Oct Dec October Year October Day Location Inches 100 C.F. 100 C.F. 100 C.F. 100 C.F. 100 C.F. 100 C.F. GPM GPM Fairfield 2 23300 25057 28263 29M 3206 5765 18.25 820 MacD's 1.5 21465 22336 23310 23615 974 2150 5.54 3.06 Appletree 1.5 30296 31078 32006 32390 928 2094 5.28 298 Geyser 1 634 754 877 913 123 279 0.70 0.40 Big R 1.5 678 974 1431 1481 457 803 260 1.14 Superb 2 27102 27732 29056 29259 1324 2157 7.54 3.07 Superb 2 50065 51134 52180 52327 1046 2262 5.95 3.22 Cardinal 1 694 748 782 798 34 102 0.19 0.15 et Evergm 1 6.1 45.9 78 90.2 30.1 84.1 0.17 0.12 10 Evergm 2 2952 3100 3212 3270 112 318 084 0.45 Rocky Mtn. 1 1249 1453 2318 2342 865 1093 4.92 1.56 Bare's 1 42.7 75 103.1 117 281 74.3 0.16 0.11 Richard's 300.6 307.4 312.9 314.7 5.5 14.1 0.03 0.02 Richard's 200 264.3 289.5 290.8 25.2 30.8 0.14 0.04 Midwest 1267 1372.1 1815.5 1842.8 443.4 575.8 252 0.82 Bridger Prk 1.5 2974 3353 3968 4093 815 1119 3.50 1.59 2430 N.7th 1 21121 21776 22723 22894 947 1773 5.39 2.52 Average flow(GPM) 3.74 1.73 6dsting Water Usage for Modeling Purposes Node Unit GPM GPMrNode J1 Cardinal 1 Cresent i 10 Evergm 3 5 J2 Radiator 1 21,112,112 2 Richard's 1 Comtronics 1 AmOx 1 Warren's 1 4 Spaces 2 2 Spaces 2 4 Spaces 2 GalVaWrh 1 Engines i Atsco 4Spc 2 Marathon 2 2 D&B 2spc 2 Barn 3 Spc 2 2 Sam 8 Sp 2 25 J3 Appletree 3 MacD's 3 Fairfield 10 Skate 2 Ramada 10 Sleep Inn 20 EconoLodg 20 ConocGas 1 River's 1 RV 1 Office 1 McC 6 Spc 3 McC 4 Spc 3 78 J4 Bridger 1 Bares i RckyMtn i EDS 1 6 Spaces 3 Simms 1 Warehse 1 4 Spaces 3 12 J5 Big R 1 Grums 1 Midwest 1 Vets 1 4 J6 NevMollan 1 3 Quonset i Jim's Weld i NorthernEn 1 Ascent 1 Geyser 5 2430 3 13 J7 BridgerPark 2 2 Test Number Qj t c ✓- ,� 1 0 District Service La S � r'• 1-y r-d r" O M z W FA co U) I' f) Total of Grou p / Q� Hyd. Closed h ) Hyd. Open Cn P.S.I. Diff. I _ O Required v —-- - - - ,O Available a I N - O `C v Gallons Difference v Deficient Steady State Analysis P-35 J-13 J-15 J-17 P-18 P-23 P-25 J-12 J-8 P-16 P-24 P-17 P-41 -1 J-10 5 J-11 RV-1 P-14 P-40 P-11 J-9 J-6 P-9 P-38 P-7 A J-7 J-5 P-8 g PRV-2 P-39 P-2 J-2 P-1 P-22 P-21 J-3 P-4 J-1 PMP- R-2 P-3 P-5 J-4 Project Title:GALLATIN PARK Project Engineer:JONATHAN ROEN c:�haestadhvtrc\b9725.wcd THOMAS,DEAN S HOSKINS INC WaterCAD v1.0[034] 02/24/99 02:39:59 PM 0 Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-16M Page 1 of 1 Analysis Results Steady State Analysis Project Title: GALLATIN PARK Project Engineer. JONATHAN ROEN Project Date: 06/16/98 Comments: Roughness coefficients were calibrated from observed hydrant flow tests.The pump and reservior configuration was employed to model tie4n point at the 12 inch line on Griffin. The pump curve data was based on observed flow tests and input from Mike Certalic(COB). Demands were estimated from observed water usage from COB water billing records. Fire flows were estimated from the Fire Code based on anticipated building types. Hydraulic Analysis Summary Analysis Steady State Demand Scenario Max Day plus fire % Friction Method Hazen-Williams Formula Accuracy 0:001000 Trials 40 Liquid Characteristics Liquid Water at 2OC(68F) Specific Gravity 1.00 Kinematic Viscosity 0.108e-4 ft'/s Network Inventory Number of Pipes 25 Number of Reservoirs 1 Number of Junctions 15 Number of Tanks 0 Number of Pumps 1 Number of Valves 2 -Constant Power. 0 -FCV's: 0 -One Point(Design Point): 0 -PBV's: O -Standard(3 Point): 1 -PRV's: 2 -Standard Extended: 0 -PSV's: 0 -Custom Extended: 0 -TCV7s: 0 Junotions 0.00 hr Label Constituent Hydraulic Pressure Demand Pressure (mgA) Grade (psi) (gpm) Head (ft) (ft) J-1 0.0 4,863.80 67.81 15.00 156.80 J-2 0.0 4,858.78 64.34 75.00 148.78 J-3 0.0 4,855.33 54.20 225.00 125.33 J-4 0.0 4,858.84 64.36 30.00 148.84 J-5 0.0 4,833.63 51.30 15.00 118.63 J-6 0.0 4,823.14 46.76 45.00 108.14 J-7 0.0 4,830.57 49.98 15.00 115.57 J-8 0.0 4,762.93 40.19 45.00 92.93 J-9 0.0 4,767.51 40.00 45.00 92.51 J-10 0.0 4,727.36 28.27 1,545.00 65.36 J-11 0.0 4.727.33 28.68 1,545.00 66.33 J-12 0.0 4.727.08 28.14 60.00 65.08 J-13 0.0 4,726.98 28.10 60.00 64.98 J-15 0.0 4,726.98 32.86 60.00 75.98 J-17 0.0 4,727.08 29.01 60.00 67.08 Reservoirs(gg 0.00 hr Label Constituent Hydraulic Reservoir Reservoir (mgA) Grade Inflow Outflow (ft) (gpm) (gpm) R-2 0.0 4,707.00 N/A 3,840.00 Project Title:GALLATIN PARK Project Engineer:JONATHAN ROEN c:lhaestadlwtrc\b9725.wcd THOMAS,DEAN&HOSKINS INC WaterCAD 0.0(034] 02l24/99 02:08:50 PM 0 Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 2 Analysis Results Steady State Analysis Pipes(gg 0.00 hr Label Status Constituent Flow Velocity From TO Friction Minor Total Headloss (mgA) (gpm) (ft/s) Grade Grade Loss Loss Headloss Gradient (ft) (ft) (ft) (ft)- (ft) (ft/1000ft) P-1 Open 0.0 1,215.38 3.45 4,863.80 4,858.78 5.02 0.00 5.02 4.24 P-2 Open 0.0 1,188.84 3.37 4,858.78 4,855.33 3.45 0.00 3.45 4.07 P-3 Open 0.0 -323.38 2.06 4,855.33 4,858.84 3.51 0.00 3.51 2.64 P-4 Open 0.0 48.46 0.31 4,858.84 4,858.78 0.06 0.00 0.06 0.08 P-5 Open 0.0 -401,84 1.64 4,858.84 4,863.80 4.96 0.00 4.96 1.33 P-6 Open 0.0 1,287.22 8.22 4,855.33 4,833.63 21.70 0.00 21.70 34.00 P-7 Open 0.0 965.46 6.16 4,833.63 4,823.14 10.49 0.00 10.49 19.97 P-8 Open 0.0 306.76 3.48 4.833.63 4,830.57 3.05 0.00 3.05 9.72 P-9 Open 0.0 291.76 3.31 4,830.57 4,823.14 7.43 0.00 7.43 8.86 P-11 Open 0.0 -438.04 2.80 4,762.93 4,767.51 4.57 0.00 4.57 4.63 P-14 Open 0.0 -1,724.75 11.01 4,727.36 4,767.51 40.14 0.00 40.14 58.43 P-15 Open 0.0 1,605.25 10.25 4,762.93 4.727.33 35.60 0.00 35.60 51.16 P-16 Open 0.0 -55.84 0.36 4,727.33 4,727.36 0.03 0.00 0.03 0.10 P-17 Open 0.0 123.91 0.79 4,727.36 4,727.08 0.28 0.00 0.28 0.45 P-18 Open 0.0 65.91 0.42 4,727.08 4,726.98 0.10 0.00 0.10 0.14 P-21 Open 0.0 -3,840.00 10.89 4,706.98 4.707.00 0.02 0.00 0.02 35.81 P-22 Open 0.0 -3,840.00 10.89 4,863.80 4,863.81 0.01 0.00 0.01 35.40 P-23 Open 0.0 -54.09 0.35 4,726.98 4.727.08 0.10 0.00 0.10 0.10 P-24 Open 0.0 -116.09 0.74 4,727.08 4,727.33 0.25 0.00 0.25 0.40 P-25 Open 0.0 2.00 0.01 4,727.08 4,727.08 0.00 0.00 0.00 0.00 P-35 Open 0.0 -5.91 0.04 4.726.98 4.726.98 0.15e-2 0.00 0.15e-2 0.16e-2 P-38 Open 0.0 -2,207.79 9.02 4,767.51 4.802.64 35.13 0.00 35.13 31.12 P-39 Open 0.0 -2,207.79 9.02 4,811.89 4,863.80 51.91 0.00 51.91 31.12 P-40 Open 0.0 -1,212.21 7.74 4,774.03 4.823.14 49.11 0.00 49.11 30.43 P-41 Open 0.0 -1.212.21 7.74 4,762.93 4.765.22 2.28 0.00 2.28 30.43 Pumps P_0.00 hr Label Status Constituent From To Flow Head Relative Pump (mgA) Grade Grade (gpm) (ft) Speed Power (ft) (ft) (Hp) PMP- On 0.0 4,706.98 4,863.81 3,840.00 156.83 1.00 152.05 PRVs G_0.00 hr Label Status Constituent From To Flow Headloss Setting (mgA) Grade Grade (gpm) (ft) (psi) (ft) (ft) PRV- Inactive 0.0 4,774.03 4,765.22 1.212.21 8.81 80.00 PRV- Inactive 0.0 4,811.89 4,802.64 2.207.79 9.25 80.00 Project Title:GALLATIN PARK Project Engineer.JONATHAN ROEN c:\haestad\wtrc%9725.wcd THOMAS,DEAN&HOSKINS INC WaterCAD 0.0[034] 02/24/99 02:08:50 PM 0 Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 2 of 2 Analysis Results r Steady State Analysis ' Project Title: GALLATIN PARK Project Engineer: JONATHAN ROEN Project Date: 06/16/98 Comments: Roughness coefficients were calibrated from observed hydrant flow tests.The pump and reservior configuration was employed to model tie-in point at the 12 inch line on Griffin. The pump curve data was based on observed flow tests and input from Mike Certalic(COB). Demands were estimated from observed water usage from COB water billing,records. Fire flows were estimated from the Fire Code based on anticipated building types. Hydraulic Analysis Summary �—— Analysis Steady State Demand Scenario'-__ Max Day plus fire at 20 psi Friction Method Hazen-Williams Formula Accuracy --- -0.001000 Trials 40 Liquid Characteristics Liquid Water at 2OC(68F) Specific Gravity 1.00 Kinematic Viscosity 0.108e-4 ft2/6 Network Inventory Number of Pipes 25 Number of Reservoirs 1 Number of Junctions 15 Number of Tanks 0 Number of Pumps 1 Number of Valves 2 -Constant Power. 0 -FC\/'s: 0 -One Point(Design Point): 0 -PBV's: 0 -Standard(3 Point): 1 -PRV's: 2 -Standard Extended: 0 -PS\/'s: 0 -Custom Extended: 0 -TCV's: 0 Project Title:GALLATIN PARK Project Engineer:JONATHAN ROEN c:Viaes1ad\wtrc\b9725.wcd THOMAS,DEAN&HOSKINS INC WaterCAD v1.0 10341 02/24/99 02:27:37 PM 0 Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 Analysis Results Steady State Analysis ` Junctions 0.00 hr Label Constituent Hydraulic Pressure Demand Pressure (nVA) Grade (psi) (gpm) Head (ft) (ft) J-1 0.0 4,908.25 87.03 15.00 201.25 J-2 0.0 4,903.75 83.78 75.00 193.75 J-3 0.0 4,900.69 73.81 225.00 170.69 J-4 0.0 4,903.81 83.81 30.00 193.81 J-5 0.0 4,881.84 72.15 15.00 166.84 J-6 0.0 4,872.76 68.22 45.00 157.76 J-7 0.0 4,879.18 71.00 15.00 164.18 J-8 0.0 4,821.01 65.30 45.00 151.01 J-9 0.0 4,824.99 64.86 45.00 149.99 J-10 0.0 4,790.43 55.54 45.00 128.43 J-11 0.0 4.790.41 55.96 45.00 129.41 J-12 0.0 4,761.89 43.20 60.00 99.89 J-13 0.0 4,718.06 24.24 2,800.00 56.06 J-15 0.0 4,737.84 37.55 60.00 86.84 J-17 0.0 4,762.82 44.46 60.00 102.82 Reservoirs Gm 0.00 hr Label Constituent Hydraulic Reservoir Reservoir (mgA) Grade Inflow Outflow (ft) (gpm) (gpm) R-2 0.0 4,707.00 N/A 3,580.00 Pipes Q 0.00 hr Label Status Constituent Flow Velocity From To Friction Minor Total Headloss (mgA) (gpm) (ft/s) Grade Grade Loss Loss Headbss Gradient (ft) (ft) (ft) (ft) (ft) (ft/1000ft) P-1 Open 0.0 1,144.51 3.25 4,908.25 4,903.75 4.50 0.00 4.50 3.80 P-2 Open 0.0 1,114.75 3.16 4,903.75 4,900.69 3.06 0.00 3.06 3.62 P-3 Open 0.0 -303.20 1.94 4,900.69 4.903.81 3.12 0.00 3.12 2.34 P-4 Open 0.0 45.25 0.29 4,903.81 4,903.75 0.06 0.00 0.06 0.07 P-5 Open 0.0 -378.45 1.55 4.903.81 4,908.25 4.44 0.00 4.44 1.19 P-6 Open 0.0 1,192.95 7.61 4,900.69 4,881.84 18.85 0.00 18.85 29.54 P-7 Open 0.0 893.31 5.70 4,881,84 4,872.76 9.08 0.00 9.08 17.30 P-8 Open 0.0 284.64 3.23 4,881.84 4,879.18 2.66 0.00 2.66 8.46 P-9 Open 0.0 269.64 3.06 4,879.18 4,872.76 6.42 0.00 6.42 7.66 P-11 Open 0.0 -406.29 2.59 4,821.01 4.824.99 3.98 0.00 3.98 4.03 P-14 Open 0.0 -1,590.76 10.15 4,790.43 4,824.99 34.57 0.00 34.57 50.31 P-15 Open 0.0 1.479.24 9.44 4,821.01 4,790.41 30.60 0.00 30.60 43.98 P-16 Open 0.0 -42.10 0.27 4,790.41 4,790.43 0.02 0.00 0.02 0.06 P-17 Open 0.0 1.503.66 9.60 4,790.43 4,761.89 28.54 0.00 28.54 45.33 P-18 Open 0.0 1,786.85 11.41 4,761.89 4.718.06 43.83 0.00 43.83 62.38 P-21 Open 0.0 -3,580.00 10.16 4,706,98 4,707.00 0.02 0.00 0.02 30.92 P-22 Open 0.0 -3,580.00 10.16 4,908.25 4.908.26 0.01 0.00 0.01 31.74 P-23 Open 0.0 -1,073.15 6.85 4,737.84 4,762.82 24.98 0.00 24.98 24.29 P-24 Open 0.0 -1.476.34 9.42 4,762.82 4,790.41 27.58 0.00 27.58 43.82 P-25 Open 0.0 343.19 2.19 4,762.82 4,761.89 0.93 0.00 0.93 2.95 P-35 Open 0.0 1,013.15 6.47 4,737.84 4.718.06 19.78 0.00 19.78 21.84 P-38 Open 0.0 -2,042.05 8.34 4,824.99 4.855.40 30.41 0.00 30.41 26.94 P-39 Open 0.0 -2,042.05 8.34 4,863.31 4,908.25 44.93 0.00 44.93 26.94 Project Title:GALLATIN PARK Project Engineer.JONATHAN ROEN c:\haestad\wtrc\b9725.wcd THOMAS,DEAN S HOSKINS INC WaterCAD v1.0[034) 02/24/99 02:27:38 PM 0 Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06706 USA (203)755-1666 Page 2 Analysis Results Steady State Analysis Pipes P_0.00 hr IF Label Status Constituent Flow Velocity From To Friction Minor Total Headloss (mgA) (gpm) (ft/s) Grade Grade Loss Loss Headloss Gradient (ft) (10 (ft) (ft) (ft) (ft/1000ft) P-40 Open 0.0 -1.117.95 7.14 4,830.47 4,872.76 42.28 0.00 42.28 26.20 P-41 Open 0.0 -1,117.95 7.14 4,821.01 4,822.98 1.96 0.00 1.96 26.20 Pumps Q 0.00 hr Label Status Constituent From To Flow Head Relative Pump (mgA) Grade Grade (gpm) (ft) Speed Power (ft) (ft) (Hp) PMP- On 0.0 4,706.98 4,908.26 3.580.00 20128 1.00 181.93 PRVs a 0.00 hr Label Status Constituent From To Flow Headloss Setting (mgA) Grade Grade (gpm) (ft) (psi) (ft) (ft) PRV- Inactive 0.0 4.830.47 4,822.98 1.117.95 7.50 80.00 PRV- Inactive 0.0 4.863.31 4,855.40 2,042.05 7.91 80.00 Project Title:GALLATIN PARK Project Engineer:JONATHAN ROEN c:Vu%mtadWrcNb9725.wcd THOMAS,DEAN&HOSKINS INC WaterCAD 0.0[034] 0224199 02:27:38 PM 0 Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 3 Steady State Analysis Pipe Report link Length Material Roughness Velocity Diameter Discharge Headloss Minor Lost Initial Current Start End Friction Label (ft) (ft/s) (in) (gpm) (ft) Status Status Hydraulic Hydraulic Slope Grade Grade (ft/1000ft) (ft) (ft) P-1 1,183.70 Ductile Ir 120.0 3.45 12 1,215.38 5.02 0.00 Open Open 4,863.80 4,858.78 4.24 P-22 0.40 Ductile Ir 120.0 10.89 12 -3,840.00 0.01 0.00 Open Open 4,863.80 4,863.81 35.40 P-2 846.30 Ductile Ir 120.0 3.37 12 1,188.84 3.45 0.00 Open Open 4,858.78 4,855.33 4.07 P-3 1,330.00 Ductile Ir 120.0 2.06 8 -323.38 3.51 0.00 Open Open 4,855.33 4,858.84 2.64 P-6 638.20 Ductile Ir 120.0 8.22 8 1,287.22 21.70 0.00 Open Open 4,855.33 4,833.63 34.00 P-4 800.00 Ductile Ir 120.0 0.31 8 48.46 0.06 0.00 Open Open 4,858.84 4,858.78 0.08 P-5 3,727.00 Ductile Ir 120.0 1.64 10 -401.84 4.96 0.00 Open Open 4,858.84 4.863.80 1.33 P-7 525.00 Ductile Ir 120.0 6.16 8 965.46 10.49 0.00 Open Open 4,833.63 4,823.14 19.97 P-8 314.00 Ductile Ir 120.0 3.48 6 306.76 3.05 0.00 Open Open 4,833.63 4,830.57 9.72 P-9 839.00 Ductile Ir 120.0 3.31 6 291.76 7.43 0.00 Open Open 4,830.57 4,823.14 8.86 P-11 988.40 Ductile Ir 120.0 2.80 8 -438.04 4.57 0.00 Open Open 4,762.93 4,767.51 4.63 P-15 695.90 Ductile Ir 120.0 10.25 8 1,605.25 35.60 0.00 Open Open 4,762.93 4,727.33 51.16 P-41 75.00 Ductile Ir 120.0 7.74 8 -1,212.21 2.28 0.00 Open Open 4,762.93 4,765.22 30.43 P-38 1,128.90 Ductile Ir 120.0 9.02 10 -2,207.79 35.13 0.00 Open Open 4,767.51 4,802.64 31.12 P-14 687.10 Ductile Ir 120.0 11.01 8 -1,724.75 40.14 0.00 Open Open 4,727.36 4,767.51 58.43 P-17 629.50 Ductile Ir 120.0 0.79 8 123.91 0.28 0.00 Open Open 4,727.36 4,727.08 0.45 P-16 311.70 Ductile Ir 120.0 0.36 8 -55.84 0.03 0.00 Open Open 4,727.33 4,727.36 0.10 P-18 702.60 Ductile Ir 120.0 0.42 8 65.91 0.10 0.00 Open Open 4,727.08 4,726.98 0.14 P-23 1,028.50 Ductile Ir 120.0 0.35 8 -54.09 0.10 0.00 Open Open 4,726.98 4.727.08 0.10 P-35 905.80 Ductile Ir 120.0 0.04 8 -5.91 0.15e-2 0.00 Open Open 4,726.98 4,726.98 0.16e-2 P-24 629.50 Ductile Ir 120.0 0.74 8 -116.09 0.25 0.00 Open Open 4,727.08 4,727.33 0.40 P-25 316.40 Ductile Ir 120.0 0.01 8 2.00 0.00 0.00 Open Open 4,727.08 4,727.08 0.00 P-21 0.60 Ductile Ir 120.0 10.89 12 -3,840.00 0.02 0.00 Open Open 4,706.98 4,707.00 35.81 P-39 1,668.10 Ductile Ir 120.0 9.02 10 -2,207.79 51.91 0.00 Open Open 4,811.89 4,863.80 31.12 P-40 1 1,614.001 Ductile Ir 1 120.0 7.74 8 -1,212.21 49.11 0.00 1 Open I Open 1 4,774.031 4,823.141 30.43 Project Title:GALLATIN PARK Project Engineer:JONATHAN ROEN c:VhaestadWv1rc\b9725.wcd THOMAS,DEAN 8 HOSKINS INC WaterCAD v1.0 1034] 03/02/99 11:49:30 AM 0 Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 Steady State Analysis Junction Report Node Elevation Demand Demand Demand Calculated Hydraulic Pressure Label (ft) Type (gpm) Pattern Demand Grade (psi) (gpm) (ft) J-1 4,707.00 Demand 15.00 Fixed 15.00 4,863.80 67.81 J-2 4,710.00 Demand 75.00 Fixed 75.00 4,858.78 64.34 J-3 4,730.00 Demand 225.00 Fixed 225.00 4,855.33 54.20 J-4 4.710.00 Demand 30.00 Fixed 30.00 4,858.84 64.36 J-5 4,715.00 Demand 15.00 Fixed 15.00 4,833.63 51.30 J-6 4,715.00 Demand 45.00 Fixed 45.00 4,823.14 46.76 J-7 4,715.00 Demand 15.00 Fixed 15.00 4,830.57 49.98 J-8 4,670.00 Demand 45.00 Fixed 45.00 4,762.93 40.19 J-9 4,675.00 Demand 45.00 Fixed 45.00 4,767.51 40.00 J-10 4,662.00 Demand 1,545.00 Fixed 1,545.00 4,727.36 28.27 J-11 4,661.00 Demand 1,545.00 Foxed 1,545.00 4,727.33 28.68 J-12 4,662.00 Demand 60.00 Fixed 60.00 4,727.08 28.14 J-13 4,662.0C Demand 60.00 Fixed 60.00 4,726.98 28.10 J-15 4,651.00 Demand 60.00 Fixed 60.00 4,726.98 32.86 J-17 14,660.001 Demand 1 60.001 Fixed 1 60.001 4,727.081 29.01 Project Title:GALLATIN PARK Project Engineer:JONATHAN ROEN c:\haestad\wtrc)b9725.wcd THOMAS,DEAN&HOSKINS INC WaterCAD v1.0 10341 03/02/99 11:49:11 AM 0 Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 Detailed Report for Pump: PMP-5 Loading Summary Demand Scenario Max Day plus fire Calibration Summary Demand <none>1.0 Roughness <none>0.0 Geometric Summary X 10,045.63 ft From Pipe P-21 Y 9.935.42 ft To Pipe P-22 Elevation 4,707.00 ft Initial Condition Summary Status On Relative Speed Factor 1-00 Pump Definition Summary Pump Type Standard(3 Point) Shutoff Head 316.50 ft Shutoff Discharge 0.00 gpm Design Head 311.80 ft Design Discharge 1,800.00 gpm Maximum Operating Head 46.20 ft Maximum Operating Discharge 4,300.00 gpm Pump Curve PMP-5 350.0 ........................ «_...... _..................... ....»...r............._.........r.................«..... I i I 250.0 .....................«.;............._.......»;.....» ....». ... ........................,........................;........................;........ ..............a.......................j........................ ; I ' I I 200.0 ---------------------4....................... ........................ ..........««« ;.....». ...... ....... ..._ ..; r v [ 150.0 ..........................................«. .«.....................y.....«.................. ......................._ ......»««. «. ««..«.. i 100.0 ] i i 50.0 .......«...............}......................................................._«-_............«.......«__.«.««.._................ ....... ... t 0.0 ' 0.0 500.0 1000.0 1500.0 2000.0 2500.0 3000.0 3500.0 4000.0 4500.0 Discharge (gpm) Calculated Results Summary Time Status Constituent From To Flow Head Relative Pump (mgA) Grade Grade (gpm) (ft) Speed Power (ft) (ft) (Hp) 0.00 hr On 0.0 4,706.98 4,863.81 3,840,00 156.83 1.00 152.05 Project Tide:GALLATIN PARK Project Engineer.JONATHAN ROEN c:\haestadWrc1b9725.wcd THOMAS,DEAN 8.HOSKINS INC WaterCAD v1.0[034] 03101t99 02:29:59 PM O Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 APPENDIX B Valve Sizing Instructions To size a automatic control valve to your system specifications, follow the instructions below. The six graphs in this section display flow curves for different valve configurations and both high flow and low flow situations. High Flow Sizing Along the horizontal axis of a High Flow Sizing Graph locate your maximum required flow, draw a vertical line until you intersect with the horizontal line corresponding with the minimum differential pressure available at this flow. Move right from this point of intersection until you intersect with a valve characteristic line.This is the smallest valve size which may be used to meet your requirements. Example A maximum system flow of 1200 GPM with a minimum differential available of 20 psi. On the lower horizontal axis locate 1200 GPM. Draw a vertical line until you intersect the horizontal line corresponding to 20 psi. Moving right from this point of intersection the first valve characteristic line crossed corresponds to a 6"valve.This is the minimum valve size which may be used. 100 Pia 1112 2 27 3 4 6 8 10 12 14 16 24 50 _ .� � i I ! I Model 100-01 10 Globe Pattern o - High Flow Sizing Graph a , , I I I ! I • I 10 50 100 sm 1000_ l 5000 10000 20000 100000 Flow GPM(Water) Low Flow Sizing On the vertical axis of a Low Flow Sizing Graph, locate the system maximum differential pressure. Draw a horizontal line until you intersect the valve characteristic line for the valve size selected in the high flow sizing procedure above. To determine the corresponding flow, draw a vertical line down to the horizontal axis. If the system minimum flow is less than the indicated flow a low flow bypass may be required. Example Use the 6"valve sized above with a maximum differential of 50 psi and a low flow requirement of 75 GPM.On the vertical axis, locate 50 psi and move right until you intersect the 6"characteristic line. Draw a vertical line down to the horizontal axis.The corresponding flow is approximately 325 GPM.Since this is higher than the minimum system flow a low flow bypass may be required. 100 1 V ',1 2 2 4 8 10 12 14 16 24 / 50 `- Q - - Model100-01 Globe Pattern Low Flow Sizing Graph m y 5 1 5 10 50 100 1000 5000 10000 20000 100000 24) cJ7 Flow GPM(Water) Valve Sizing Instructions K To size a automatic control valve to your system specifications, follow the instructions below. The six graphs in this section display flow curves for different valve configurations and both high flow and low flow situations. High Flow Sizing Along the horizontal axis of a High Flow Sizing Graph locate your maximum required flow, draw a vertical line until you intersect with the horizontal line corresponding with the minimum differential pressure available at this flow. Move right from this point of intersection until you intersect with a valve characteristic line.This is the smallest valve size which may be used to meet your requirements. Example A maximum system flow of 1200 GPM with a minimum differential available of 20 psi. On the lower horizontal axis locate 1200 GPM. Draw a vertical line until you intersect the horizontal line corresponding to 20 psi. Moving right from this point of intersection the first valve characteristic line crossed corresponds to a 6"valve.This is the minimum valve size which may be used. 100 114111 2 216! 3 4 6 —8 10 12 14 16 24----� 50— till I i� �� a ; '�,I _- _ I I• —� V! 1 Model 100-01 10 _ _ — t Globe Pattern High Flow Sizing Graph CL It � 1 10 60 too 500 1000 5000 10000 20000 100000 Flow GPM(Water)2�[� Low Flow Sizing On the vertical axis of a Low Flow Sizing Graph, locate the system maximum differential pressure. Draw a horizontal line until you intersect the valve characteristic line for the valve size selected in the high flow sizing procedure above. To determine the corresponding flow, draw a vertical line down to the horizontal axis. If the system minimum flow is less than the indicated flow a low flow bypass may be required. Example Use the 6"valve sized above with a maximum differential of 50 psi and a low flow requirement of 75 GPM.On the vertical axis,locate 50 psi and move right until you intersect the 6"characteristic line. Draw a vertical line down to the horizontal axis.The corresponding flow is approximately 325 GPM.Since this is higher than the minimum system flow a low flow bypass may be required. 11/411/2 2 21/2 3 4 6 8 1012 14 16 24 so -- --- --• Model 100-01 ' i I ` Globe Pattern 2 10 I ! _ Low Flow Sizing Graph o — --�*�--;--I --r s -- F—,-- - cn a hit -j- f 1 ----•---• -------- 1 s 10 50 100 s � o 0 ao .1a �oo0 10000 20000 100000 !� Flow G%M(Water) 4-) »»C)a » . fu tw ntM» .-T mN2¢ -Ga a '� a A-r c� /'aAiK C�7 //65 4-ZE71 Gt� ��IG� s CC/S'.3 k 1/. 3� - /14)� k -73 J '� APPENDIX C i t , O� V `0. 1 1I lleoFo5� �/aLCATiA� O�� `� 0ti 0�37 o was \ i r %d. 0012.2 oouo cam 00121 , �,� O a AN: Ooono 0 CO,n n 0 aosm i j 3 i i 1' t i r 0 '— �aau '�+ .....!t co„d - -..__._._..- co,rn co,co obi�o can oars r0'e \ ` cozen O\ if i � � -• i �..— asz22 oozos 00202 00201 APPENDIX D 03/01/99 TRAFFIC ANALYSIS- DETERMINING DESIGN ESAL Project: Gallatin Park Init Traffic Flow,-- 4660 vehicles per day TD&H Job#: B97-25 Percent Trucks= 9.00% of traffic Road Classification: see traffic report Design Period= 20 years Growth Rate= 0.00% annually Number of Lanes= 2 total Design Lane Dist.= 50% 50%each way Distribution Current Growth Design E.S.A.L. Total Vehicle Types of Trucks(1) Traffic Factors Traffic Factor(2) E.S.A.L. 0.00% Passenger Cars/Pickup Trucks - 4240.60 20.00 30,956,409 0.0030 92,869 Buses 20.00 0 0.6806 0 Single Unit Trucks 0.00% Other 2-Axle/4-Tire Trucks 80% 335.52 20.00 2,449,298 0.0060 14,696 2-Axle/6-Tire Trucks 10% 41.94 20.00 306,162 0.1890 57,865 3 or More Axle Trucks 1% 4.19 20.00 30.616 0.7200 22,044 Tractor Semi-Trailers 0.00% 3 A)de Tractor Semi-Trailers 6% 25.16 20.00 183,697 0.8646 158,825 4 Axle Tractor Semi-Trailers 2% 8.39 20.00 61,232 0.6560 40,168 5+Axle Tractor Semi-Trailers 1% 4.19 20.00 30,616 2.3719 72,619 Double Trailer Combos. 0.00% 5 Axle Double Trailers 0% 0.00 20.00 0 2.3187 0 6+Axle Double Trailers 0% 0.00 20.00 0 0- Truck-Trailer Combos. 0.00% 3 A)de Truck-Trailers 0% 0.00 20.00 0 0.0152 0 4 A)de Truck-Trailers 0% 0.00 20.00 0 0.0152 0 5+Axle Truck-Trailers 0% 0.00 20.00 0 0.5317 0 Totals 100.0% 4660 34,018,032 459085 Design ESAL based on two-way traffic-> [ 229543 Design E.S.A.L. Design ESAL based on one-way traffic-> 459085 Design E.S.A.L. Notes: (1) Based on Truck Distribution Percentages per The Asphalt Institute, MS-1. (2) Based on the AASHTO Pavement Design Manual. ASPHALT PAVEMENT THICKNESS DESIGN Gallatin Park B97-25 Feb. 1999 Note: This sheet was used to calculate the Silverado Drive section. Equivalent single axle loads (ESAL) were divided by 2 for two-way traffic. STRUCTURAL NUMBER Number of 18-kip ESALs over design period 229543 California Beasring Ratio of subgrade soil, percent 3.0 Initial serviceability index 4.0 Terminal serviceability index 2.5 Standard normal deviate -1.645 Overall standard deviation 0.35 Iterate the structural number until both sides of the AASHTO basic thickness design equation are equal and convergance equals zero. Structural number 3.39 Left side of AASHTO basic thickness design equation; LOG ( 18-kip ESALs) 5.36 Right side of AASHTO basic thickness design equation 5.36 AASHTO Design Equation Convergance 0.00 LAYER COMPONENTS Propsed Layer Proposed Layer Coefficient Thickness Plant Mix Asphalt (2, 2-inch lifts) 0.36 4 Asphalt Treated Base Course 0.03 3/4-inch minus 0.14 40.6284 cost index 1 1/2-inch minus 0.12 6 2-inch minus 0.12 3-inch minus 0.09 14 Proposed structural number(must be greater than 3.4 structural number solved for above). ASPHALT PAVEMENT THICKNESS DESIGN Gallatin Park , Manley Road B97-25 Feb. 1999 Note: This sheet is specific to Manley Road from Station 29+50 to Station 36+64. Road gravels in this area were found to be 0.7' (8.4") thick. STRUCTURAL NUMBER Number of 18-kip ESALs over design period 460000 California Beasring Ratio of subgrade soil, percent 12.0 Initial serviceability index 4.0 Terminal serviceability index 2.5 Standard normal deviate -1.645 Overall standard deviation 0.35 Iterate the structural number until both sides of the AASHTO basic thickness design equation are equal and convergance equals zero. Structural number 2.19 Left side of AASHTO basic thickness design equation; LOG ( 18-kip ESALs) 5.66 Right side of AASHTO basic thickness design equation 5.66 AASHTO Design Equation Convergance -0.00 LAYER COMPONENTS Propsed Layer Proposed Layer Coefficient Thickness Plant Mix Asphalt (3-inch lift) 0.35 3 Asphalt Treated Base Course 0.03 3/4-inch minus 0.14 1 1/2-inch minus 0.12 12 8.4" Existing 2-inch minus 0.12 3-inch minus 0.09 Proposed structural number(must be greater than 2.49 structural number solved for above). ASPHALT PAVEMENT THICKNESS DESIGN Gallatin Park , Manley Road B97-25 Feb. 1999 Note: This sheet is specific to Manley Road from Station 1+00 to Station 29+50. Road gravels in this area were found to be 1.2" (14.4") thick. STRUCTURAL NUMBER Number of 18-kip ESALs over design period 460000 California Beasring Ratio of subgrade soil, percent 12.0 Initial serviceability index 4.0 Terminal serviceability index 2.5 Standard normal deviate -1.645 Overall standard deviation 0.35 Iterate the structural number until both sides of the AASHTO basic thickness design equation are equal and convergance equals zero. Structural number 2.19 Left side of AASHTO basic thickness design equation; LOG ( 18-kip ESALs) 5.66 Right side of AASHTO basic thickness design equation 5.66 AASHTO Design Equation Convergance -0.00 LAYER COMPONENTS Propsed Layer Proposed Layer Coefficient Thickness Plant Mix Asphalt (3-inch lift) 0.35 3 Asphalt Treated Base Course 0.03 3/4-inch minus 0.14 1 1/2-inch minus 0.12 3 14.4" Existing 2-inch minus 0.12 3-inch minus 0.09 11.4 Proposed structural number(must be greater than 2.436 structural number solved for above). � 0) CM Lf) .0 -0 OD+ 9 0o q It 4 o a & 0) LO .0 -0 Vr, q coo C� a a _ � o � 2 § o � LO + 04 & k � � k 04 o o 6 � 0) % -0 -0 2mmm0 ScqqU oCOO + C � � v _ vi @ » q 6Lh G o G o 0 6 cl E aco w CD 0) % & A k LO co @q@q 0) A + ao & q60400 006 U) m m k o -0.0-0 c ? � qQ 7 2 ® a � � �� � � � og % 66 m m m °m Q § 2 CM 0) a 2 0 -0-0� 2 � o o a _ ? p U) 2 @ 6 � � ©_ Co co / 6 w § 2 � t p o 75 % . § k k � k k � = E % 0) - cc � - � L.. = COi > coA a o a m o -0k APPENDIX E -441-7 LIT,. �oao�o �- ! 'joss N G Zr� L A41aS� - Imp' ' e C O 2 ���Z--5 -7 tmp#l.txt Culvert Calculator 4fi r Entered Data: Shape Circular Number of Barrels . . . . . . . . . . . . . . . 1 Solving for . . . . . . . . . . . . . . . . . . . . . Headwater Chart Number . . . . . . . . . . . . . . . . . . . . 1 Scale Number . . . . . . . . . . . . . . . . . . . . 1 Chart Description . . . . . . . . . . . . . . . CONCRETE PIPE CULVERT; NO BEVEL ED RING ENTRANCE Scale Decsription . . . . . . . . . . . . . . . SQUARE EDGE ENTRANCE WITH HEADW ALL Flowrate . . . . . . . . . . . . . . . . . . . . . . . . 3.7900 cfs Manning's n . . . . . . . . . . . . . . . . . . . . . 0. 0130 Roadway Elevation . . . . . . . . . . . . . . . 4-6 4 00 ft Inlet Elevation . . . . . . . . . . . . . . . . . 62. 1300 ft Outlet Elevation . . . . . . . . . . . . . . . . 62. 0000 ft Diameter . . . . . . . . . . . . . . . . . . . . . . . . .f-'5?0000 in Length . . . . . . . . . . . . . . . . . . . . . . . . . . 26. 0000 ft Entrance Loss . . . . . . . . . . . . . . . . . . . 0.5000 Tailwater . . . . . . . . . . . . . . . . . . . . . . . 0.5000 ft /� f Computed Results: Headwater . . . . . . . . . . . . . . . . . . . . . . . 449 ft From Outlet Slope . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.0050 ft/ft Velocity . . . . . . . . . . . . . . . . . . . . . . . . 4 . 6571 fps DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRITICAL OUTLET TAILWATER Flow ELEV. DEPTH DEPTH TYPE DEPTH DEPTH VEL. DEPTH VEL. DEPTH cfs ft ft ft in in fps ft fps ft 0. 00 62.51 0.00 0.38 NA 0.00 0. 00 0.00 0.00 0. 00 0.50 1.00 63.05 0. 00 0. 92 M1 4 .77 9. 44 2. 18 0. 40 0. 00 0.50 2. 00 63. 83 0.00 1.70 M2 6. 94 9. 44 3.73 0.58 0.00 0.50 Page 1 CA5tX- ,c> - I �00«< 000000 0.7 , m � o z Ilk tmp#1.txt Culvert Calculator /f Entered Data: Shape . . . . . . . . . . . . . . . . . . . . . . . . . . . Circular Number of Barrels . . . . . . . . . . . . . . . 1 Solving for . . . . . . . . . . . . . . . . . . . . . Headwater Chart Number . . . . . . . . . . . . . . . . . . . . 1 Scale Number . . . . . . . . . . . . . . . . . . . . 1 Chart Description . . . . . . . . . . . . . . . CONCRETE PIPE CULVERT; NO BEVEL ED RING ENTRANCE Scale Decsription . . . . . . . . . . . . . . . SQUARE EDGE ENTRANCE WITH HEADW ALL Flowrate . . . . . . . . . . . . . . . . . . . . . . . . 7. 0800 cfs Manning's n . . . . . . . . . . . . . . . . . . . . . 0.0130 Roadway Elevation . . . . . . . . . . . . . . . C6655., 9000 ft Inlet Elevation . . . . . . . . . . . . . . . . . 63. 1000 ft Outlet Elevation . . . . . . . . . . . . . . . . 63,:0000 ft Diameter r15 0000 in Length . . . . . . . . . . . . . . . . . . . . . . . . . . ` �36000 ft Entrance Loss . . . . . . . . . . . . . . . . . . . 0.5000 Tailwater . . . . . . . . . . . . . . . . . . . . . . . 1.5000 ft Computed Results: Headwater . . . . . . . . . . . . . . . . . . . . . . . �.63 ft From Outlet Slope . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.0028 ft/ft Velocity . . . . . . . . . . . . . . . . . . . . . . . . 5.7693 fps DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRITICAL OUTLET TAILWATER Flow ELEV. DEPTH DEPTH TYPE DEPTH DEPTH VEL. DEPTH VEL. DEPTH cfs ft ft ft in in fps ft fps ft 0.00 64 .52 0.00 1. 42 NA 0. 00 0. 00 0.00 0.00 0.00 1.50 1. 00 64 . 60 0.00 1.50 NA 5.56 15.00 0. 81 1.25 0.00 1.50 2. 00 64 .72 0.00 1. 62 NA 8 .24 15.00 1. 63 1.25 0.00 1.50 3.00 64 . 89 0.00 1.79 NA 10.89 15.00 2 .44 1.25 0.00 1.50 4.00 65.10 0.00 2. 00 NA 15.00 15.00 3.26 1.25 0.00 1.50 5. 00 65.37 0.00 2 .27 NA 15. 00 15. 00 4 . 07 1.25 0.00 1.50 6. 00 65. 68 0.00 2.58 NA 15. 00 15.00 4. 89 1.25 0. 00 1:50 7 .00 66.04 0.00 2. 94 NA 15.00 15. 00 5.70 1.25 0.00 1. 50 Page 1 aaaooa wlw��r , car= lc%t/2 b IIK !,� G Z• 67 �rUa f�L -72 err o a 145." hK. l� tmp#l.txt Culvert Calculator Entered Data: Shape . . . . . . . . . . . . . . . . . . . . . . . . . . . Circular Number of Barrels . . . . . . . . . . . . . . . 1 Solving for . . . . . . . . . . . . . . . . . . . . . Headwater Chart Number . . . . . . . . . . . . . . . . . . . . 1 ScaleNumber . . . . . . . . . . . . . . . . . . . . 1 Chart Description . . . . . . . . . . . . . . . CONCRETE PIPE CULVERT; NO BEVEL ED RING ENTRANCE Scale Decsription . . . . . . . . . . . . . . . SQUARE EDGE ENTRANCE WITH HEADW ALL Flowrate . . . . . . . . . . . . . . . . . . . . . . . . 10.0000 cfs Manning' s n . . . . . . . . . . . . . . . . . . . . . 0.0130 Roadway Elevation . . . . . . . . . . . . . . . �00 ft Inlet Elevation . . . . . . . . . . . . . . . . . 71.2300 ft Outlet Elevation . . . . . . . . . . . . . . . . 71.0000 ft Diameter . . . . . . . . . . . . . . . . . . . . . . . . 18.0000 in Length . . . . . . . . . . . . . . . . . . . . . . . . . . 23.0000 ft Entrance Loss . . . . . . . . . . . . . . . . . . . 0.0000 Tailwater . . . . . . . . . . . . . . . . . . . . . . . 1. 0000 ft Computed Results: /� Headwater . . . . . . . . . . . . . . . . . . . . . . . 7a-.ou)u ft From Inlet Slope . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.0100 ft/ft Velocity . . . . . . . . . . . . . . . . . . . . . . . . 6.7696 fps DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRITICAL OUTLET TAILWATER Flow ELEV. DEPTH DEPTH TYPE DEPTH DEPTH VEL. DEPTH VEL. DEPTH cfs ft ft ft in in fps ft fps ft 0.00 72.01 0.50 0.78 NA 0.00 0. 00 0. 00 0.00 0.00 1. 00 1.00 72 .07 0.73 0.84 NA 3.75 14 . 63 0.80 0.31 0.00 1.00 2 .00 72.20 0. 93 0. 97 NA 5.32 14 . 63 1. 60 0.44 0.00 1.00 3.00 72.35 1.11 1.12 NA 6.58 14 . 63 2. 40 0.55 0.00 1.00 4 .00 72 .51 1.28 1.28 NA 7.70 9. 19 5.54 0. 64 0.00 1.00 5.00 72 .70 1. 46 1. 47 NA 8.74 9.19 4 .00 0.73 0.00 1. 00 6.00 72 . 88 1. 63 1. 65 NA 9.74 9. 19 4 .79 0.81 0.00 1.00 7.00 73.08 1. 85 1.76 NA 10.74 12.29 6.37 0.89 0.00 1.00 Page 1 tmp#l.txt 8.00 73.26 2.03 1.87 NA 11.75 13. 15 6.55 0. 98 0.00 1.00 9.00 73.50 2.27 2 .00 NA 12 .82 13. 93 6. 68 1.07 0. 00 1. 00 Page 2 GRATE SIZING Neenah R-3067 WEIR VS. ORIFICE WEIR EQUATION Q=3.3*P*(HAl.5) Q=FLOW (CFS) ORIFICE EQUATION Q=0.6*A*(2*G*H)^0.5 P=PERIMETER (IN) A=AREA (IN12) P (IN) A (IN A2) H=HEAD (FT) 70.00 274.00 G=GRAV. CONST. HEAD Q(WEIR) Q(ORIFICE) 0.05 0.22 2.05 0.10 0.61 2.90 0.15 1.12 3.55 0.20 1.72 4.10 ,' 0.25 2.41 4.58 0.30 3.16 5.02 :J ? /A/�;f 0.35 3.99 5.42 0.40 4.87 5.79 0.45 5.81 6.15 0.50 6.81 6.48 0.55 7.85 6.79 0.60 8.95 7.10 0.65 10.09 7.39.. 0.70 11.27 7.67 "ooaS1a LL,w33 Ilk oggg a �Q0000� a I I iz AJ 5 �J b � 3 C 2 � ufL � .73� J.3)s z3.3-7 cis �• S �S � /J 3 �f G/UD /) t �- �iZ G�5 �• F3 • Fj.Q'j/.ti./ C�G�� -Z� (y/7'-'� /,J�/ .O �Q GCa �-7 7 � �� fJI� p6AIto Z -oao c �2<rr =.JAW Beo STORMWATER DETENTION JOB:Gallatin Park B97-25 BOWSTRING METHOD DATE:2/4/99 J.ROEN AREAS(SF) PRE POST GRASS 0,3 n/a n/a GRAVEL 0.55 n/a n/a AVE/ROOF 09 n/a n/a TOTAL(SF) 177689 177689 WEIGHTED C FACTOR 0.30 0.70 Tc(MIN) 40.00 9 RUNOFF(CFS) 1.02 6.27 MAXIMUM VOLUME 3987.80 CUBIC FEET TIME TIME 10 YEAR Q VOLUME VOLUME VOLUME MIN SEC i(INIHR) -i-A(CFS) IN(CF) OUT(CF) STORE(CF) 5.00 300.00 3.22 9.19 3694.4054 305.81 3388.59 6.00 360.00 2.86 8.16 3937.8393 366.97 3570.86 7.00 420.00 2.59 7.38 4156.1323 428.14 3728.00 8.00 480.00 2.37 6.77 4354.9838 489.30 3865.68 9.00 540.00 2.20 6.27 4538.2658 550.46 3987.80 10.00 600.00 2.05 5.86 4589.2681 611.62 3977.64 11.00 660.00 1.93 5.50 4643.8729 672.79 3971.09 12.00 720.00 1.82 5.20 4700.6445 733.95 3966.70 13.00 780.00 1.73 4.94 4758.6374 795.11 3963.53 14.00 840.00 1.65 4.71 4817.2153 856.27 3960.94 15.00 900.00 1.58 4.50 4875.9436 917.44 3958.51 16.00 960.00 1.51 4.31 4934.5228 978.60 3955.92 17.00 1020.00 1.45 4.15 4992.7449 1039.76 3952.98 18.00 1080.00 1.40 4.00 5050.4664 1100.92 3949.54 19.00 1140.00 1.35 3.86 5107.5887 1162.09 3945.50 20.00 1200.00 1.31 3.73 5164.0454 1223.25 3940.80 21.00 1260.00 1.27 3.62 5219.7936 1284.41 3935.38 22.00 1320.00 1.23 3.51 5274.807 1345.57 3929.23 23.00 1380.00 1.19 3.41 5329.0717 1406.74 3922.34 24.00 1440.00 1.16 3.32 5382.583 1467.90 3914.69 25.00 1500.00 1.13 3.23 5435.3424 1529.06 3906.28 26.00 1560.00 1.10 3.15 5487.3566 1590.22 3897.13 27.00 1620.00 1.08 3.07 5538.6354 1651.38 3887.25 28.00 1680.00 1.05 3.00 5589.1914 1712.55 3876.64 29.00 1740.00 1.03 2.93 5639.0386 1773.71 3865.33 30.00 1800.00 1.00 2.87 5688.1925 1834.87 3853.32 31.00 1860.00 0.98 2.81 5736.669 1896.03 3840.63 32.00 1920,00 0.96 2.75 5784.4847 1957.20 3827.29 33.00 1980.00 0.94 2.70 5831.6562 2018.36 3813.30 34.00 2040.00 0.93 2.64 5878.2001 2079.52 S798.68 35.00 2100.00 0.91 2.59 5924.1331 2140.68 3783.45 36.00 2160.00 0.89 2.55 5969.4712 2201.85 3767.63 37.00 2220.00 0.88 2.50 6014.2306 2263.01 3751.22 38.00 2280.00 0.86 2.46 6058.4267 2324.17 3734.26 39.00 2340.00 0.85 2.42 6102.0747 2385.33 3716.74 40.00 2400.00 0.83 2.38 6145.1895 2446.50 3698.69 41.00 2460.00 0.82 2.34 6187.7853' 2507.66 3680.13 42.00 2520.00 0.81 2.30 6229.8759 2568.82 3661.06 43.00 2580.00 0.79 2.27 6271.4749 2629.98 3641.49 44.00 2640.00 0.78 2.24 6312.5951 2691.15 3621.45 45.00 2700.00 0.77 2.20 6353.2491 2752.31 3600.94 46.00 2760.00 0.76 2.17 6393.449 2813.47 3579.98 47.00 2820.00 0.75 2.14 6433.2064 2874.63 3558.57 48.00 2880.00 0.74 2.11 6472.5327 2935.79 3536.74 49.00 2940.00 0.73 2.08 6511.4388 2996.96 3514.48 50.00 3000.00 0.72 2.06 6549.935 3058.12 3491.82 51.00 3060.00 0.71 2.03 6588.0316 3119.28 3468.75 52.00 3120.00 0.70 2.01 6625.7384 3180.44 3445.29 53.00 3180.00 0.69 1.98 6663.0647 3241.61 3421.46 54.00 3240.00 0.69 1.96 6700.0196 3302.77 3397.25 55.00 3300.00 0.68 1.93 6736.612 3363.93 3372.68 56.00 3360.00 0.67 1.91 6772.8503 3425.09 3347.76 57.00 3420.00 0.66 1.89 6808.7427 3486.26 3322.49 58.00 3480.00 0.65 1.87 6844.2971 3547.42 3296.88 59.00 3540.00 0.65 1.85 15879.5212 3608.58 3270.94 60.00 3600.00 0:64 1.83 6914.4223 3669.74 3244.68 61.00 3660.00 0.63 1.81 6949,0077 3730.91 3218.10 62.00 3720.00 0.63 1.79 6983.2841 3792.07 3191.22 63.00 3780.00 0.62 1.77 7017.2583 3853.23 3164.03 6400 3840.00 0.61 1.75 7050,9367 3914.39 3136.54 65.00 3900.00 0.61 1.73 7084,3256 3975.56 3108.77 66.00 3960.00 0.60 1.72 7117.431 4036.72 3080.71 67.00 4020.00 0.60 1.70 7150.2588 4097.88 3052.38 68.00 4080.00 0.59 1.68 7182.8146 4159.04 3023.77 69.00 4140.00 0.58 1.67 7215.104 4220.21 2994.90 STORMWATER DETENTION JOB:Gallatin Park B97-25 BOWSTRING METHOD DATE:214/99 J.ROEN AREAS(SF) PRE POST GRASS 0.3 n/a n/a GRAVEL 0.55 n/a n/a AVE/ROOF 0.9 n/a n/a TOTAL(SF) 840708 840708 WEIGHTED C FACTOR 0.30 0.70 Tc(MIN) 40.00 13 RUNOFF(CFS) 4.82 23.37 MAXIMUM VOLUME 20659.42 CUBIC FEET TIME TIME 10 YEAR O VOLUME VOLUME VOLUME MIN SEC i(IN/HR) 'i'A(CFS) IN(CF) OUT(CF) STORE(CF) 5.00 300.00 3.22 43.48 17479.507 1446.90 16032.61 6.00 360.00 2.86 38.62 18631.277 1736.28 16894.99 7.00 420.00 2.59 34.94 19664.097 2025.66 17638.43 8.00 480.00 2.37 32.04 20604.932 2315.04 18289.89 9.00 540.00 2.20 29.67 21472.102 2604.42 18867.68 10.00 600.00 2.05 27.71 22278.692 2893.80 19384.89 11.00 660.00 1.93 26.05 23034.412 3183.18 19851.23 12.00 720.00 1.82 24.61 23746,692 3472.56 20274.13 13.00 780.00 1.73 23.37 24421.361 3761.95 20659.42 14.00 840.00 1.65 22.27 24608.848 4051.33 20557.52 15.00 900.00 1.58 21.29 24807.031 4340.71 20466.33 16.00 960.00 1.51 20.42 25012.819 4630.09 20382.73 17.00 1020.00 1.45 19.63 25223.918 4919.47 20304.45 18.00 1080.00 1.40 18.91 25438.609 5208.85 20229.76 19.00 1140.00 1.35 18.26 25655.586 5498.23 20157.36 20.00 1200.00 1.31 17.66 25873.85 5787.61 20086.24 21.00 1260.00 1.27 17.11 26092.632 6076.99 20015.64 22.00 1320.00 1.23 16.60 26311.339 6366.37 19944.97 23.00 1380.00 1.19 16.13 26529.511 6655.75 19873.76 24.00 1440.00 1.16 15.69 26746.789 6945.13 19801.66 25.00 1500.00 1.13 15.27 26962.897 7234,51 19-128.39 26.00 1560.00 1.10 14 89 27177.62 7523.89 19653.73 27.00 1620.00 1.08 14.53 27390.794 7813.27 19577.52 28.00 1680.00 1.05 14.19 27602.294 8102.65 19499.64 29.00 1740.00 1.03 13.87 27812.026 8392.03 19419.99 30.00 1800.00 1.00 13.57 28019.923 8681.41 19338.51 31.00 1860.00 0.98 13.28 28225.935 8970.79 19255.14 32.00 1920.00 0.96 13.01 28430.032 9260.17 19169.86 33.00 1980.00 0.94 12.75 28632.193 9549.55 19082.64 34.00 2040.00 0.93 12.51 28832.41 9838.93 18993.48 35.00 2100.00 0.91 12.27 29030.685 10128.31 18902.37 36.00 2160.00 0.89 12.05 29227.022 10417.69 18809.33 37.00 2220.00 0.88 11.84 29421.436 10707.07 18714.36 38.00 2280.00 0.86 11.64 29613.941 10996.46 18617.49 39.00 2340.00 0.85 11.44 29804.56 11285.84 18518.72 40.00 2400.00 0.83 1125 29993.313 11575.22 18418.10 41.00 2460.00 0.82 11.07 30180.227 11864.60 18315.63 42.00 2520.00 0.81 10.90 30365.328 12153.98 18211.35 43.00 2580.00 0.79 10.74 30548.644 12443.36 18105.29 44.00 2640.00 0.78 10.58 30730.203 12732.74 17997.47 45.00 2700.00 0.77 10.42 30910.035 13022.12 17887.92 46.00 2760.00 0.76 10.28 31088.168 13311.50 17776.67 47.00 2820.00 0.75 10.13 31264.634 13600.88 17663.76 48.00 2880.00 0.74 10.00 31439.461 13890.26 17549.20 49.00 2940.00 0.73 9.86 31612.68 14179.64 17433.04 50.00 3000.00 0.72 9.73 31784.32 14469.02 17315.30 51.00 3060.00 0.71 9.61 31954.409 14758.40 17196.01 52.00 3120.00 0.70 9.49 32122.978 15047.78 17075.20 53.00 3180.00 0.69 9.37 32290.053 15337.16 16952.89 54.00 3240.00 0.69 9.26 32455.664 15626.54 16829.12 55.00 3300.00 0.68 9.15 32619.837 15915.92 16703.92 56.00 3360.00 0.67 9.04 32782.6 16205.30 16577.30 57.00 3420.00 0.66 8.94 32943.978 16494.68 16449.30 58.00 3480.00 0.65 8.84 33103.999 16784.06 16319.94 59.00 3540.00 0.65 8.74 33262.686 17073.44 16189.24 60.00 3600.00 0.64 8.65 33420.065 17362.82 16057.24 61.00 3660.00 0.63 8.55 33576.161 17652.20 15923.96 62.00 3720.00 0.63 8.46 33730.996 17941.58 15789.41 63.00 3780.00 0.62 8.38 33884.593 18230.96 15653.63 64.00 3840.00 0.61 8.29 34036.976 18520.35 15516.63 65.00 3900.00 0.61 8.21 34188.167 18809.73 15378.44 66.00 3960.00 0.60 8.13 34338.186 19099.11 15239.08 67.00 4020.00 0.60 8.05 34487.055 19388.49 15098.57 68.00 4080.00 0.59 7.97 34634.794 19677.87 14956.93 69.00 4140.00 0.58 7.90 34781.424 19967.25 14814.18 /PA OOOOCO i i�ANNN� w33 -Lwow , a 7v 0 -zt;; y e 3 3.33 i o-e"' p R.44- 3�97- Z15 -76; 'aae �0000 Rf HLIO i; H 11 1N¢¢ of eX� _ �.G�3� JLIGZ�l z Z �� a IL,t,- Z z i r HYDRAULIC DESIGN OF SEWERS AND CULVERTS F FIGURE 29 CRITICAL DEPTH CHARTS E CIRCULAR, ARCH,AND HORIZONTAL ELLIPTICAL PIPE 10 132 1.2 FOR VALUES OF do BEYOND CURVE, USE dS•ID i IOB" /� (•/ tL 8 1 Z � 3d a 6 E W 72 0 � Q u q F- 48 2 z4" 0 5 10 20 30 40 50 100 200 300 400 500 1000 2000 Q, DISCHARGE IN C.F.S. CIRCULAR PIPE f w 1— FOR VALUES OF d,BEYOND CURVE, USE d� = RISE W a Z 77"a122" d 62%102' w 6 0 54 .BB' J 45"a73' Q u 4 a0'a65` 36.51e iZ U 13'`a 22 IB R2131/z 26" a44" u 2 0 5 10 20 30 40 50 100 200 300 400 500 1000 2000 Q, DISCHARGE IN C.F.S. ARCH PIPE 10 Il FOR VALUES OF dc BEYOND CURVE, USE dc= RISE t 8 . Z d 77"x121-1 Y w 6 0 6Bi106" � J 5er 91 48'x 76` U 4 4Ta 68` � 9i60' ' 34x53" U � - 4.a 29"x45" l u 2 ,y f 0 11 5 10 20 30 40 50 100 200 300 400 500 1000 2000 ` 0, DISCHARGE IN C.F.S. HORIZONTAL ELLIPTICAL PIPE 42 i II-68 151 x 97 3000 EXAMPLE Size 76".40" O.300 cts 2' 136 x 87 ;- 2000 (3) HW* HW D (tau) 4.0 121 x 77 (1) 2.9 112 4.0 3.0 (2) 2.2 B B 3.0 113 x 72 1000 (3) 2-3 92 800 •D in feat 30 106x68 _ — — 600 — 2.0 98 x 63 500 2.0 400 91x58 1.5 I.5 N � 00 0 = 83 x 53 1.5 — - i Z i 200 = Zvi Z! 76x46 To use scale (2)or(3) W N drow a straight line a 4 68 x 43 V 100 through morn values of sue and dischorge ,i , O 1.0 J Z 80 to intersect scale ,V LO a _ (I N LO From point on scale(1) O 60 x 38 60 project horizontally to 9 9 14- W solution on either scale W .9 O CD 50 (2)or(3). 1— 1+1 - S3x34 a 40 jj Z _—.8 .8 N = = B N 30 ~a >< 49 x 32 p G -•7 T c 20 T D_ - 45x29 N HW/D ENTRANCE Q N 42 x 27 SCALE TYPE G 6 �- .6 6 N 10 (1) Square edge.nth W '38 x 24 a hood+oll = (2) Groove end .ith 6 heod.oll — .5 5 5 (3) Grove and projecting 4 30 x 19 3 - .4 l— 4 — 4 I I0 — 23 x 14 HEADWATER DEPTH FOR OVAL CONCRETE PIPE CULVERTS LONG AXIS HORIZONTAL WITH INLET CONTROL BUREAU OF PUBLIC ROADS JAN. 1963 II-62 2000 Z m — --- -- ' r- =Z „ I J RW I I no 1000 e i 0.4 Slop• Sow BOO SUBMERGED OUTLET CULVERT FLOWING FULL 0.5 151 x97 NW•M.no-LSo 600 For oullel cro.a not submerged, compute RW by 06 136 x 87 melhoax describa0 n me design procedure 0.T 500 121 x 77 0.8 400 113 x 72 0.9 106 x 68 1.0 300 98 x 63 e e 91 x 58 0? y0 <�4 200 83 x 53 ° ° Cry w rJ 76x48 cLA-� Z sp r1° 'y w 2 68 x 43 , \00 F Uj Z Z _ / 00 �z — 16o / y <j' Z O %b O w 100 �N `x38 ' rs O cr 90 53x3� ` /` 1 O a = ,r Q9 x 32 ` Xq �A O �° = 4 u0i n• ,-�MPe• p 60 cn 45 x 29 50 N 42x27 ` N NOTE ` 6 3 40 8 x 24 Dimensions on size scale ore ordered for loop axis Horizontal 7 inslollofion They should be 8 30 Z rwsnsd for loop axis vertical. 9 30 x 19 10 20 Z 23 x 14 -20 10 8 6 5 HEAD FOR OVAL CONCRETE PIPE CULVERTS LONG AXIS HORIZONTAL OR VERTICAL FLOWING FULL BUREAU OF PUBLIC ROADS JAN.1963 n 0.012 ac�'aa¢ a000co anmn =ww;r 14 l '' PvG Pik ®.00 D �. 3 70 U� Vic— L�z��a�aau ��- •� - � � ��' �D