Loading...
HomeMy WebLinkAbout014_Design Report - Cattail Creek Ph3 1 DESIGN REPORT FOR WATER. SEWER AND STREET AND DRAINAGE IMPROVEMENTS, CATTAIL CREEK SUBDIVISION BOZEMAN, MONT NA PREPARED FOR: SANDAN, LLC PREPARED BY: THOMAS, DEAN AND HOSKINS, INC. 11 l N. TRACY AVENUE B OZEMAN, MT 59715 DAV}n r IlVDEX Design Report • Introduction • Water • Sewer • Streets and Drainage Attachements • Water Service Sizing Calculations • Distribution System Modeling Calculations • Pavement Design • Stormwater Master Plan J:\1998\B98-07\OffcDocs\DRIndx.doc Introduction Cattail Creek Subdivision is located on Catron Street, west and south of the Costco store, near the North 19`h Avenue interchange with Interstate 90 in Bozeman. The subdivision is zoned light manufacturing district (M-1), residential office (R-O), and residential medium density(R-3) as found in the Bozeman Zoning Ordinance. 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. Design Report Water The proposed water system will tie into the existing mains at two locations. The first location is at the west end of the 12-inch main at the current west end of Carton Street. The second location is at the existing 12"x 12" cross at the proposed intersection of North 27`h Avenue and Deadman's Gulch. A fire hydrant flow test was performed in conjunction with this project at the tie-in point on North 27ffi Avenue. The results were static pressure, 105 psi;pitot pressure, 80 psi(1500 gpm);residual pressure, 60 psi. Due to the various types of uses allowed by M-1 and R-O zoning, water uses for these portions of the proposed subdivision were estimated using available billing records. Local businesses and subdivisions within the City of Bozeman with similar zoning were used. Billing records for 1998 from over 42 current accounts were reviewed. Water usage included periods of irrigation. Average day demands were computed as follows: M1 and RO 31.1 acre @ 2.8 gpm/ac = 87gpm R3 498 units x 2.54 people/unit @ 200 gal/person/day x day/24 hr. x hr/60 min. = 176 gpm Total 263 gpm This flow was distributed to the water system nodes used in the Cybernet model, based upon the distribution of Ml, RO acres and R3 units closest to the nodes. For the R-3 area, densities of 2.54 people per unit were used. Each person was assumed to use 200 gallons per day, on average. A peaking factor of 3.0 (Bozeman Water Facility Plan, MSE-HKM, 1997) for peak hour demand was applied to average day flows. A peaking factor of 2.5 for maximum day demand was applied to average day flows. Peak hour and maximum day plus fire flow scenarios were modeled. Computer modeling results for these scenarios were submitted previously to City Engineering. 2 The modeled system used the hydrant flow test results as a calibration condition. In addition,we used the City of Bozeman's "Bus Barn" Cybernet model as a boundary condition, to simulate all current and future domestic demands in the area. Based on computer modeling, all water lines could be 8-inch with the exception of the 12-inch line in Catron Street from North 27`h Avenue east to the existing main. The City has required the main in Cattail Drive (aka Deadman's Gulch) be oversized to 12" as it extends to Davis Lane, for future City projects. An analysis was performed to determine the available flow rate with a residual of 20 pounds per square inch. Peak hour demands were easily satisfied.In addition to maximum day demands, all nodes were capable of supplying the required fire flows. Required fire flows were taken from the Uniform Fire Code: R-3 single units-3500 square foot maximum fire area, Type V-1 hour structures, no fire sprinklers: 1000 6m fire flow required. IV d- �- �� R-3 multiple units-1200 square foot maximum fire area, Type V-1 hour structures, no fire VN sprinklers: 1500 gpm fire flow required. R-O and M-1 units-10000 square foot maximum fire area, Type V-1 hour structures, no fire sprinklers: 1750 gpm fire flow required. Water services will be 3/a", based upon the calculations attached to this report. Sewer Due to the non-residential nature of portions of the Cattail Creek Subdivision, sewage flows were based on the water usage calculated in the previous section for similar types of subdivisions. Those figures include irrigation flows that do not contribute to sewage flows, so an adjustment was made. Water use computations yield an average day water usage of 263 gpm. From historical records, the average per capita water use is approximately 200 gallons per day while sewage generated is about 117 gallons per day per person. Taking this ratio (117/200) times the 263 gpm water use yields 154 gpm of daily wastewater flow. Applying a peaking factor of 3.8 (population approximately 1894) the peak sewer flow would be 585 gpm, or 1.30 cfs. A 10-inch, SDR 35, PVC sewer laid at a grade of 0.004 ft/ft, has a capacity of 1.39 cfs flowing full. Therefore, a 10-inch line could be installed from the existing sewer to the manhole at the intersection of Catron Street and North 27`, Avenue. However, the City of Bozeman has required over-sizing of this main to a 24-inch. The Baxter Meadows Project will flow 13.82 cfs into the upstream end of Cattail Creek, by their calculations. This flow will be transmitted through the subdivision in a 24-inch pipe, at a minimum slope of 0.32%. Based upon information received from the developers of the Baxter Meadows Project, we understand the City has agreed upon the following design criteria for the outfall sewer: 3 I Proposed PVC Proposed Minimum Location* Peak Flow (cfs) Sewer Size Sewer Slope Existing 30" Outfall to 830' 15.66 27" 0.48% North of Cattail Creek or Subdivision 27" 0.26% 830' North of Cattail Creek 14.29 24" 0.40% Subdivision to Southwest Corner of Cattail Creek Subdivision West of Point 830' North of 1.37 15" 0.15% Cattail Creek Subdivision South of Cattail Creek 13.82 24" 0.38% Subdivision *Please refer to design drawings. The interior sewer main sizes are based upon the following flow distribution table: Flow Entering (cfs) Flow Entering(cfs) Manhole Flow Exiting (cfs) from South from West 12 1.30 0.33 0.98 27 0.98 0.32 0.66 The only interior sewer main that needs to be larger than 8"is from Manhole 27 to Manhole 12, which will be 10"to accommodate 0.98 cfs. The 10" has a flow capacity of 1.16 cfs at minimum grade of 0.28%. An 8" sewer at minimum grade of 0.40% can carry 0.76cfs. Streets and Drainage The utility master plan shows the proposed street configuration. North 27 h Avenue and Cattail Drive will be collectors, with 65-foot rights of way and 42 foot back of curb to back of curb dimensions. The remaining project streets would be local 37-foot City of Bozeman standard streets. Sidewalks are proposed for both sides of each street. Sidewalks will be constructed by the developer according to the conditions of approval. The attached pavement design calculations call for minimum total thicknesses of 25"for the collectors and 13"for local streets.Based upon our field construction experience, these sections were increased, as shown on the typical sections in the drawings. The attached Stormwater Master Plan describes the drainage system. Included are sections on treatment, basin sizing, conveyance systems, grading, and a maintenance plan. J:\1998\B98-07\OffcDocs\DRpt6-19.doc 4 V Polk-) luL4n W W W W W W SSS woo In 0--3 �k coo D.�� �vv� �-�5 N N N _•=_�� � N N N ¢ ,rS forY;u, R'J M -r r i AA41411A,04 l 6 Pi-elid uy- W Wxxx W � H CA N coo W O O CI a a It AAA CI N!V s� Pao 4�. i Updated Cattail Creek Cybernet Modeling The Cybernet model that was developed for the Cattail Creek Subdivision was modified to include data from the Cybernet model developed by the City of Bozeman called Bus Barn. When the model for the Cattail Creek subdivision was integrated into the City of Bozeman's model it was determined that the system could produce even more water than was determined by the initial model. The initial model indicated that during a max day demand that at the worst junction a fire flow of 1605 gallons per minute could be sustained while maintaining a minimum residual pressure of 20 psi in the system. Once this model was integrated into the City of Bozeman's model it indicated that 2140 gallons per minute could be produced at the same junction. It is safe to assume that all other scenarios would also have improved results. Based on the results from these two models, eight inch lines would be sufficient for the proposed subdivision. Scenario: max day Fire Flow Analysis Fire Flow Report Node Needed Total Satisfies Available Residual Calculated Calculated Minimum Zone Minimum Label Fire Flow Needed Fire Flow Fire Pressure Residual Minimum Zone Pressure Zone (gpm) Flow Constraints Flow (psi) Pressure Pressure (psi) Junction (gpm) (gpm) (psi) (psi) J-13 2,300.00 2,300.00 true 2,990.62 20.00 21.48 20.00 20.00 J-14 J-14 2,300.00 2,900.00 true 2,953.58 20.00 20.00 20.86 20.00 J-15 J-15 2,300.00 2,300.00 true 2,953.58 20.00 20.08 20.00 20.00 J-14 J-16 2,300.00 2,300.00 true 3,122.27 20.00 29.06 20.00 20.00 J-47 J-17 2,300.00 2,300.00 true 3,128.50 20.00 28.23 20.00 20.00 J-47 J-18 2,300.00 2,300.00 true 3,123.77 20.00 22.97 20.00 20.00 J-47 J-19 2,300.00 2,300.00 true 3,024.34 20.00 20.00 21.72 20.00 J-20 J-20 2,300.00 2,300.00 true 3,030.39 20.00 20.00 21.31 20.00 J-14 J-21 2,300.00 2,300.00 true 3,035.62 20.00 20.00 21.89 20.00 J-47 J-22 2,300.00 2,400.00 true 3,069.22 20.00 22.57 20.00 20.00 J-47 J-23 2,300.00 2,300.00 true 3,100.24 20.00 35.31 20.00 20.00 J-47 J-24 2,300.00 2,300.00 true 3,126.91 20.00 37.63 20.00 20.00 J-47 J-25 2,300.00 2,300.00 true 3,142.89 20.00 38.31 20.00 20.00 J-47 J-26 2,300.00 2,367.50 true 2,962.98 20.00 32.39 20.00 20.00 J-47 J-27 2,300.00 2,300.00 true 3,034.36 20.00 20.00 20.03 20.00 J-47 J-28 2,300.00 2,300.00 true 3,017.57 20.00 20.00 21.10 20.00 J-47 J-29 2,300.00 2,300.00 true 3,090.84 20.00 24.33 20.00 20.00 J-47 J-30 2,300.00 2,300.00 true 3,105.38 20.00 32.05 20.00 20.00 J-47 J-31 2,300.00 2,300.00 true 3,107.94 20.00 32.67 20.00 20.00 J-47 J-32 2,300.00 2,300.00 true 3,108.56 20.00 32.60 20.00 20.00 J-47 J-33 2,300.00 2,300.00 true 3,113.37 20.00 36.38 20.00 20.00 J-47 J-34 2,300.00 2,300.00 true 3,118.13 20.00 36.83 20.00 20.00 J-47 J-36 2,300.00 2,347.50 true 2,822.52 20.00 25.27 20.00 20.00 -47 J-37 2,300.00 2,400.00 true 2,760.28 20.00 24.82 20.00 20.00 J-39 J-38 2,300.00 2,352.50 true 2,331.49 20.00 21.64 20.00 20.00 J-39 J-39 2,300.00 2,387.50 false 2,140.70 20.00 20.00 27.13 20.00 J-40 J-40 2,300.00 2,340.00 false 2,276.71 20.00 21.00 20.00 20.00 J-39 ' J-41 2,300.00 2,310.00 true 2,327.40 20.00 21.71 20.00 20.00 J-39 J-42 2,300.00 2,317.50 true 2,359.28 20.00 22.83 20.00 20.00 J-39 J-43 2,300.00 2,340.00 true 2,374.31 20.00 21.92 20.00 20.00 J-39 J-44 2,300.00 2,315.00 true 2,384.10 20.00 24.69 20.00 20.00 J-39 J-45 2,300.00 2,317.50 true 2,409.68 20.00 26.36 20.00 20.00 J-39 J-46 2,300.00 2,370.00 true 2,720.80 20.00 27.67 20.00 20.00 J-39 J-47 2,300.00 2,367.50 true 2,703.62 20.00 20.00 26.11 20.00 J-39 J-48 2,300.00 2,305.00 true 2,370.00 20.00 23.24 20.00 20.00 J-39 J-49 2,300.00 2,307.50 true 2,369.06 20.00 24.00 20.00 20.00 J-39 J-50 2,300.00 2,307.50 true 2,343.15 20.00 22.96 20.00 20.00 J-39 J-51 2.300.00 2,305.00 true 2,331.03 20.00 22.00 20.00 20.00 J-39 J-250 2,300.00 2,300.00 true 3,020.99 20.00 33.86 20.00 20.00 J-47 J-251 2,300.00 2,315.00 true 2,778.96 20.00 20.49 20.00 20.00 J-252 J-252 2,300.00 2,412.50 true 2,677.42 20.00 20.00 24.47 20.00 J-262 J-260 2.300.00 2,300.00 true 3,043.02 20.00 34.05 20.00 20.00 J-47 J-261 2,300.00 2,315.00 true 2,803.75 20.00 20.43 20.00 20.00 J-262 J-262 2,300.00 2,412.50 true 2,702.44 20.00 20.00 22.87 20.00 J-252 J-265 2,300.00 2,425.50 true 3,082.00 20.00 34.13 20.00 20.00 J-47 J-270 2,300.00 2,400.40 true 3,107.41 20.00 30.18 20.00 20.00 J-47 J-271 2.300.00 2,400.40 true 3,080.80 20.00 20.00 20.80 20.00 J-47 J-272 2,300.00 2,350.20 true 2,613.18 20.00 20.00 30.54 20.00 J-47 J-273 2,300.00 2,375.30 true 2,999.73 20.00 23.02 20.00 20.00 J-14 J-280 2,300.00 2,300.00 true 3,168.59 20.00 25.89 20.00 20.00 J-47 J-285 1 2,300.001 2,300.001 true 1 3,221,031 20.001 25.671 20.001 20.00 J-47 Project Engineer: Engineering Department j:\1998\b98-07\cybernet\bus2.wcd Thomas Dean&Haskins Inc Cybernet v3.1 [0711 08/03/00 10:16:45 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 Scenario: max day Fire Flow Analysis Junction Report Node Elevation Demand Demand Demand Calculated Calculated Pressure Label (ft) Type (gpm) Pattern Demand Hydraulic (psi) (gpm) Grade (ft) J-13 4,662.00 Demand 0.00 Fixed 0.00 4,846.49 79.78 J-14 4,666.00 Demand 600.00 Fixed 600.00 4,846.41 78.01 J-15 4,664.00 Demand 0.00 Fixed 0.00 4,846.41 78.88 J-16 4,656.00 Demand 0.00 Fixed 0.00 4,847.47 82.80 J-17 4,658.00 Demand 0.00 Fixed 0.00 4,847.56 81.97 J-18 4,658.00 Demand 0.00 Fixed 0.00 4,847.27 81.85 J-19 4,660.00 Demand 0.00 Fixed 0.00 4,847.07 80.90 J-20 4,664.00 Demand 0.00 Fixed 0.00 4,846.96 79.12 J-21 4,660.00 Demand 0.00 Fixed 0.00 4,847.15 80.93 J-22 4,648.00 Demand 100.00 Fixed 100.00 4,847.40 86.23 J-23 4,645.00 Demand 0.00 Fixed 0.00 4,847.88 87.73 J-24 4,640.00 Demand 0.00 Fixed 0.00 4,848.51 90.16 J-25 4,638.00 Demand 0.00 Fixed 0.00 4,848.79 91.15 J-26 4,653.00 Demand 67.50 Fixed 67.50 4,847.32 84.03 J-27 4,645.00 Demand 0.00 Fixed 0.00 4,847.64 87.63 J-28 4,640.00 Demand 0.00 Fixed 0.00 4,847.92 89.91 J-29 4,633.00 Demand 0.00 Fixed 0.00 4,848.19 93.05 J-30 4,630.00 Demand 0.00 Fixed 0.00 4,848.36 94.43 J-31 4,632.00 Demand 0.00 Fixed 0.00 4,848.39 93.57 J-32 4,633.00 Demand 0.00 Fixed 0.00 4,848.40 93.14 J-33 4,631.00 Demand 0.00 Fixed 0.00 4,848.44 94.03 J-34 4,636.00 Demand 0.00 Fixed 0.00 4,848.48 91.88 J-36 4,669.00 Demand 47.50 Fixed 47.50 4,847.79 77.32 J-37 4,664.00 Demand 100.00 Fixed 100.00 4,847.04 79.15 J-38 4,671.00 Demand 52.50 Fixed 52.50 4,846.54 75.91 J-39 4,676.00 Demand 87.50 Fixed 87.50 4,846.48 73.72 J-40 4,671.00 Demand 40.00 Fixed 40.00 4,846.50 75.89 J-41 4,667.00 Demand 10.00 Fixed 10.00 4,846.51 77.63 J-42 4,661.00 Demand 17.50 Fixed 17.50 4,846.51 80.22 J-43 4,655.00 Demand 40.00 Fixed 40.00 4,846.51 82.82 J-44 4,655.00 Demand 15.00 Fixed 15.00 4,846.53 82.82 J-45 4,655.00 Demand 17.50 Fixed 17.50 4,846.57 82.84 J-46 4,654.00 Demand 70.00 Fixed 70.00 4,846.94 83.43 J-47 4,685.00 Demand 67.50 Fixed 67.50 4,847.33 70.20 J-48 4,660.00 Demand 5.00 Fixed 5.00 4,846.52 80.66 J-49 4,660.00 Demand 7.50 Fixed 7.50 4,846.53 80.66 J-50 4,664.00 Demand 7.50 Fixed 7.50 4,846.52 78.93 J-51 4,668.00 Demand 5.00 Fixed 5.00 4,846.52 77.20 J-250 4,648.87 Demand 0.00 Fixed 0.00 4,847.33 85.82 J-251 4,656.87 Demand 15.00 Fixed 15.00 4,847.05 82.24 J-252 4,662.00 Demand 112.50 Fixed 112.50 4,846.99 79.99 J-260 4,647.97 Demand 0.00 Fixed 0.00 4,847.34 86.22 J-261 4,654.87 Demand 15.00 Fixed 15.00 4,847.06 83.11 J-262 4,660.00 Demand 112.50 Fixed 112.50 4,846.99 80.86 J-265 4,648.37 Demand 125.50 Fixed 125.50 4,847.42 86.08 J-270 4,654.37 Demand 100.40 Fixed 100.40 4,847.39 83.47 J-271 4,654.37 Demand 100.40 Fixed 100.40 4,846.68 83.16 J-272 4,651.87 Demand 50.20 Fixed 50.20 4,846.66 84.24 J-273 4,656.87 Demand 75.30 Fixed 75.30 4,846.49 82.00 J-280 4,665.37 Demand 0.00 Fixed 0.00 4,848.68 79.27 J-285 1 4,671.871 Demand 10.00 1 Fixed 1 0.001 4,850.011 77.03 Project Engineer: Engineering Department j:\1998\b98-07\cybernet\bus2.wcd Thomas Dean&Haskins Inc Cybernet v3.1 (0711 08/03/00 10:17:04 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 Scenario: max day Fire Flow Analysis Pipe Report Link Length Diameter Material Roughness Discharge Start End Headloss Label (ft) (in) (gpm) Calculated Calculated (ft) Hydraulic Hydraulic Grade Grade (ft) (ft) P-15 6,256.00 12 Ductile Iron 130.0 -1,246.31 4,850.01 4,874.00 23.99 P-17 172.00 12 Ductile Iron 130.0 51.79 4,846.49 4,846.49 0.15e-2 P-18 324.00 12 Ductile Iron 130.0 289.57 4,846.49 4,846.41 0.08 P-19 96.00 12 Ductile Iron 130.0 0.00 4,846.41 4,846.41 0.00 P-20 398.00 12 Ductile Iron 130.0 -243.83 4,847.39 4,847.47 0.08 P-22 759.00 8 Ductile Iron 130.0 237.78 4,847.47 4,846.49 0.98 P-23 124.00 12 Ductile Iron 130.0 -481.61 4,847.47 4,847.56 0.09 P-24 655.00 12 Ductile Iron 130.0 -792.04 4,847.56 4,848.68 1.12 P-25 137.00 8 Ductile Iron 130.0 310.43 4,847.56 4,847.27 0.29 P-26 342.00 8 Ductile Iron 130.0 156.30 4,847.27 4,847.07 0.20 P-27 193.00 8 Ductile Iron 130.0 156.30 4,847.07 4,846.96 0.11 P-28 260.00 8 Ductile Iron 130.0 310.43 4,846.96 4,846.41 0.55 P-29 207.00 8 Ductile Iron 130.0 154.13 4,847.27 4,847.15 0.12 P-30 342.00 8 Ductile Iron 130.0 154.13 4,847.15 4,846.96 0.20 P-31 628.00 8 Ductile Iron 130.0 -67.20 4,847.33 4,847.40 0.08 P-32 707.00 8 Ductile Iron 130.0 -167.20 4,847.40 4,847.88 0.48 P-33 628.00 12 Ductile Iron 130.0 508.26 4,847.88 4,847.42 0.46 P-34 507.00 12 Ductile Iron 130.0 -675.46 4,847.88 4,848.51 0.63 P-35 160.00 12 Ductile Iron 130.0 -817.99 4,848.51 4,848.79 0.28 P-36 14,330.00 12 Ductile Iron 130.0 -817.99 4,848.79 4,874.00 25.21 P-37 554.00 12 Ductile Iron 130.0 60.69 4,847.33 4,847.32 0.01 P-38 650.00 8 Ductile Iron 130.0 -142.53 4,847.32 4,847.64 0.33 P-39 550.00 8 Ductile Iron 130.0 -142.53 4,847.64 4,847.92 0.27 P-40 535.00 8 Ductile Iron 130.0 -142.53 4,847.92 4,848.19 0.27 P-41 350.00 8 Ductile Iron 130.0 -142.53 4,848.19 4,848.36 0.18 P-42 403.00 12 Ductile Iron 130.0 -142.53 4,848.36 4,848.39 0.03 P-43 93.00 12 Ductile Iron 130.0 -142.53 4,848.39 4,848.40 0.01 P-44 665.00 12 Ductile Iron 130.0 -142.53 4,848.40 4,848.44 0.05 P-45 500.00 12 Ductile Iron 130.0 -142.53 4,848.44 4,848.48 0.03 P-46 417.00 12 Ductile Iron 130.0 -142.53 4,848.48 4,848.51 0.03 P-49 520.00 8 Ductile Iron 130.0 454.27 4,850.01 4,847.79 2.22 P-50 1,018.00 8 Ductile Iron 130.0 176.27 4,847.79 4,847.04 0.75 P-51 806.00 8 Ductile Iron 130.0 159.37 4,847.04 4,846.54 0.50 P-52 757.00 8 Ductile Iron 130.0 53.22 4,846.54 4,846.48 0.06 P-53 449.00 8 Ductile Iron 130.0 -34.28 4,846.48 4,846.50 0.02 P-54 300.00 8 Ductile Iron 130.0 -36.02 4,846.50 4,846.51 0.01 P-55 330.00 8 Ductile Iron 130.0 -18.50 4,846.51 4,846.51 0.39e-2 P-56 510.00 8 Ductile Iron 130.0 -1.53 4,846.51 4,846.51 0.00 P-57 300.00 8 Ductile Iron 130.0 -41.53 4,846.51 4,846.53 0.02 P-58 302.00 8 Ductile Iron 130.0 -73.35 4,846.53 4,846.57 0.04 P-59 706.00 8 Ductile Iron 130.0 -145.63 4,846.57 4,846.94 0.37 P-60 655.00 8 Ductile Iron 130.0 -154.30 4,846.94 4,847.32 0.38 P-61 814.00 8 Ductile Iron 130.0 -18.57 4,847.32 4,847.33 0.01 P-62 381.00 8 Ductile Iron 130.0 -230.50 4,847.33 4,847.79 0.46 P-63 567.00 8 Ductile Iron 130.0 144.43 4,847.33 4,847.04 0.29 P-64 934.00 8 Ductile Iron 130.0 61.33 4,847.04 4,846.94 0.10 P-65 289.00 8 Ductile Iron 130.0 -34.47 4,846.51 4,846.52 0.01 P-66 514.00 8 Ductile Iron 130.0 -16.81 4,846.52 4,846.53 0.49e-2 P-67 520.00 8 Ductile Iron 130.0 54.78 4,846.57 4,846.53 0.04 P-68 287.00 8 Ductile Iron 130.0 22.65 4,846.53 4,846.52 0.49e-2 P-69 314.00 8 Ductile Iron 130.0 24.63 4,846.53 4.846.52 0.01 Project Engineer:Engineering Department j:\1998\b98-07\cybernet\bus2.wcd Thomas Dean&Haskins Inc Cybernet v3.1 [0711 08/03/00 10:20:55 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 2 Scenario: max day Fire Flow Analysis Pipe Report Link Length Diameter Material Roughness Discharge Start End Headloss Label (ft) (in) (gpm) Calculated Calculated A Hydraulic Hydraulic Grade Grade (ft) (ft) P-70 541.00 8 Ductile Iron 130.0 27.52 4,846.52 4,846.51 0.01 P-71 289.00 8 Ductile Iron 130.0 -10.39 4,846.52 4,846.52 0.15e-2 P-72 235.00 8 Ductile Iron 130.0 -53.65 4,846.52 4,846.54 0.02 P-73 588.00 8 Ductile Iron 130.0 38.27 4,846.52 4,846.50 0.03 P-250 307.00 12 Ductile Iron 130.0 -119.94 4,847.33 4,847.34 0.02 P-251 655.00 8 Ductile Iron 130.0 -126.45 4,847.05 4,847.33 0.27 P-252 208.00 8 Ductile Iron 130.0 111.45 4,847.05 4,846.99 0.07 P-253 307.00 8 Ductile Iron 130.0 -1.05 4,846.99 4,846.99 0.00 P-260 400.00 12 Ductile Iron 130.0 -248.50 4,847.34 4,847.42 0.08 P-261 657.00 8 Ductile Iron 130.0 -128.55 4,847.06 4,847.34 0.29 P-262 208.00 8 Ductile Iron 130.0 -113.55 4,846.99 4,847.06 0.07 P-270 476.00 12 Ductile Iron 130.0 134.26 4,847.42 4,847.39 0.03 P-271 406.00 8 Ductile Iron 130.0 277.69 4,847.39 4,846.68 0.71 P-272 267.00 8 Ductile Iron 130.0 50.20 4,846.68 4,846.66 0.02 P-273 449.00 8 Ductile Iron 130.0 127.09 4,846.68 4,846.49 0.19 P-285 1 804.001 12 1 Ductile Iron 1130.0 -792.041 4,848.681 4,850.011 1.33 Project Engineer:Engineering Department j:\1998\b98-07\cybernet\bus2.wcd Thomas Dean&Haskins Inc Cybernet v3.1 [0711 08/03/00 10:20:55 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 2 of 2 Scenario: max day J-30 P-42 J-31 > - "P-43 �J-32 P-44 J-33 P-41 ~� J-29 I P-45 tl� J P-40 -34 v P-46 J-28 P- 25 P-36R-2 J- P-39 P-34 J-22 P-32 J-23 J•27 P-31 P-33 P-38 J-250 P-250 J-260 P-260 J-265 J-43 P-57 J-44 P-58 J-45 P-59 J-46 P- -t .> - ---I —r- - j - P-60 J-26 P-270 J-272 P-56 P-66 P-67 P-251 P-261 -272 1 I P-61 J-270 P-271 271 P-64 J-42 P-65 J-48 P-68 ?J-49 P-273 J-251 J-261 P-20 �� P-55 P-69 \ J-273 J- 252 P-262 b P-17 J 41 P-70 J-50 5 J- P-22 J-13 P P-63 J-47 22P-2 53J-262 P-23 P-54 P-71 J-17 P-25J-18 P-26 J-19 P-18 P-62 P-29 P-27 J-51J-40 3 P 1 J-36 J 21 P-30 .1-20 P-28 J-F�FJp 5 P-72 P-24 P-50 P-53 / P-49 J-39 R-1 P-15 J-285 P-285 J-280 —s - -� Project Engineer:Engineering Department j:\1998\b98-071cybernet\bus2.wcd Thomas Dean&Haskins Inc Cybernet v3.1 [0711 08/03/00 10:12:55 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 APPENDIX A Cattail Creek Cybernet Modeling The proposed Cattail Creek Subdivision was modeled using the Haestad Methods software Cybernet. The model was calibrated to a fire flow test that was conducted at junction J-1. During the fire flow test a flow of 1500 gallons per minute was recorded at a residual pressure of 60 psi. The scenario calibration shows that the model is calculating similar flows at this point. Once the model was calibrated, scenarios were run for average day flows with a fire, maximum day flows with a fire, and peak hour flows. The average day scenario calculated that at the worst junction,junction J-18, a fire flow of 1956 gallons per minute is available while maintaining a nunimum pressure of 20 psi everywhere else in the system. During a maximum day, the model calculated that a fire flow of 1605 gallons per minute could be delivered once again to junction J-18 while maintaining a residual pressure of 20 psi everywhere in the system. The peak hour scenario revealed that the system would be capable of delivering peak hour flows to everywhere in the system at more than adequate pressures. All three scenarios were run based on new pipe being 8" ductile iron: x odr, o O o `m Cl) 0) m > L a _ m mE w m n U T m U •o a E o E°'w 'C T C m N N m W W m m m m W W N N N m m m m r N NNN N d d r r r r Q ¢ Q Q Q U Z -) -D Z Z Z Z z Z z E o 0 0 0 0 0 0 0 0 0 0 a r Q o o Q Q 0 0 0 0 Q Q ¢ ¢ ¢ 0 0 0 0 0 0 o a 0 0 0 o r 0 0 0 a 0 0 0 0 0 0 0 0 0 0 0 0 0 o m z o o z z o 0 0 o z z z z z (D j,0 CD N N N N N N N N N N N N N N N N N N f6 U) O n U � m N d A U•Ea CD o E 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Cl 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a 0 N N N N N N N N N N N N N N N N N N N N N N N N N N N m CA n N v Ea ¢ c U) co E c 0 n o co E c o 'E N c m N N m m m m m m m m m N Q N N Q Q m m m m ¢ Q ¢ Q Q H Cr N N r r r r r r r r r N N N r r r r U O w 3 -� � � -3 z z z � � � � Z z z z Z yr N � L O O O O O O O O O O O O C. r Q O O Q Q O O O O Q Q Q Q Q C C O O O O O O O O O O O CDr O CD O O O •j� 0 �+ O a o 2 CD o 0 0 0 0 o 0 0 0 06 C6 z 0 o z z o 0 0 o z z z z z w a N =^ to N N N N N N N N N N N N N N N N N N = C 7S E n v •gip Q c� E ��, m � y B: O O c co 0 V- 0 0 0 0 0 0 0 0 a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 cr LL c 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 m m O y o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o E C N L N = - N N N N N N N N N N N N N N N N N N N N N N N N N N N p m LPL = rn p, �"' o E a'" m` c r.- co 0 Ln 0) m m co r- o cn N C7 m 0 1- co am ¢ d Q Q co Q d_ ¢ -a) y O O CI m CT m m r` m CO r O ¢ T m N - - O U CD N N CO CO r` M M Cn Cn N a Z v Z Z N Co 4 4 Z Z Z Z Z C > > W N N N N N N N N N N N N N N N N N N O N m V d d U U d 0 m O o 0 0 0 0 0 0 0 O O o 0 0 0 o O o 0 0 0 o O O o o O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > >= O CD O O O O O O CD O O CD CD CD O CD O O O O O CD O O O CD CD N a m N N N N N N N N N N N N N N N N N N N N N N N N N N N N d (D ¢a � x co m_ v o r m o W v v N v ¢_ N r- Q Q cn M r- LO Q Q Q Q ¢ Q O m Un r� N O Ln Cn N [o N W N Cn LO D1 (D 3 E m ui am m m ui co m w r- of LO Z v o z z m N z z z z z O O_ r` O m O � Cn Lo 'r 't co N O Cn N Ln N m - '�LL O LO N r N N r O O O O O O O) C r O O O O Q r N N N N N N N N N N N r N N N N N N w 3 c a� o•- m NE 4) C - - r r-• r-• - .-. .-. - - .-+ 4! w 42 .-.. .-. ...• t- w w w w 2 Cn jy O U 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a 0 o 0 0 0 0 0 Cl. 0 Cl. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 -0m 3 E o of I-- r- o cri r- co c0 r- v co ui o 0 0 o c\i m of " o 0 0 0 o U D a) O n O m r- r, O N O O r a O r m O N m CDO O O O O O O CD O a) O u n 3 f- ) r` � L' In L u) In Ln L' L] L' O Lo t` O O O O O a O O O O O_ Z r r r r r r r r r r r r r r r- r r r r r r r r r r c a O O O O O O O O O O O O O O O O Cl O O O O O O O O O O CD 0 O O O O O O O O O O O O O O O O O O O O O O O O O O O a 0 L E O a) CDO O O O O O O O O O O O CD O CDO O O O O O O O U O Cn m U) CD ClO O O O O CD O O O LO Co CD CD O O O O CD O CDn LO N N 117 t• r` r` u) In Ln u) u) Ln Lr Lr Ln O Ll r- O O O O O O O O O O O_ C O Z r r r r r r r r r r r r r r r r r r r r r r r r r O C (n to d O /n O N cn U-0 O N Cn V u) m n W N c' 'e Lo r m O O N m a Lo O co m m N N N N Cn N N Cn Cn Cn Cn C7 Cn Cn N O r H � O x 0 n `o Do m m Cl) rn m > m c d _ m o c C E W m d U >' m U •o o 0 Lo Lo n co 0 N Q co O r a7 O C ~ O W U Nyr w c 4 A O lC Q o m N = C `a .m a c c ar � O '*O, c" o i qu w cr O O of m E v C L r CD N N O a m m m m O> c0 cn O co N r CD to 0) N N u7 CD m m r L Y o O r rn o v rn rn rn M r o m O� o r v v M o m m M m co c4 o LL .N ui m rn r U v M ri c+i m r- v v r- o m M M o m W r- r- rn m a o 0 r T T T T o 0 0 0 0 0 0 0 0 o m m 0 a` Cf) m Lo N mr M M m r r r r r m r r CO M m r r r r r CO CO CO m m,c� rn r-� n r rn co U� u� c0 U� in Lq Lq Lq Lq co IC! Lq u9 in Un rn rn rn M r 6 5 ^ m m m m m ao m m co m co m m co m co m m m m co m m m m of of c dcc- m ch co c� m m o� m cn m cn cn co m ca m co cq m m cn m co co co v� c� ai w U= t m o 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 g 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o a ^ o of r- r o co r- cc u; r v co m CD 0 0 o ai co c o c\i o Co 0 0 0 . m E r N N N M N E 0- a) O m 0 m U x O c E w m v 10 v o o v v o v v v a v v v v a o v v E m m m d m m m m m m m m uV (D a) u> m m m m m m m a) m m m an d x x x X x x x x 15 x X x x x x x X X X x X x x x x x u. x 0 LL LL LL ii ii • ii LL LL LL LL LL LL U- LL LL LL U- LL ii LL LL LL U- LL ii LL O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 c^ o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 c0 E O M r r O m rh CO to r qr cc u7 o O O O N M CO N CD O O Co O E n r N N N CO N v w! Cl a c ID -o a - v - - - - a -c - a v -o a v - - a a a - - - - - - � Cc G c C C C C C c c c C C C c C C C C C C C C c C C C C c U E - m w w m m m w m m m w m w m w m m m m m m m m w m w w 3 m E E E E E E E E E E E E E E E E E E E E E E E E E E E 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 c a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 `m Oc O O O O O O O O O O O O O O O O O O O O O O O O O O O T O CO M LO M M R M W In r r W c0 v m m m .t O O m N M m m (9,^,', r (O w In In In In m m m c0 r r r r c0 co c0 w co c0 co c0 r V a r LO a) c O u) N O LU m c rn m o ID co w o 0 co o N M r m N Q v cn r m 0) o N c o "rrn m r m M m r v rn o r +- r r r r r r .- N N N N M N N M M M M M M M m 0 r I- v O z N no � m C0 rn m > o c CL _ m rn c c W m U T m U .o d M 1- rn cT CO O N O M r N a N +-- N OL O M N N N M m LO N CD O O O r r r O O O O O O r O O O r O O O O O O N O CL Oo Ln O O O O O O O O O O O N m LO O [V O O O O O O O O M O O O) O O O O O CD V O O T O O N st M •R N r to ` O O O O O O O O LL LO LO CO CO o v m N M m G) n N N M N N N r N m N Cl) N N N Cl) N N M LO O N y � N N O O O O O r O O . a, � . � � � O � O � O O C6 �) O 6 (b a) O ­T m .-. O N O O O O O O O O O O M N M M CD co O CD CD CD N �7 O N N N 00 CDO N M r M m N N M M W N r m 6 N O ca^ r O O r N cu`� O O O O O CD O O CD CD CD CD O CD(U 2 Q m LO m N m V m V) CO mr­ P, I` 1` P, Ih 1, m 1� f` CO f., O LO m fl 1l ^ m ti 1` n m M m O N O) 1 U ` 1�r m Ih m m O) Ln LA LO Ln Un LO Uf Ln LO LC) Ln cp LO m m m Ln LO LO LO LO Ln LO O) 0A O) W 7 _ O m m m m m m m m m m m m m m m m m m m m co m m m m m m m m m m m m m m r m 'O� +- r r r r r r r r r .- r r r r N O C O CO M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M I� lJ.l N T CD.... O U= � � U O m m m LO LO N cm V 7 LO m 1-- 1` r- r- r- rl- r- m 1._ ti r- m cc m 1l r- r- 1` 1` t- n m m m m �w U O) O) m I� � � � � ti cp Ln UR LO LO Ln Ln Ln Ln LO Ln Ln LO m m m LO Ln Lp LO Ln LO LO 0) co M C ` •�/ -;. •= N m co co m m m m m m Cn 00 m m OD CD m m co Lb m cc m co co m 00 m m m m Cn CD m m ai Y _ ++ _�—° a 4 S 2 c w m m m co m m m m m m co co m cn m m m m m co co co m m co m co co co m m m m m m m f0 ] Rf O Cl) C.)-0Ov 0 m` C Q.a U= c� m m N v M m N v m CA Cp O O N N Lp m m m M O n R M M m U7 co 1_ N m I� O) m m 1_ f` N m O LO LO O r M r r r O r O O) O) m O) O Ln LO Ih r O) ^ � CT r m O M O m O 4) ca E N r- r m O O N O O O 1� n r m C o O r fA m Ln O N LO O N m M LO v O LO co N O _ Q L a T M Ln LO M co 1� M t0 M r r r N N m r Ln r m r N r r r T N O CC LL U m M m C v T a ❑v 0 Y ` 7 ~ OO C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C m N N N CD N N CO N O N N N O) N N N d N CD d N d) N N 0 N N N 0 N N CO N N �� n n a a n a CL a a n CL a a a a CL CL a a CL a a a a a a n a 0- 0. a 0. a a a a � U 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 M N 0 fU N N N N N N N N d N N N N N N d N N N 0) N d N N N N CU N N N N N N N N C c CL CL n a CL a CL a a 0. n a a a a a o- n a n n a a a a a a a a n n Cl. n o- a s 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N v y o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o p m o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o L 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o m J O � _C L7 N m a) U) O O O O O O O O O O O O O O O O O O O O O O O o O O O O O o O O O O O O = N O O O O O O O O O O O O O O O O o O O O O O O O O O O O o O O O O O O O O d M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M Lr r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r CT O CL C C C C C C C C e �y O O O O O O_ O O O O O O O O O O O O O O O O O O O O O O O O O_ O_ O O Oco O U U U U U U U U U U U U U U V U U U U U U U U U U U U U U U U U U U U U ❑ ❑ ❑ ❑ in ❑ ❑ ❑ ❑ ❑ ❑ Cl ❑ ❑ ❑ ❑ ❑ ❑ in ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ N m N m m m m m m m m m m m w m m m m m m m m m m m m m m m m m N N N N E.t 3 a ❑ c d O o 0 0 0 0 m 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 a 0 0 0 0 0 0 0 o O o 0 o m m t O " O N m m O N M O O LO r r O M M M M f. l9 M N V M r N m m r O O O O j. p) O m O r m O O) O 7 LO O O I� O O O O CA I, O to 1­ O LO O CM m N LO O) O O O O Lf1 c w O r O m m a M M LO O O O O M O V 7 LA O O M Ln M N m O N m 0) Il- LO O O m r LO m LO M m m M m y I� M M U) LC7 M M LO V M m N M 0) N N M M li7 N N N m m M cc C O m -� Cl) m 0 C tD m y O Y O) CD m r O LO N M m LO m O] f� CO N CO N � O O) M O � LO I, m I- m I_ U) O1 JC c R LO N m M 7 P) M N N M N C7 N M a M M P) M LO LO LD O m r r r r r r r r r J CL a s CL m M a a a a m a a a a m a a m a a a m a n_ a a a a a a a a a a CL ` '• r �- U O _ ^N od� Q O r m m CM 0) m > lC . a _ m w m a U >' m U �o IL 0 0 Oro 0 w a o to O O O �O LL�� O N N O r y N a o m �w N G1 2 Q m N O U C7 a � N Of m a r O O t0 w p] W O T� f0 �= o C U F L i- L 7 ``` m Ocis 0 `m C C. e = m a N a 3 U ro CM e D O d `m E p o mcod �,_ aCD y r w J LL, ~ O° c o. U� O cn y tC 7 C V • N C C C5 O_ O y v o 0 O O L O O CD J O � co O O = N Ch L Of 0 O Q _ C N O d N Cd U 7 N N � ry C U E•- 3 m c CL o a Co L C> > a rn� o ui c w r u? ��• o coin J C7 m O C CA cp .0 O C.O O L O1 .J N In m O r J F v o 2 O o r m CO m m > m C ILm Ol C C � W m L U 'l' d U 0 a. E c 7 E o — N U W N N W W m W m m m m m N Q N N Q Q m m W W Q ¢ ¢ ¢ Q\ C N N N N N D -) � -i Z - z z z z z Z z E O a a a 0 0 a 0 0 0 0 r ¢_ o CD ¢_ ¢ 0 0 0 0 ¢ ¢ ¢ _¢ ¢ N O O O O O O O O O O O r O O O CD O CD \ V y O a a O O a a O O O O O Ch z O O z z O (=; 0 O z z z z z d a N N N N N N N N N N N N N N N N N N N N E U) 7^ �\ 7ENN o i9 E a U•� m 0 E a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a o 0 0 0 O o 0 o a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ln a� n CD CD a 0 0 0 0 0 0 0 0 0 0 0 0 a 0 0 a 0 0 0 0 0 0 0 7 O,d N N N N N N N N N N N N N N N N N N N N N N N N N N N � \ E yN m N o_ Ea ¢ co E v c a D O r E c fO 'C N C W N N N N W m W W W m m m W NN ¢ NN NN Q ¢ W W W m Q Q Q Q Q CD 7 r ,-- r r r r r r r r r r r r f- N z z z z Z <) ` �'F+ W ` N . a) r o 0 0 0 0 a o 0 0 0 o r ¢ 0 0 ¢ ¢_ o 0 0 0 ¢_ ¢ ¢ ¢ _¢ c N O O O O O O O O O O O r O O a Q C o a CD 0 0 0 0 0 0 0 0 0 0 of Z 0 o z z o 0 0 o z z Z z Z w a 0)N j N N N N N N N N N N N N N N N N N N N 2 0 �4 N `7° E n ti ca t/ U E N C ca _O O cm N c o ccCD a o O O O o O o O O O O O O O o a O O O O a O O O O O H .` LL N c 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 m m o O O O O O O O O O O O C7 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 E N 7 — N N N N N N N N N N N N N N N N N N N N N N N N N N N _ lL ? No F 0 ' LL E o -a v) �� m C, � o m m W m C9 o co N m o _¢ CDN O O m m m m m f` m m r O m OR N N vm O U 7^ O N N co m r- m to co m N r O z r v Z Z N m I�r z z z z z C N N N N N N N N N N N N N N N N N N N 7� N N - U N d (J Q n- L m 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 m o 0 0 0 0 a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o a y•y O O CD O O O O O O O CD CD CD O CD CD O CD CD O Co CD O O O O O - A m N N N N N N N N N N N N N N N N N N N N N N N N N N N Q a 2 INo m m � r car o uoi m N m N CO cm¢ ccCU m v ¢ a r m u m ¢ ¢ ¢ ¢ ¢ QQ m (- 3 E w rri v m of of m co m 0 r- of ui z a 0 z z m N Z Z Z Z Z _ - O d a o m a r-- m in 'r v co N c) Lo N to N cn a d 'ca iL L.L m C7 N r N N r O O O O O O m O r O O O a > N N N N N N N N N N N N +-- N N N N N N ¢ N m 3 a) o•- m d a1 N N d N N N N d N N N 0) N N N N N N N m N N N N 7 7 7 7 N 7 7 N W 7 7 7 =7 N N N W N N w r-+ r 42 vim- w w w w 42 U)I L O U 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a _ 0 0 0 a a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a o 0 0 0 0 N 3 E O O r` r` O m N co m r` V m � O O a O N CO cr] N O O O O CD O O cD p- r- C7 N CD CDr CDCDr m O N m O O O O O O CD O a O O 0 cn � r- r- rn rn � ui rn cn rn Lo rn 0 Lo � 0 0 C 0 0 0 0 0 0 0 0 3 z - - - - r r r r - - r r r r - - - - - r r r r c a 0 0 0 0 0 0 0 0 0 0 a o a 0 0 0 o a 0 0 0 0 a o 0 a o 0 3 0 0 0 0 0 0 0 Cl 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 > 0 *0 EL °' 0 E 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a a o o a o o � v II o Lo X uo o 0 0 0 a 0 0 0 0 0 o uO 0 0 0 0 0 0 0 0 0 0 0 Lo CD a) a rn i cn rn rn rn L rn uI cn cn o L' rl o 0 0 0 0 0 0 0 0 C o c o 0 Z�L-- r r r r r - r r - r r .- r - r- - - r r r r I m o C y O N W N O M O N m1 rn m r W N M <t Cn r m m c) N m am W � .. d m o ty r ch m N r r r r r r r r r N N N N Ch N N C7 c9 c? c7 c7 c? c? N O r F- a O x oo � rm `D m w m > Co - m a- rm E O C W m d m U o a S (1 Co w �o Ln � n m 0 N � v J Q Cl) I: J a In co � H N U 'y 4- c y L O m CL �0 y O = m 3 c c o 00 LL x 00m .� d C E _ L r- CD N N CD w CD O m m CD m CDw N r C) CD m N N M C) m w � L Y d O O n O) O Of O 01 C'7 n O m O) O r I: C7 alcD m C7 m r C7 N f- O U 6L Lri M M v LO v m m m m v v r- o m m m o m w n l� l� ° N.Q o 0 0 0 0 0 0 0 0 0 0 0 o m d m CO in N a M Ln m n n 1- r� r- co r- r� Co m m n I-- r- f\ f- to m CD to U CI CD � � � Of CDQ Ln L In Ln Ln Ln Ln Un n m L CD CO Ln Un Ln Ln Un C) Ol C7 r U m co co m m 00 ao Go m m co W ao m m co m co co ao co ao co m m m C) co m m c� cn co co co co co m r� m m m co cn m m c*� m m Lq co m m m m y m ?Uv o U= a (o a C) CD 0 0 0 0 0 0 0 CD 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O o 0 0 0 0 0 0 0 0 0 0 0 0 o a o 0 0 0 0 0 0 0 0 0 0 C O 01 n n O 00 n CD CD f` � CO LO O O O C) N C'7 M N O o O o O Ca E r N N N r r CO N v E a m f°❑ S U O a E c m (D v o a 10 � 'a v 10 -0 'a -0 -0 -0 -0 -0 'a 'a 'o 'a10 E+ m a� a> a> d m d m a� m m d a) a) m CD u> cD am am m a) w ro d m d d cc a x x_ x X x x 5 x 5 x x x x x x x x K X x x x 5 X L x x_ p LL LL LL LL LL LL LL LL LL LL LL U- LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL U O C) C) C) C) C) C) C) O CD O CD O C) CD CD C) CD C) O CO CO O 0 CD O c^ O O O O O O O O O O O O O O O O O O O O O O O O O O O to E O Of ri rl O CO r� CD Co I` v cD LO C7 +- C> C) CD, NM CO N O O C7 C:) CD E C1 r N N N r r Ch N N� O m Q c c c c c c c c c c c c c c c c c c c c c c c c c c c E >, co co N CCC CC N Ca Ca co co La Ca m CC Ca Ca Ca m m m m m La m m co m 3 m E E E E E E E E E E E E E E E E E E E E E E E E E E E p d m m m m N 0 0 m 0 N w m w w 0 m w 0 0 d 0 m d m m dCD p p ❑ p p p p p ❑ ❑ ❑ p ❑ ❑ p p ❑ ❑ ❑ ❑ ❑ ❑ ❑ p ❑ ❑ p a 0 0 CD CD 0 0 CD 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 CD 0 C. CD o m m G O O O O O O O O O O O O O O O O O O O O O O O O O O O T O CD Of LO CO M � Ln LO LO r I` CD CO r � m N m '�t O O W N m W m N �a r� r CO co M M M LO w LO co CO f.- h r ti co CD CO CD w CD CD CD r 7 �t V n a.v c D m o W � rn m � o (D U) y O -0-0 O N M lt') Cp c7 CO ti N N N N m N N O CO ch M m C'7 m m G = ^N cd r _ ❑ O O r m m M rn m > m _ m rn c C � W m U >• m U o a` r� 1 M V n O) T M O N O M r N t N r N r r r M r O M r N N N r r M m In N O O O r r y r p O O O O O r O O O r O O a) O O N O O N O Q o LO O O O O O O O O O O O N m lf) O N O O O O O O O O M O O O O O O 0 0 N � M d N r O U O O O O O r m O O O O O O m ` LL 7 LO V r y COM coM O � COm N M 07 O) n N N eh M N N N N O) N M r N � N N r M N N co lO O N n ca O N N O O O O O r O O O O O O O O O 7 cO O m ^ m m m m m m N m m m m m m m N m r O O O O O O O O O O CO r r N M M r O M O r O O O N T O N N N w O O N O O O M m N N M M O) N 7m O N 7V cd O O O O O O O O O O O O O O � 2 Q m U-1 m N O) V m Ln M m n n n n n n m (D r- n to n rn Ln m n n m m r- n n m M m o U) rn r n co r': m m O) Lq UO Lq LO U� LO LO UO i0 Un U� m u) m co IR U� m U� Lo Un LO UO rn O) 0� rn ❑ j d m m of w m m w w m w w w w m ao m w m m m w m m m m m w m m m m m m m m r m cc 1 m=0 m w o U F U 4) c� rn rn rn n � � � � n � � Lq 'i L9 Lq Lq uni � Lq � uni � m m � � � u Lq � Lq � rn rn m cmn c N .. S m w w m m co m w co m w m w w w w w w co m cc w w co w m m w co w w w w w m m of m "O~ cd—:3 !! Y0 L Q � C W m N CR M m N � N N lO m O m M O n n co M m 00 M n N m n W m m n n V N m O 3 � m rn m o rn v �n �n o r M r r r rn n o rn rn m rn rn �n �n r r rn r, n rn r m o M o W = N n n m O O N O O O n n r w O O O r 0I m lO O N l0 O N w M l2 O cO M N N _0 Q. L E r M m l0 M m fh M m M r r r N N m r �O r m r N r r r m O cc EL U O_ CV ` N O) m m _ a ❑v o N L Y C N ~ O cts C C C C C C C C C C C C C c C C C C C C C C C C G C C C C C C C C C C C m �> >N a o. 0O. d o n n mn n d o. d d d d d o. d d G 00_ d d 0. d d mn n n G d o. a a n a n U O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O 00 Cl) _ N l0 m m N N m m m m m m m m m m m m m m m m m m m N m m m m N N m N m m m m G •c� o_ a o. n n. n n. o_ a n n o_ n a o. o_ n o_ n n o_ n Q. n o_ o_ n o_ o_ o_ n. o. n a n o 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 w v N p o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o O h O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O L O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O m J O � N 10 y O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O = y O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O m M M M r M M M M M M M M r M M M M M r r r M M M M M M M M M M M M M M M M M M L r r r r r r r M r r r r M r r r r r r r r r r r r r r r r r r O O Q c c e e e G c e c e e e e e e c e e e c G c c e e e e e e e e e e e e e m o 0 O_ o o_ 0 0 0 0 0 0 2 O O o 0 0 2 0 0 0 a m o 0 o m o 0 0 0 0 0 0 0 0 cc m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > N m N m m m m m m m m m m m m m m m m m m m m m m m m m m m m m N N N N m U E.� 3 ❑ C d O O O O O O O O O O O O C) O O O O O O O O O O O O O O O O O O O O O O O � N t OId: O N m (O ll� O N Cl? O O UO O M M M M n l0 M N M N m m O O O O >, p) O m O r CO O O) O V LO O O n O O O O O) n O to n O w O) Of m N LO O) O O O O � LO C w CD O m m y M CO LO O CD O CDr M CD � a LO O CD M LO M N m O r N m O) n U� O O m r V) m"" m l0 r co m m co m V n co co LO tO CO co LO a V co m N M m N N co M c0 N N N m m M In c 0 0 J cn r n m o c � � a o Y m cn N O C m v �f m r O m r N M mI�r LO cc m n M N M N v O m M O a m n m d J t0 Lo v N m M M M N N M N M N m M M M M st LO )O m O r J a a a a a a a a a a a a a a m m a a a a a s n. a m m a a a a a a a a ri o r H V O xs n o p o m m CO O) (D > m m O C C �- LL a) U T m U •o a` n ^ o ono 0 w L CD U O O t0 LL U) O b LO m o n N N O O m c O cc N m 2 Q m O U C7 m rn co W U n 1 m=0 0 O U H U N (A m a v •U) i0 N O Y d V c6 0 �w (O W O ID a � U S c 3 3 °C m m c tm O (D m E m p o m y ¢ �L N v1 10 m ` a O 2 o_ Z E C W ~ O co C m N> >� am n U O m _ m ti ;c 1 a c O m m O t y O O m J O � C_ N � y m N m O = N m C2 L Of 0 O Q �p O N m i0 U p N N � E.S 3 o Ea CD O N L O A'ft CD O Q LO LO N O C p Ci C cp O ca co J ca LO m O F- v O x od o 00 -• r m m cm rn ID > m c IL - m O C �C W m d V T m U o a E E o E°' ._ a? m m m m ao m m m m m m m N ¢ N m Q ¢ m m m m Q ¢ ¢ Q a c c _ Z Z Z Z Z E o 0 0 0 0 0 0 o O o 0 o m _¢ 0 0 W o 0 0 0 0 0 0 0 0 0 0 o m o O o 0 0 0 V m O CD CD O O O O O O O O O N Z O CDZ Z O O CD CD Z Z Z Z m > m N N N N N N N N N N N N N N N N N N N m rn = E N m U J d d tC U•�� m m � m E o CDCDOO o o a o 0 0 0 0 o O O o 0 o O o 0 0 o a 0 0 0 0 0 0 0 0 O o o O O o O O o O 0 0 0 0 0 o O o 0 0 o Ln n 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o O o 0 0 0 0 0 0 0 0 T d N N N N N N N N N N N N N N N N N N N N N N N N N N N � cn J.= O E N a J m .E C Q c Cl) co E c n J d•� co V 'C N C m m m m m m m m m m m m N ¢ N m ¢ ¢ m m m m ¢ ¢ ¢ ¢ ¢ J r r r r r r r r r r r r N N r r r r r U y.. N � � � � -� •� � � -� � � � � � � Z � � Z Z � � -i � Z Z Z Z Z + N w L o 0 0 0 0 o a O o 0 0 o m _¢ O o ¢_ _¢ o 0 o O ¢ ¢ ¢ ¢ Q c O o 0 0 0 0 0 0 0 0 o a o m CD 0 0 o O 0 Y o d o 0 0 0 0 0 0 0 0 0 0 0 �i z o 0 z z o 0 0 o Z z Z Z Z CO a N N N N N N N N N N N N N N N N N N N N O m = Na V co K a o E d c W 3 �.�a ca c E o o o 0 CD 0 CD o 0 o CD CD 0 o CD o 0 0 0 CD o 0 0 0 O 0 00 0 ¢ _O U. o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o a o 0 0 0 o O O o o W m (D L N N N N N N N N N N N N N N N N N N N N N N N N N N N N p y S� L J C V- � Nn o y E o J Z a m c N n r r n v 0) W Ln m M CO v o Q n CO Q _¢ N v v Cl) Q a d Q ¢_ v m 0) n o m r� m Lh LO r� Ln o o r 1- 0 v o � a N ma) CD m n co Ln 4 N O Z N Ln Z Z N 4 Ln L, Z Z Z Z Z c m J J N N N N m N N N N N N N N N N N N N N J� vNJ m _ U N d U¢rL t m _ o O o 0 0 0 0 0 0 o O o o a O O O o 0 0 0 0 0 0 0 0 0 m O o 0 0 0 0 0 0 o O o 0 0 0 0 0 0 0 0 0 0 o O o 0 0 0 N•= O a a O cm O cm O CD O CD O CD O co O O CD O cm a CD O O O — N N N N N N N N N N N N N N N N N N N N N N N N N N N N N m N m ¢a ro x m m o m v r N Lo r� v v Ln m m _Q c O _Q _Q Ln v cm m Q ¢ Q ¢ Q r N m m u) O O LO r N N O In n m 01 r m Lv 3 E Le Ln m m y Lc o m 4 m vi Ln Z cc � z z n o cc r Z Z Z Z Z _ - O Q O o o) o n v n n m m Ln o Ln La Ln m m m •ca LL L.L O 01 m r� m m r' m m m LO tG Ic CO cG r m tO m m ¢ r r r - r r - r r r r r r r r r r r N w 3 aU o•- - y LL J J J J J J J J J J J J J N J 7 N N J J J J N m N N N co r r — — — •-. — - 2 42 r w .ram. w Ld 0 `7 C •-• 'J U)11 O U 0 0 0 0 0 0 0 0 0 0 O o 0 0 o O o 0 0 0 0 0 o O o 0 0 o _ O Ln. In Ln O o Ln o O Ln o O Ln o Ln O o 0 o Ln Ln o 0 0 0 0 0 N� ?i E O n n n O O n u7 O r- O O n O N O O a w n r\ Ln O O O O a _0 p 0 0 , o m r r O I- r r c{ r r V m a Ln Ln O CD CD O O O O O O O 7� H )LL LT Ln n m m L' L' Ln Ln Ln Ln In Ln In O LO m O O O O O O O O O O O .. Z r r r r r r r r r r r r r r r r r r r r r r r r r C � O O O O O O O O O O O Cl O O O O O O O O O O O O O O O m n U 3 O O O O O O O O O O O O O O O O O O O O O O O O O O O E o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 v a) n O Ln Ln Ln o 0 0 0 0 0 0 0 0 o O Ln 0 0 0 0 0 o O a o 0 o n Ln LT Ln r" r" r- Ln n n Ln n n Ln Ln n o n o 0 0 0 0 0 0 0 0 0 o c o m Z LL r r r r r r r r r r r r r r r r r r r r r r r r r C O O O p O d d (n N O 'O O r N m v Ln O n m N m a Ln r m O) O N m Ln m N d 0 O Ly r m m n r r r N N N N m N N m m m m m m m m O r F- a o O o � mr m Cl) rn m > La c CL _ m rn c c w m n U > ro U .o Ln Ln m 0 N Q N co O rl v to L ♦- :�. N U } rt+ N (n L = = N x C Q c V C 3 C = a m „ ° , o EL q : L CO LO O V O O O m f` co m 117 to O) O O) V N L!) m N rLn0) n r L Y V: 01 CO c0 m N CO UC Ln Cf C'] CO et CO OR N N Of O 0I r Lf Ln O F O M CO CO M m n ti r� `ch N O CO CO O CO N N r CO LO LO r N N N N 01 O O O O O O O O O O O O O) O O O O O O O O O O m O d r r r r r r r r r r r r r r r r r r r r r r r d m O to r- O LO N m W CO LO t N cc M LO m O r- \ r- r-r Lo O CM CD N U O n LA nPl! N cO r-.: r-: r-: r 1` n ti rl� N 'ch m n h nr- O O — d m v v v Ln a m m m m m M of m 0 v a v m co m CO) m cc CO m ti C ro a 0 0 0 0 0 0 0 0 0 0 0 0 0 C. 0 p o 0 0 0 0 0 0 0 0 o p m m m m m m m m m m m m m m CO m m m m m m m m m m m m � >C7v o U= t m a CD 0 0 0 0 0 0 0 0 0 0 0 Cl 0 0 0 0 0 0 0 0 Cl 0 0 0 0 o g o Un n Ln O O Ln p o Ln p o Lo 0 Ln 0 0 o p LO Ln o p p p o o a cE O � r- O O n L2 O f, O O r-- O N O O O Lo r- r` LO O O O O O Cp — m V. co co I— r r a r r � co LO o E cL r m U 0 v S ac c ° c' a a a a a a a a a a a a a a a a a a a a a a a a a a a E« Lu w m ro ar m N w w N w 0 w 0 d 0 m w m 0 0 0 w w m 0 m a x x x x x x x x x x x x x x x x x x x x x x x x x x x LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL Ll a O O O O O O O O O O O O O O O O O O O O O O O O O O O C O LA LO Ln O O Ln O O Ln O O Ln O LO O O O O Ln Ln O O O O O O co E o r- rl- r- o o r- LO o r- o 0 1- o c\i o 0 0 LO rl r- LO o 0 0 0 0 E o. v to o r` r r a r r v m Ln O a _ ID a a a a a a a a a a a a a a a a a a a a a a a a a a a a Co d c c c c c c c c c c c c c c c c c c c c c c c c c c c E >, m m m Ln m m La m cC ca m m m Ln m m m Lu m Ln Lv In La Ln In m co i d E E E E E E E E E E E E E E E E E E E E E E E E E E E 0 N N N d N N N N d 0 N N d d N N N N N N N N N N N N N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 c C- a 0 0 o O p o o p O 0 0 0 0 0 0 0 o p o 0 0 0 0 0 0 o m 0 0 0 0 0 0 0 0 0 0 0 0 o p p o 0 o p p 0 0 0 o O p 0 0 co O) LO m m t Lo LO LO r` co � LD co co et 0 CD co N m m m LnlO•�' rl. to Co LO Lo LO Ln LO Ln CD co r- r CO CO co CO Co LD w Co r� - si V> n Ln t = O d LU a C O c LA ,coo y m 'm o -0-0 O N m 7 L2 cO m N m � LO r m a' c:' N cm "t Ln co r- m O Ld r m cD h r r .- r r r N N N N m N N m m m m m C? m N O H 'O O = ^N od r O ❑ O r m p) Cl) C) m > N c r d m C C � W m a U m U 'o a M O LO O O m c0 m O LO cO LO M r �t N V m m m I- O Lo m N � N m N a V M N O c (b V M L� Ln r Un I- M L) r o o a o 0 0 0 0 o LO o LO 0 Un 0 O o o O o O m M q o w CL o M ai o 0 00 0 0 CM 0 0 0 m o 0 0 0 00 0 0 a 0 0 o m o 0 ti 0 0 a a 0 0 CID CO CD m c,) 0 0 O O O to m LL LO co V O m M M O C) V 0) Lo N M N r N 7 N I- N n V M M r r Lo N r r N m m N ti w N N r M r .- (=! M O O O N o O O O O O a O r p r O O O O O N r O LO r O O O CD o r O O O O m LO o o O O O O O O O O N O O O In O O r O N M M Ln V LO V O r r v m O O O O O Q O m O I- M O m r LO N m to I- cD Ln V r'- N m m LO I- M W 1- Un ^ N r- CO V O W O O M U O fl r Ln 11 M N fl m Il ti ti n n pli N N N 1� ti m f� I� O Il O O) ❑ m c0 V I- v v v a V L) m M M M m M m M M m m V M V V 't m m M M m M m c0 LO m m O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O N O W 010 CO CO CO CO CO CO CO CO Cr) CO CO CO M CM CO M CO CO M M co CO Co co Co M M M CM Co M co co M M M fl m (� O O O to m 1- n O Co r- N m m m cD L) lD V N c0 m m In L) m I- r- n nr- h M O O m m - } N O U O o 1l f\ LO LO I� ti N m I� n ti r N N M f� Il � n � � r O •� _ — m cC m CO v � � a a V v CO Cl) CO CO CO m CO M Cr) CO M M V V a m m co v] C7 Cl) Cl) Co CD Co CD 7 a cc m �a o O o o 0 0 0 O o o co 0 0 O O o CD 0 0 o O o 0 o CD 0 0 o a) O o O O o 0 0 '� a O L U CO CO CO CO M M CO CO CO M M M M M M M M M Cr) CO CO CO M Co M Cr) M M Co Co M CO M M M Co 0 CD -a O U c7 v = m C C. U= V rj I.L CU r -It LO r M O +- cD c0 m m r 1� r co V m N N m M Cl) r LO V I- r V N V c0 LO O C o O^ cD V O c0 M NMR N m O) 01 a1 M N M r M M f� m MC) M 0) 0) V 01 0) C) D1 cD O V Un W a N V N N co r• r L) O LO N I� N O r- cD to N N V m N m r m r- ^ m V 1- W M r m 0 E M a v V � Ln m N Ln f.— y r N M N M m m Ln a a M Ln M N w N M M r N r Lo O O Q n M C? r M r r coM Lo ❑ .� a 2 m E v ❑v 0 0) L u � m 7 ~ 0 c c c C c c C C c c c c c c c c c C c C C c c c c C C C c C C c c c c C m 5 m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m � n n n n o_ o_ 0. 0. 0. 0. 0. 0- 0. n n n n n n n M. n n n n n n 0. 0. 0. n n n n n n r- N U" 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L) — � � n n n n n L1 n n n n n n n n o. n n n n n n o_ n n n n n n n n n n n n n n _ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 w a m o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o O o 0 0 0 0 0 0 0 0 o D o 0 0 0 0 0 0 0 0 o O o o O o 0 0 0 0 0 0 0 o O O O o O o O O o 0 0 o O t . 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o m J O a c_ tl N m c6 y o O o O O O O O o O O O O O O o o O o O O O O O o 0 o O O O O O O O o O = � O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O m M M M M M M M M M M M M M M M M M M M M M M M M CM M M M M M M M M M M M c r r r r r r r r r r r r r .- r r r r r r r r r r r- r r r r r r .- r r L CT 0 O Q c C C C C C C C C c C C c C C C C C C c C c c c c C C c C C c c c c c C {p O O O O O O_ O O O O O O O_ O O O O O O O O O O O O O O O O O O O O O O O ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ N m N m m m m m m m m m m m m m m m m m m m m m m m m m m m m N m N N N N r E� 3 m" c a 0 0 0 0 0 0 0 o O O O o 0 0 0 0 0 0 0 a 0 0 0 a o O 0 0 0 o coo 0 0 0 o n Ln t O V O N m m V O N MR O L7 r r• O M M V M c+) � LO M NMN m OR +- O O O O N �,.. o m O r m O 03 CD V LO CD O 1, O O O O 0) r� CD co r CD Ln M 0) m N ItU) m 0 0 0 CDLn C w CDr O m m V CO M LO CD O O O r CO CD V V LO O O M L) M N m o r N m M � U) o CDm ^ LO CD"' m LO r M c0 m M m V 1- M M LO LL] M M UO V --I- M m N M 0) N N Cl) M L) N N N m m M cD c p J M r .- m o C 41 y d C. Y m W O c d m v v m r O LO r N M m V LO m 0) f- M N M N a O a1 M O a LO m r- I- m I'- LO J cc V L) N m M V M M V N N M N M N M V C? M ? C? V V V L) LO m O_r J O_ O_ m m m m m m m cL a m m a a a cL a a a am a a cL a a a a a a a a a L a - F a O S ^N od 0 O 6 F N m` cm a 0 > m _ m c C � W m d U T m U �o d uO = cm 0 d O O a p co U O O �O LL CD O u7 N con � O y m O O �� N cn G7 S Q U U a)•— N m co = O E2 w W U TC CD O U Z. N V m 0 m O 65 CD V = c o, c>_ c x a a� '? a) o cm O E 00 a 0 Q) LY 0 _ m U a m O — m ld 7 = U N C C a O m v N O L_ h O O O m J O � y ld CO) CD � O S aa) O L Ol 0 O Q C �y O N O i0 = U 7 0 N d � �^ U m o r_ a p (D Lo Ln p V Ln N`� O = O in J m CD O C cc L O Y N U) O c a cc m m o F V O = 7 edno 0 0 rm m CO rn m > co G d _ m 01 G G � LU m U >' m U .o d to m m Ln LO n [0 O N Q m O n co O o V F- � � U y V C o W d Q O m Q C A cm 3 C c ic m R L 0 cc c m E0 L' O m . . . C2 m m N m Ch O N N L7 r m r �' n ^ O Pi r CO m = Y 1� 0) LO m 7 r lq• V m " LO C7 m LO m N r m LO N N m m r a F. O O`� m m O LO aD LO � t a r O) ^ LO m n O O O) m O N N m CO CO o M I N d O O) O O O O O O O O 01 O) Q1 O) 0) O O) O) 01 O O O 01 O O O m r .-- r r d Cl) CO 0) N O f— N r O m m ti cD m m N r N LO 0) 0) O or� cm Cl) m N.— m m m m N r Lo LO 7 ll� all� alc� LO r Ln � ll� LO LO a cO m m r C) O 0) )l r� r� 0) )� c0 m m co (D m m w (O )— � N. CO CO CO m LO 0) a) N G O l+ 0) m m m 03 0) 0) (mm O) = 0) 0) 0) 0) 0) 0) 0) m O) 0) 0) 0) 0) 0) o O O 0 R w 0-0 N N N N N N N N N N N N N N N N N N N N N N N N N Cl) 0 rn m TC O C.)= r m 10 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o g o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G (D I� r r O ' r m m +- N m LO o co O CD o m m 0) m O CD 0 0 O td ccE LO m m m N r N r O m N R E CL r r w U a) LT (D cc Q R U = O c c ,. E= m a) m a) (D a) m (D a) m a) a) a) m a) a) a) m a) a) a) a) m a) (D a) a) d a x x x x_ x x x x_ x x x_ x x x x x x x_ x x x x x x x x x LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL LL O a) O O CD CD O O CD O CD O O CD CD CD O O O O O O O O O G o O O O O O O o O O O O O o O O O O O O O O O O O a O co E o l- o M w N W M o M o 0 0 w m of co 0 0 o a o E d LO m m m N r a N r O m N N m r r O c a) v a o o a a a v a v o o v a o v a v a v to .o G C C G C C G G C G C C C C G C G C G C C C G C C C C C O E >, R as R R R R R R R R R R N R R R N R R R R R R R R R R 3 m E E E E E E E E E E E E E E E E E E E E E E E E E E E CIL O o 0 0 0 0 0 0 0 0 o a o o a 0 0 0 0 0 0 0 0 0 0 0 o m a O O O O O O O O O O O O O O O O O o O O O O O O O O O >.N CO 0) LO LO c0 a LO LO LO I` Co m r � m m m "d, O O m N m m m U �j )� m m LO m LO Ln LO m m (D t— r— n � c0 c0 m m (O m a7 w 1- v � � ^ U) > C O 2 R � LO LL m O G 0) CD a O N C7 LO a7 m N 0) '7 LO r m m O N m 'Q LO m � O R r O] cO I� r r ,- r r r .- N N N N m N N m LO L7 LO co co LO m 0 H U O S ^N aC n 00 0 .. m N M M m > cd c a _ m M c C W m U T m U o d M m O Cl O N m M N r N W N M N m M LO r r N O O m m N m M M N m m M m N LO C .�. d M Ln r r N r O N r N C! O O O a! O .- r ORr O r N O O r O O O Id: m O O LO M C) O O C) O r- M O O C) O O CD CDO C) C, CD C:) C) C) O m CD C) O O O CDN CD C) C.) O O Ln N M f00 \ O C) O O cp LL LO M V r r m r M c0 m r N +- M r N N N cO co co N v m m M N r r r N N N m m N r N r m N a r N m v LO O O O O O O O O O m O N O r N O O O O O O N M O N O— m r r O O O O O r O O O O r O O O O O O O O O O O M O O O O O O m O M M 0 O ^ N r O � - O O O O d S Q M M r N N C) LO N r r CD C) m r m M M m N r M N N r M r C) r CD m m M r co O CD -0U m W m m M N LO LO � LO d' m " u) m m V m NCR M 0 ^ M r .- r r r r r M m CO m m m m m m m m m N- m r r r m m m m m m m M M M r co M (MO M M M M M M M O) 0) M M M C" M M M M M M 0) M CM O M 0) M O (M M M M O) N O C 7 lb"- N N M N N N N N N N N N N N N N N N N N N N N N N N " N N N N N N N N Cl) r w C, to o O co M M M M N N O CDN r CD C) m m Ih r m M m N N r r LO M M M C) C) O r co M m co C) U m m m W m m m m W r LO Ln LO ll� IT "T � lo: aId: LO LO r r M V Id: R m UA LO V m m m m C ` N a)V _ M M M r ^ r r r co m m m m m m m m m co r r m to m ) m m M N cli 7 y M M M 0) M M M M 0) 0) M M M M M M M M M M M M 0) M M M M 0 0) M M C) M C) a y a 0� N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N M co O m �C c9 0 >0 2 a a C 3 O M co m M O r CO r m m M r M M M O M M LO to O N r v N to M M O N Cl) r v O C CA M M m r m et m m O M O t0 ll� M m Cl? N r r m W m r LO M V� M N M M m M O r O W 'O M co N r O r r O O r r r M et � N N N N LO M O m r m u) N m - r Lo a] O m M N N N E M r r M W M m M LO N N M m m m to r v m a CM m N v r M r co O c Q. U a M .- r r N M +-- r co co r 0 N 01 _ W m C N L a ❑ t Y LL. ~ 0 C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C m a n 0. n a (d U) U) N N in m U) N N O d d m N N N N N N N N N N N N N G) CD d d N N d d 6) N �U n n n a n a a n n n a a n n n a a n n a n n n n n a a a a n a r U 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 �) _ m N N G) N O m d N N d d N d N d 0 N N U) G) N N N N N N U) N 0 C N N C N N 0 C 'c� n n 0. n n a n n n n a n n n 0. 0. 0. 0. 0. 0. 0. n n n n n n n n a n a a n 0. 0. 0 0 0, 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y v N O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O Co O O O O O 0 N O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O L O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O m J o a c m m m m y o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o O o 0 0 0 0 0 S N o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N M M M M M M M 02 M M M M M M M M M M M M M M M M M M M M M M M M M M M M Q L ,- r r r .- r r r r r ,- r ,- r r r ,- r r r r r r r r ,- r r r r r r r r cr M 0 C S C C S C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C C a) O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O 7 M 7 > > 7 7 7 7 7 M ❑ ❑ ❑ ❑ in O ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ 0 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ in ❑ ❑ 0 0 ❑ O ❑ ❑ ❑ ❑ N m N W W m m m m m m m m W m m m W W m m m m m m W m W W m m m N N N N N- U E 3 CD ❑ Ea 0 0 0 0 0 0 0 0 0 0 Cl 0 o O_ o_ o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o m L O O N W m O N M 0 0 U] O M M V M cn r LO M N a M N W m 0 0 0 0 j.O p) O m 0 r CO CD M CD � LO CD C) r O CDC) CD M r CD CO r C) LO M M m N 't U') M O C) O O � LO c C) r CDm m M M u) C) C) CD0 r M C) � V LO C) CD M LO M N m CDr N m M r LO O O a) r LO a) m m +- M m m M m 'r r M co LO LO M co LO v a co m N CO M N N M M u] N N N m m C' m C p J M r r O C O tQ �_ O Y N CD W O C m V m r O LO N M m m m M r M N M N v O M M O v l0 r m r m r l!) .. - a1 J co N Ch V M M ct N N M N M N M M M M M d' LO u? N O r J d d d d d Q. d d a d a d Q. a d d d d d d d a d d d d m d d n. a. a a a a a H -i� O _ N 0 O O m m m M m > m -, a •-c m rn c c w m a V T m U •o O c Ln omo 0 - ao U C)O_ tO0 LL U) O Ln y r n cts m �? � O � N m cn � U [D Z) m•- m� N p 7 m � S2cc con o 0 m U C T V ' rr `m� 'm mw con w a L O to Q R _ d a m 3 ¢ m cq �_ W C °- o o N v L L Y LL. = y '' °o cc c m m m _`55 a U U Cl) _ m ,C d C _U U y 0 y O O uj O L O O m J O � C (y N m y O cc m m m 0 L OI 7 O Q C N O m m cc U N m � E� 3 � c a o m L O TLo O J cn m O C Ol �tl d O C 1] CO O) J co m O J d « 'i F O Scenario: Cattail Creek P-45_ J- 10 P-48 J-35 J-14 P-13 J-13 P-12 J-12 P-11 J-11 P-10 J-7 I I II P-14 P-36 P-35 i P-6 P-57 1J-15 P-38 J-32 P-3T;J-30 P-30 I ; P-15 'P-34 P-47 J- 16 P-39 J-29 P-29 J-31 P-31 J- 6 P-16 P-33 J-24 P-44 P-24 J- 1 7 P-41 J-33 P-40`, J-28 P 3 P-32 \ J-2 5 P-17 J P- P-1 P 2 J- J-18 P- J- 1 P-46 J-34 P-54 J-37 P-56 J-38 P-55 R-1 Title: Sandan Project Engineer: TD&H d:\jobs\b98-07\cybernet.wcd Thomas Dean and Hoskins Cybernet v3.1 [0711 01/19/00 05:46:33 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 .3IK � Scenario: Peak Hour Fire Flow Analysis Junction Report Node Elevation Demand Demand Demand Calculated Calculated Pressure Label (ft) Type (gpm) Pattern Demand Hydraulic (psi) (gpm) Grade (ft) J-1 76.00 Demand 0.00 Fixed 0.00 298.53 96.23 J-2 76.00 Demand 0.00 Fixed 0.00 297.82 95.92 J-3 69.00 Demand 57.00 Fixed 57.00 296.82 98.52 J-6 65.00 Demand 81.00 Fixed 81.00 296.53 100.12 J-7 53.00 Demand 81.00 Fixed 81.00 296.64 105.36 J-10 53.00 Demand 0.00 Fixed 0.00 297.75 105.84 J-11 54.00 Demand 84.00 Fixed 84.00 296.08 104.68 J-12 55.00 Demand 21.00 Fixed 21.00 295.61 104.05 J-13 55.00 Demand 18.00 Fixed 18.00 295.55 104.02 J-14 55.00 Demand 48.00 Fixed 48.00 295.53 104.01 J-15 61.00 Demand 21.00 Fixed 21.00 295.53 101.42 J-16 67.00 Demand 12.00 Fixed 12.00 295.52 98.82 J-17 71.00 Demand 48.00 Fixed 48.00 295.51 97.09 J-18 76.00 Demand 105.00 Fixed 105.00 295.49 94.91 J-22 76.00 Demand 0.00 Fixed 0.00 295.53 94.93 J-23 71.00 Demand 63.00 Fixed 63.00 295.56 97.11 J-24 64.00 Demand 120.00 Fixed 120.00 296.14 100.39 J-25 68.00 Demand 0.00 Fixed 0.00 296.37 98.76 J-27 68.00 Demand 0.00 Fixed 0.00 296.64 98.87 J-28 68.00 Demand 6.00 Fixed 6.00 295.54 98.40 J-29 64.00 Demand 9.00 Fixed 9.00 295.54 100.13 J-30 60.00 Demand 9.00 Fixed 9.00 295.55 101.86 J-31 68.00 Demand 0.00 Fixed 0.00 296.30 98.72 J-32 60.00 Demand 6.00 Fixed 6.00 295.54 101.86 J-33 68.00 Demand 0.00 Fixed 0.00 295.52 98.39 J-34 0.00 Demand 0.00 Fixed 0.00 298.38 129.03 J-35 0.00 1 Demand 1 0.00 1 Fixed 1 0.001 297.891 128.82 Title: Sandan Project Engineer: TD&H d:\jobs\b98-07\cybernet.wcd Thomas Dean and Hoskins Cybernet v3.1 [071] 01/16/00 02:37:43 PM 0 Haestad Methods, Inc 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 x 0 0 m m Co a m > Co c d m m c w m a U >� m U 0 a = E oo E°;Z y U 'c �= m ¢ m W W m m m m W m m m N Q N m ¢ ¢ m m m Q m ¢ ¢ ¢ E o ¢ o 0 0 0 0 0 0 0 0 0 o n ¢ 0 0 ¢ ¢_ o 0 0 ¢ o ¢ ¢ ¢ y C) C! O O O O O O O O O O h CD C) CD O O 0 O Z CD C) cmO C:) C) CD CD0 C) CDr Z O C; Z Z O O O Z O Z Z Z 0) T` N N N N N N N N N N N N N N N N N N N � Ey'm U > N d cd U•E° co to E o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ro 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 LO 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T` N N N N N N N N N N N N N N N N N N N N N N N N N N N m E y m � L1. Ea ¢ c U) m E c o = d o n E c_ O U O N ¢ N m Q Q m m m Q m ¢ Q Q F Z Z Z Z Z Z U 7 U. N 'N 0 C) ¢_ C) 0 0 0 0 0 0 0 0 0 o h _Q O O Q _¢ 0 0 0 ¢ o ¢ ¢ ¢ c _ C O O O O O O O O O O O O n O O O O CD C) A o o m 0 Z o 0 0 0 0 0 0 0 0 0 0 r Z 0 0 Z Z 0 0 0 Z 0 Z Z Z a C .0.N N N N N N N N N N N N N N N N N N N N m m RS C � EyZ N a E a c 3 3 ` p p m o _ o ¢ V- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 LL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o m (D 4) o a) o 0 C. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o E C N N N N N N N N N N N N N N N N N N N N N N N N N N N N N _ Y O y O- ~ O c d m n m N ¢ m LO O W O m) M O M O M O ¢ N Q _¢ 10 m W ¢ m ¢ ¢ ¢ O— y C7 r m) CA r r r r h O r N O) ch m 1n U Z C7 m) O T m h f0 m m O Z N LO Z Z N Z Z Z Z c 0 = N N N N N N N N N N N N N N N N N N N N N U In N d U CL r m O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 m o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N•y O O O O O O O O O O O O O O O O O O O O O O O O O O O _ N N N N N N N N N N N N N N N N N N N N N N N N N N N N fA d d m N m Q a m x N n 6 h h CO) N N O cD Ch � to h ¢ m U) _Q ¢ to Lo mC) O m) ¢ r ¢ ¢ ¢ Q CO lA In co M co h 0 r r LO O O �D 5 a) 3 E co Z co v 0 � v 0 cm ui a) 0 C i Z o W Z Z o C, n Z n Z Z Z CulO O m r r O O m) m) CD O h O O O O 'M LL l.L h CO w CO (o In lm Ln 'X L 1n Lo In In Co Co Qr r r r r r r r r r r r r r r r r r In N O C N N d N d d W N N N W m m m N N N d N N N N C) N N d N N N LL jq ([I tE "' •n�- —w v im. (Q � w !O r w N cn jy O U 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 v o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o m m' 3 o E o o r o a co m �i co vi o m o 0 o ca of mi o co 0 0 o u a) o a 0 0 C) m ca o coc� v a r a o o to N- CD o 0 0 0 0 0 0 0 0 3 F- d m cn o m m m n cn Lo u� L. n uI m o cn W o 0 0 0 0 0 0 0 0 0 - - - - - - - Z r r r ,- r r r r r r r r r r r r r r r r — r r r CD c a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 cm a m 3 O O O O O C! O O O C! O O C! C! O O O O O O o O O O O O O >,N °)L E 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ai d LL o 0 o m m m 0 0 0 0 0 0 0 0 0 0 0 cn 0 0 0 0 0 0 0 0 0 0 r- CO O N CA L' O n n n U Cf1 CU U lU ll) lD l() l.0 o lf) n O O O O O O O O O O C O N Z LL c O) N d O N U) N 0 O N C2 V !;2 cD h W N m V Lm n m rn O r N M "t � O j r N c I Co h r r r N N N N N N N C7 C7 C7 CO C7 C? F v o Scenario: Baseiawerage day] Fire Flow Analysis Junction Report Node Elevation Demand Demand Demand Calculated Calculated Pressure Label (ft) Type (gpm) Pattern Demand Hydraulic (psi) (gpm) Grade (ft) J-1 76.00 Demand 0.00 Fixed 0.00 318.84 105.01 J-2 76.00 Demand 0.00 Fixed 0.00 318.75 104.97 J-3 69.00 Demand 19.00 Fixed 19.00 318.61 107.94 J-6 65.00 Demand 27.00 Fixed 27.00 318.58 109.65 J-7 53.00 Demand 27.00 Fixed 27.00 318.59 114.85 J-10 53.00 Demand 0.00 Fixed 0.00 318.74 114.91 J-11 54.00 Demand 28.00 Fixed 28.00 318.52 114.39 J-12 55.00 Demand 7.00 Fixed 7.00 318.46 113.93 J-13 55.00 Demand 6.00 Fixed 6.00 318.45 113.92 J-14 55.00 Demand 16.00 Fixed 16.00 318.45 113.92 J-15 61.00 Demand 7.00 Fixed 7.00 318.45 111.33 J-16 67.00 Demand 4.00 Fixed 4.00 318.44 106.73 J-17 71.00 Demand 16.00 Fixed 16.00 31B.44 107.00 J-18 76.00 Demand 35.00 Fixed 35.00 318.44 104.84 J-22 76.00 Demand 0.00 Fixed 0.00 318.45 104.84 J-23 71.00 Demand 21.00 Fixed 21.00 318.45 107.01 J-24 64.00 Demand 40.00 Fixed 40.00 318.53 110.07 J-25 68.00 Demand 0.00 Fixed 0.00 318.56 108.35 J-27 68.00 Demand 0.00 Fixed 0.00 318.59 108.36 J-28 68.00 Demand 2.00 Fixed 2.00 318.45 108.30 J-29 64.00 Demand 3.00 Fixed 3.00 318.45 110.03 J-30 60.00 Demand 3.00 Fixed 3.00 318.45 111.76 J-31 68.00 Demand 0.00 Fixed 0.00 318.55 108.34 J-32 60.00 Demand 2.00 Fixed 2.00 318.45 111.76 J-33 68.00 Demand 0.00 Fixed 0.00 318.44 108.30 J-34 0.00 Demand 0.00 Fixed 0.00 318.82 137.87 J-35 0.00 1 Demand 1 0.00 1 Fixed 1 0.001 318.751 137.84 Title: Sandan Project Engineer: TD&H d:\jobs\bgB-07\cybernet.wcd Thomas Dean and Hoskins Cybernet v3.1 [071) 01/16/00 02:38:15 PM 0 Haestad Methods, Inc 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 x �r � o 00 mrm CO a m > � _ m o) c c L- W m a U >� CD o a E c J E o E acn ? m ¢ N N m m m m m m m m m N ¢ N N Q Q m m m ¢ m Q ¢ ¢c c r r r r r r r r r r N N N r r r Z Z Z Z Z Z E o ¢ 0 0 0 0 0 0 0 0 0 0 0 r- ¢ 0 0 ¢ ¢ 0 0 0 _¢ o ¢ ¢ ¢ a) o 0 0 0 o O o 0 0 0 0 O m O O o CD 0 O Z O O O O O O O O O O O N Z O O Z Z CD O O Z � Z Z Z a) T N N N N N N N N N N N N N N N N N N N N E CD J E 7 Vl y cJia m E U•E a w O � m E o 0 0 0 0 0 o O O o 0 0 o O o O o 0 o CDOO o O o O O O o O o 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o Ln d n 0 0 0 0 0 0 0 0 o O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T d N N N N N N N N N N N N N N N N N N N N N N N N N N N m U) J O E �' a N J N v Ea c Q 7 �. E c co c E m.o - O c m N N m m m m m m m m m N N N m m m m C N J ¢ N N N ¢ N N Q Q ¢ Q Q ¢ F- .N Z -i Z Z Z Z Z Z Z V ++ y s. 0 ¢ O o 0 0 0 0 0 O 0 0 0 P ¢ 0 O ¢ ¢ 0 0 0 _¢ o ¢ ¢ _¢ c N 0 0 0 0 0 0 0 0 0 0 0 0 co O O o 0 0 O L Q .2 O O Z O O O O O O O O O C. O N Z O O Z Z O O O Z O Z Z Z Yy d CL .d.N = - N N N N N N N N N N N N N N N N N N N O m W � J d � cd N a m.E aNi m w 3 U a` n _0 o 0 0 0 0 CD 0 0 0 0 o O O o 0 o CD CD O co O CD 0 0 o CD 0 O ccLL c Cl O O O O O CD a) O o 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 00 m N o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 E O i L N J^ N N N N N N N N N N N N N N N N N N N N N N N N N N N O Y •L E y m L O �0 LL E d n a C �a m` O7 r` ¢_ Ln CO m m n o Ln Ln M M 0 ¢ o Ln rn "It _¢ cc ¢ _¢ _¢ ID N r M M m M r N N O M M O O O) � Lo O) � 6 O Z N M m m m r- co 4 N O Z N st Z Z N M 4 Z a Z Z Z C N N N N N N N N N N N N N N N N N N N J� fN/) N - c1 N a UxCL t m m o 0 0 0 0 0 0 0 0 0 Cl 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 � - O O O O O O O O O O O O O O O O O O O O O O O O O O O y N CD O CD O CD O O CD CD CD O O CD CD CD CD Cl O CD O O CD a) CD O CD CD N N N N N N N N N N N N N N N N N N N N N N N N N N N N y N d m ¢a m x d 0 Q LO O � rn M Ln M Ln r m r ¢_ m r ¢ ¢_ o o N ¢ cat ¢_ _ Ln r N m Ln M N to M N O) r co O) O) V 0 3 E o Z O) m N N � N Lo N m O) co m Z LD Z Z 07 co Z Z Z Z p O- LO M O) M N O M m M M O O) O r r Ly LL LL O N r O O O O O O) O) Cl) O) O) 0 0 O > N N N N N N N N N N r r r r N N N N Q r ca cn3� Lvo - m a) m d m m a) a) a) d (1) (1) a) m a) m m ci) m m m m a) m m m fA LL Ln�•_, J N ` J ` J J ` J ` J J J ` N ` J N N ` J J y J N N O C� � c r r w r r r t+ r� a-• w fn jL O U O o 0 0 0 0 0 0 o O 0 0 0 o O O 0 0 O o 0 0 0 0 0 0 O o 0 0 0 0 0 0 O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 m-a 3 . o o Oi � r- 0 m r-- co co r, v to Ln o 0 0 o cv CO CO o cv o 0 0 0 O o CD CD r­ O N O (Mr O O r M O N O) CD O CD CD CD CD CD CD O O 3 a)LL O) Ln O r n Lr) Ln Ln Ln Ln Ln Lo Ln Ln O LO r- O O O O O O O O O O Z r r r r r r r r r r r r r r r r r r r r - r r r - a 0 0 o O O o 0 0 0 0 0 0 O O 0 0 0 0 0 0 0 o O O 0 0 0 m c) 0 O O O O O O O O O O O O O O O O O O O O O O O O O O O O E o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o O o 0 0 0 o O -0 of d o 0 CD LO m Ln o 0 o 0 0 0 O 0 0 0 o Ln 00 o 0 0 0 O o Cl 0 L+) d d Ln O rl n r- Ln Ln Ln Ln Ln Ln Ln Ln Lf) O Ln � O O O O O O O O O O c p N m Z o r r r r r r r r r r r r r r r r r r r r r r r r r •O m c rn y a 0 a) y o U O N M Ln LD n m N M Ln m m O r N M "t w O N r N M m N N N N N N N M M M M M M m O r F "O O Z.157-'-, S Scenario: max day + fire Fire Flow Analysis Junction Report Node Elevation Demand Demand Demand Calculated Calculated Pressure Label (ft) Type (gpm) Pattern Demand Hydraulic (psi) (gpm) Grade (it) J-1 76.00 Demand 0.00 Fixed 0.00 305.22 99.12 J-2 76.00 Demand 0.00 Fixed 0.00 304.72 98.90 J-3 69.00 Demand 47.50 Fixed 47.50 304.00 101.62 J-6 65.00 Demand 67.50 Fixed 67.50 303.79 103.26 J-7 53.00 Demand 67.50 Fixed 67.50 303.87 108.48 J-10 53.00 Demand 0.00 Fixed 0.00 304.66 108.83 J-11 54.00 Demand 70.00 Fixed 70.00 303.47 107.88 J-12 55.00 Demand 17.50 Fixed 17.50 303.13 107.30 J-13 55.00 Demand 15.00 Fixed 15.00 303.09 107.28 J-14 55.00 Demand 40.00 Fixed 40.00 303.08 107.28 J-15 61.00 Demand 17.50 Fixed 17.50 303.08 104.68 J-16 67.00 Demand 10.00 Fixed 10.00 303.08 102.09 J-17 71.00 Demand 40.00 Fixed 40.00 303.06 100.35 J-18 76.00 Demand 67.50 Fixed 87.50 303.05 98.18 J-22 76.00 Demand 0.00 Fixed 0.00 303.08 98.20 J-23 71.00 Demand 52.50 Fixed 52.50 303.10 100.37 J-24 64.00 Demand 100.00 Fixed 100.00 303.52 103.58 J-25 68.00 Demand 0.00 Fixed 0.00 303.68 101.92 J-27 68.00 Demand 0.00 Fixed 0.00 303.87 102.00 J-28 68.00 Demand 5.00 Fixed 5.00 303.09 101.66 J-29 64.00 Demand 7.50 Fixed 7.50 303.09 103.39 J-30 60.00 Demand 7.50 Fixed 7.50 303.09 105.12 J-31 68.00 Demand 0.00 Fixed 0.00 303.63 101.89 J-32 60.00 Demand 5.00 Fixed 5.00 303.09 105.12 J-33 68.00 Demand 0.00 Fixed 0.00 303.08 101.65 J-34 0.00 Demand 0.00 Fixed 0.00 305.12 131.94 J-35 10.001 Demand 1 0.00 1 Fixed 1 0.001 304.761 131.79 Title: Sandan Project Engineer: TDBH d:\jobs\bg8-07\cybernet.wcd Thomas Dean and Hoskins Cybernet v3,1 [0711 01/16/00 02:37:57 PM 0 Haestad Methods, Inc 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 O L = L L L L L L L L L L L L L L L L L L L L L L L L L L L` „' rZ O m W W W W y W N N N N N N N � -• s s — -+ L V M W N w p� O' c7i A W N O c0 m V fn A W NC)V W Vt A W N O Cr Q p a Cn w O O w O O o L N m y — — s — — — — — — — — s � s — — s — — — — — — s � s y ��m O O O O O O O O O O O O J M O Vl Ul Ul U7 V7 U7 n M V7 J V J O Ol .O fD W � O O O O O O 0 O O 0 Cn O O 0 0 0 O O O o 0 O m cn cn O O m o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 T L CD O O O O O O O O O O O O O O 0 O O O O O O O O o v L N m O O O O O O O O CD O O CD O O o CD O O O O O CD CD O CD O O O O O O O O O O 0 m Cn O (71 cn V7 Ol cn cn cn M C" OO W V O cn O T W O O O O O O O CO O O O M Ot O m A 1 A -+ + s -0 (D O� L p O O cn O V V cn O O O N p J O O V O Vt V O O J V J O O 3 C w O O O 0 0 m m 0 O O O fn O m O O m O O m O 0 m m m O O O- O O O O O O O O O O O O O O O O O O O O O O O O O 0 0 CO)O "T1 W y y N C N C C C y N N C N C C C C c C C C C C M m m w m w m m w m m w m w m m m m m m m m m m m m m fD 5.o CDw f y m o� o) CD r CD M M M 0 M M M oD v v -4 v m v - -W W N Na N m Z" N W W W A c0 m A W A AC, Z_ Z_ Z_ W Z W m m On Z Z A Z . . A . A m m m m c0 Z W 3 `Z ; Q J Ot W co Co M c0 m m AM M M m i A W m M D D D O D W W W D D N m D cn N m W M V W m 0 m W D A O w _�D m CD C. N N N N N N N N N N N N N N N N N N N N N N NM N N N N y N o O o 0 0 09 o O o 0 0 0 0 0 0 0 0 o p o 0 0 0 0 0 0 0 n O o 0 0 o 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 w � o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Cl 0 Cl 0 0 0 0 0 - m o v w y N N f7 _ N N N N N N N N N N N N N N N N N N N N y n C O Ol N Z Z_ Z_ Z_ Z_ A N Z Z 0 1 rO A Ln V J CO c0 t0 A N Z O W m N m i O o m CO m CO N McO V V " c0 cO O —a D D D W D V N W D D c0 co D O A A c0 O1 O J CO O N V m D A J cn m v-. 0 �^m C T (D o PC J T.rn m 0 N Iv N N N N N N N N N N N N N N N N N N N M N N N N N v p N a 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Cl 0 0 0 0 0 0 0 0 o CD m o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 �p o O o 0 0 CD o 0 0 0 0 0 0 0 co 0 0 0 0 0 0 0 0 co 0 o m � 1'l O 0 om O a a N c 3 k N 3 w i.f. m p N N N N N N N N N N N N N N N N N N N ..-.c ON cp a O O O O O O 1 O O O O O O O O O O O O cC Q Z Z Z Z Z Z Z Z • c o 0 0 0 0 o to 0 0 0 0 0 0 0 0 0 0 0 0 C O D D O D o 0 o D D o o D m o 0 0 0 0 0 0 0 0 0 0 D 0 CD N Z Z Z L Z L L L Z Z L L Z L L L L L L L L L L L L Z L L N D D D m D m m m D D m N D N m m m m m m m m m m m D m o N 4 m o c 3 CD C � D CD c � N O C Cl) N N N N Na N N N N N N N N N N N N N N N N N N N N N N w y J O O O O O O O O O O O O O O O O O O O CDO O O O O CDO cn 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 CD O o 0 o p p o 0 0 o O o 0 0 0 0 0 o o O o 0 0 0 0 0 0 3 rn _� m '•c-) 3 w m c m w 3 c �c �w N N N N N N N N N N N N N N N N N N N co y n Z Z Z O Z O O O Z Z O O Z . O O O O O O O O O O O Z O .-. O O O O O CD to O O O CD O O O O O O O O CD D D D p D C. 0 CDD D a o D m CD 0 0 o O o 0 0 0 0 o D p 3 Z Z Z L Z L L L Z Z L L Z L L L L L L L L L L L L Z L L N N C N D D D m D m m m D Dy - O 3. 0 3 c � 3 CO. `< n Q m m � 0 m - w < m o w m o 0 V (}o 2 Scenario: calibration Fire Flow Analysis Junction Report Node Elevation Demand Demand Demand Calculated Calculated Pressure Label (ft) Type (gpm) Pattern Demand Hydraulic (psi) (gpm) Grade (ft) J-1 76.00 Demand 0.00 Fixed 0.00 318.84 105.01 J-2 76.00 Demand 0.00 Fixed 0.00 318.75 104.97 J-3 69.00 Demand 19.00 Fixed 19.00 318.61 107.94 J-6 65.00 Demand 27.00 Fixed 27.00 318.58 109.65 J-7 53.00 Demand 27.00 Fixed 27.00 318.59 114.85 J-10 53.00 Demand 0.00 Fixed 0.00 318.74 114.91 J-11 54.00 Demand 28.00 Fixed 28.00 318.52 114.39 J-12 55.00 Demand 7.00 Fixed 7.00 318.46 113.93 J-13 55.00 Demand 6.00 Fixed 6.00 318.45 113.92 J-14 55.00 Demand 16,00 Fixed 16.00 318.45 113.92 J-15 61.00 Demand 7.00 Fixed 7.00 318.45 111.33 J-16 67.00 Demand 4.00 Fixed 4.00 318.44 108.73 J-17 71.00 Demand 16.00 Fixed 16.00 318.44 107.00 J-18 76.00 Demand 35.00 Fixed 35.00 318.44 104.84 J-22 76.00 Demand 0.00 Fixed 0.00 318.45 104.84 J-23 71.00 Demand 21.00 Fixed 21.00 318.45 107.01 J-24 64.00 Demand 40.00 Fixed 40.00 318.53 110.07 J-25 68.00 Demand 0.00 Fixed 0.00 318.56 108.35 J-27 68.00 Demand 0.00 Fixed 0.00 318.59 108.36 J-28 68.00 Demand 2.00 Fixed 2.00 318.45 108.30 J-29 64.00 Demand 3.00 Fixed 3.00 318.45 110.03 J-30 60.00 Demand 3.00 Fixed 3.00 318.45 111.76 J-31 68.00 Demand 0.00 Fixed 0.00 318.55 108.34 J-32 60.00 Demand 2.00 Fixed 2.00 318.45 111.76 J-33 68.00 Demand 0.00 Fixed 0.00 318.44 108.30 J-34 0.00 Demand 0.00 Fixed 0.00 318.82 137.87 J-35 10.001 Demand 1 0.001Fixed 10.001 318.751 137.84 Title: Sandan Project Engineer: TD&H d:\jobs\b98-07\cybernet.wcd Thomas Dean and Hoskins Cybernet v3.1 [071] 01/16/00 02:38:07 PM 0 Haestad Methods, Inc, 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 cdno 00 m Cr) rn m > m c a _ m rn c c W m a U >' m U 0 = E o E 'C TU m Q N N m m m CO m m m m m N Q N N ¢ Q m m m Q m Q Q Q c N N r r r r r r r r r N N N � O r r r r r Z � � Z Z Z -i Z Z Z E M _¢ o 0 0 0 0 00 0 0 0 0 � ¢ CD CD _¢ ¢ 0 0 0 _Q 0 ¢ ¢ _¢ m o 0 0 0 0 0 0 0 0 0 o m o 0 0 0 0 0 O) Z O O O O O O O O O O O N Z O O Z Z O O O Z 0 Z Z Z d T N U1 N N N N N N N N N N N N N N N N N N iC U) O^ E Ea CD U•_E E o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 d o 0 0 0 0 0 o a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0LO 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o n a d N N N N N N N N N N N N N N N N N N N N N N N N N N N y N v E w n Ea cn m E c E a).E m C U O Q N N Q ¢ m m m Q m C > r N N N N N r r r r C.) o � Z � -3 -i � -n 4 4 � � -5 -; z 4 4 Z z Z 4 z z Z _ 'Am M ¢ o 0 0 0 0 0 0 0 0 0 o cm _¢ o o ¢_ ¢ 0 0 0 ¢ 0 ¢ ¢ ¢0 N � m o 0 0 0 0 0 0 0 0 0 o m o 0 0 0 0 o Y � �+ ) o cn Z o 0 0 0 0 0 0 0 0 0 0 C i Z 0 0 Z Z 0 0 0 Z o Z z Z m a ON = - L N N N N N N N N N N N N N N N N N N = m �CL 0 0 0 occ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 LL c o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o Co m O m o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Cl 0 0 0 0 0 0 0 0 0 0 o E N N N N N N N N N N N N N N N N N N N N N N N N N N N p m N L LL E N Z H o E Edo 0 a m c r M O Q u1 co m m I- O Ln Ln m CO O ¢ O _¢ ¢ Ul m) a ¢ co ¢ Q _¢ y IDCO Cl) CU Ci r N N � O CM M O O m V m O) U 47 O Z m m m w 4 a cm O Z N Z Z N M � Z Z Z Z C > > N M N m N N N N N N N N N N N N N N N N N N O� N m - U N ry d N N � U Q a t m 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a �\ R O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O 0_ m N N N N N N N N N N N N N N N N N N N N N N N N N N ami N y co rn ¢ Lo r o v rn rn Cn Cm Ci CO ¢ M Q Q O O N ¢ �c ¢ Q Q Up _ u, r r m �n M N CO M N rn n cn m rn � v N U 3 E 'It ` m m N N N lA N m O) M m Z tt6 Z Z 01 M r Z �,,, Z Z Z O O- M m O O O O O Om1 rn c Omi- O m O O O m ii W o \_ r r r r - r Q N N N N N N N N N r r r r N N N N r N m 3 m o - - co a) °) a) a) a) a) m a) a) a1 m m m 0 0 m 0 °) W 0 a1 a1 m m a1 a) m to LL O N 7 7 7 7 O 7 7 > > 7 > > N O 7 N N 7 > > N O N to w ca d C r o+ r n.. r.+ r �... r. r .... r. cn T O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 v 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N ) � E O O m f-- N O m 1- m m I- t m m O O O O N M M O N O O O U Q a) O d CD CDw f- h CDN 0 0 r O CDr M O N m) O O CDO CD O O CD O CD ?� 4)LL e Lc O r � pl � � � L u1 Ll Lc o uo h C 0 0 0 0 0 C 0 0 0 F-Z - - - - - r r r r ._ - - r r r r r r r r - r - r ( g a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 u1 a) Q O O O O O O O O O O O O O O O O O O O O O O O O O O O >,r -0 E o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o CD o o U 0 0 Ln Ln Ln o 0 0 0 0 0 0 0 0 0 0 Ln 0 0 0 0 0 0 0 0 0 0 cn LC O N h n LC u v In m In lf) ll7 L' O I- O O O O O O O O O O_ c O N Z LL r r r r r r r r r r r r r r r r r r r r r- r r r r 'a m 0 C O m a O oa O N M l{) m n m N M y In h m m O r N CO � 1[) a 0 t6 N M T f� N N N N N N N cn M M M M M F O O 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 PAVEMENT DESIGN CATTAIL CREKK SUBDIVISON BOZEMAN, MONTANA The following summarizes the subgrade soils and traffic flow design parameters used to determine the required asphalt pavement sections for the Cattail Creek Subdivision in Bozeman, Montana. Subgrade Soils Seven test pits were excavated across the subdivision and their locations are shown on Figure 1. Based on the results of the test pits, the subsurface soil conditions are relatively consistent. Surficial soils consist of silt and sandy silt ranging in thickness from approximately 3 to 8.5 feet. Two samples of the silt contained 60 and 93 percent fines (4200). One sample was determined to be granular and nonplastic and the other sample exhibited a liquid limit of 48 percent and a plasticity index of 20 percent. The silt was underlain by poorly-graded gravel with silt and sand which extended to the maximum depth of the test pits. Groundwater was encountered in six of the seven test pits. A groundwater monitoring well to measure future water levels was installed in each of the test pits. Groundwater levels, as of 02/28/00, ranged from 4.88 to 8.33 feet below the ground surface. Additional water level readings will be obtained on a monthly basis. The test pit logs and results of laboratory testing are attached. Based on our experience, the silt/silty clay typical of the Bozeman area exhibits a California Bearing Ratio (CBR) of 3 to 10 percent depending of the percentage of sand. For this project, a CBR of 3 percent is used. Traffic Flow North 27`h Avenue and Cattail Drive (a.k.a. Deadman's Gulch) are classified as collectors and the remainder of the subdivision streets are classified as local streets. Assumed traffic flows of 7500 vehicles per day(vpd) and 500 vpd were used for collectors and local streets, respectively. The percentage of truck traffic was assumed to 10 percent and 4 percent. Traffic growth rates of 4.5 percent and 3 percent were used. For each road classification, typical truck distributions and equivalent single axle load (ESAL) factors were used to determine the 20-year design ESALs in accordance with the Asphalt Institute and AASHTO guidelines. The design parameters are summarized below and the ESAL calculations are attached. Parameter Collectors Local Streets Vehicle Flow 7500 vpd 500 vpd % Truck 10% 4% Growth Rate 4.5% 3% Design Life 20 years ars Design ESALs 691,861 ESALs 32,456 SALs Asphalt Pavement Thickness The resulting required pavement section thicknesses were determined using a CBR of 3 percent, the design ESALs determined above and AASHTO pavement thickness design procedures. The recommended sections are summarized below and are detailed on the attached worksheets. y�' Section Collectors Local Streets Asphalt Pavement 5" (2 lifts) 3" 1-1/2"-minus, Crushed Base 10" 10" 3"-minus Uncrushed Subbase 10" -- Nonwoven Geotextile Yes Yes Total Thickness 25" 13" The performance-graded (PG) asphalt binder should be selected based on the local climatic regime and should satisfy the requirements of AASHTO MP-I. The plant mix aggregate gradation should satisfy Type `B' as specified in the MPWSS. The crushed base and uncrushed subbase courses should satisfy the MPWSS for the maximum sizes listed above. The geotextile should be nonwoven satisfying the minimum requirements for medium-survivability separation as provided in the MPWSS. I I SECTION LINE DITCH I 1 FiNG 1 .� c^f GOSTCO {e,• � LOT I.MINOR SUB.210 c ZONING ES-2 1 I I ZONIN�M_1 65. CATRON-STREET y I I GO^WtOE COUNTY ^^-- ..�—..✓ ROAD EASEMENT 1 1 I I RE TARGET . a I 1 - 1 I I II 2.871 AC B.GMIATIN CENTER SUB..IN, LOT I I J I ZONING M-1 I I Iw t� W I J WIDE UTILITY EASEMENT fl ;;Ph� j 2 �tJ I 2-39 AC. y NOTES W c I 9::! LANE NO ALL STREET RIGHTS-OF-WAY WILL LWi E0.00'HIDE. Dt,o�IFV 1 i,..r�l•i1. Ex�r As NOTED. IZ'WIDE UTILITEASEMENTS WILL BE ALONG THE STREET FRONTAGE EASEMENTS ALL LOWS _ THE SUBECT PROPERTY 15 PRESENTLY ZONEO A-S.THE ZONING IS BEING CHANGED TO THE ZONING DESIGNATIONS SHOWN O� — I ,MOL IJtppiU n((EASUIENf . TCI I �"'J��.Iti�L�r`" �s. S 1 . / I R/DOCrR I 0 4.�. . N O• LOT I SUB.NO.I I 1.�^ 2J9 AG MINOR 1 �" .1 Z; SA YJA��11�aA!"t S+-I?`E-i 4 a. --90 AC. / 1 , > > GALLATIN R�NOERENTL OF OT J&MINOR Z'NB'210 I ZONING M-I 1 - — 0 100' 200' 300' �u u.-) LANE ,,�,- 5 L I I I I I I T,v, 1159IJB AC. S C A L E LEGEND ° • 77.48' TEST PIT/MONITORING !I ® �TP 106 WELL LOCATION 6 I ® r• o �„o t}�v • E rzc..o.n..I m<•rt noon ,%' DEADMAN'S GULCH PER GWAON CENTER PfE11wNM'PUT I i 1 TO N. 19TH AVE.� I I i SIGN 55• I3 W ' � 1 • .-f Q NX, FIGURE 1 J` N DRAWN ON 1/72/00 BY SCA FB 939/42 89807P1 DWG RONALD 0.AAFED$ Z TDBG 01THOSIAS.DPAN&HOa@NS. R.\ClNA'`NIAC �ULrAn'r 1 1 1 1 1 1 1 1 1 1 1 SURFACE: Native Vegetation/Grasses = ❑ w PENETRATION S CE/MOISTURE CONTENT a SURFACE ELEVATION: Not Measured i-n. Z w ii ♦= Blows per foot o SOIL DESCRIPTION o ¢ a w �=Moisture content c� N 0 0 10 20 30 40 50 -•- - - -- -,-L TOPSOIL and ORGANICS, silty matrix -- 1 1.0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 SILT, loose to firm, trace organics, moist, more - - --i i 1-i 1-i; - - " moisture with depth, light brown to brown ' '- - r,-'•r - r' ;-'-"- - ;-'-r Imofst= 91.4 pcf, Idly= 80.9 pcf, w= 13°/ s-1 G : ; : : 0 ,-r r,•-r,-r-r r,-1- 1- -r,• r, -r 1 1 1 1 t 1 1 L O I-_! 1 1 1 1 __L l 1 1 1- 1 1-1 1 1 1-- - -1- O ' -r,-1-r -t-r 1- -r r 1--r 1 lmoist= 105.2 pcf, 'dry= 85.5 pcf, w= 23% c r 1 1 Lu i 1 i X ,-I-r,--r 1-1-r -r r,-1- 1-r?,•-r, -r AL- w CD 5 1 I I 1 I 1 1 1 1 C - -i--1 1 1 1 -1 '1-1 1-1 1-- 1 L Q i- O O t 1 t 1 1 _- 2_I 1 1 1 -r•r, r,- -r 1- ,-1-r,--r 1- 7.3 1 1 I 1 1 1 Poorly-graded GRAVEL with silt and sand, r 1 r r, ;-- ;-:- medium dense to dense, frequent cobbles, 8.33 ' I 1 1 1 1 1 11 1 1 I l I t 1 1 1 (02/28/00) `S.2 C' 1-r r 1--r 1-r r -r r 1-1- 1-1-r 1--r 1-1-f moist to saturated, grayish brown J `J__`J " J-'-`; 1 1 1 1 , 1 1 1 • 0 J..l J._L J__L _I_a J_ J..L J .._ O1 0 1.1, •r .-1-. -1-. .-1- ,•-r l •r, ' 10.5 v (01/20/00) ,-rr,--r,-rr r1-r -r,•-r,-1-r Bottom Of Test Pit: 10.5 feet _1_L :-L J-_L J 1 ,-r r,--r,--r -r 1-1- 1-1-r 1•-r 1-r r J.ba J..a J.1.a .1.aJ_ J.1_LJ LJ.1.L 1 1 1 1 1 1 1 Groundwater Monitoring Well Installed ' ;' -:;-'-; ---; ' '-'--- --- 4-inch, perforated PVC pipe '"-r,--r,•'-r - ;--:; ; 1 1 1 1 , 1 Total length = 9.69 feet i--i i i - - - -r1--rl-rr Stickup = +0.54 feet I_I 1__L -,-L 1 1 - 1 _ '1 1 1 1 1 1 '1'1 1 Native soil backfil ,--r, -r,•r -r,- r, -r,-rr Groundwater Measurements -' ' ' -I ' 15 ; 1 1�- i 1--1 1 I � 02/28/00 8.33' BGS 1•r 1--r 1-1-Ir -I-r 1-- 1- -I.1 r , 1 1 1 1 1 1 1 1 -1-r,--r1--r -r, ,--r,- -1'r -------- ----- -- --- - -------- 1 I 1 i Logged by: M. Small (01/20/00) _ Excavated using a tracked excavator. = ' 'i="- -' i' ; ' �- r,-I-r r 1-1• ,-✓r I- r , 1 1 ''" 1 ; 1 - -1" -r;••r,-- r1- •r1- r,- -r LEGEND Atterberg Limits NOTE:The stratification lines represent approximate boundaries between ♦ SPT blows per foot Plastic Limit soil types.Actual boundaries may be gradual or transitional. Field moisture content In iltu Water Content * Groundwater level I Liquid Limit Log of Test Pit TP-101 Ic Grab/composite sample K-> Sandan Development I 1-3/8-inch I.D.sampler Plastic Index Cattail Creek Subdivision I[ 2-inch I.D.sampler Bozeman, Montana yyyR 2-1/2-inch I.D.ring sampler GNP=Granular and Nonplastic March 2000 B 98-07 ]]IT 3-inch I.D.thin-walled sampler THOMAS,DEAN&HOSKINS p recovery Sheet 1 of 1 * No sample recove �&�"� Engineering Consultants C) SURFACE: Native Vegetation/Grasses = o w PENETRATION RESiSTANCE1MOiSTURE CONTENT a SURFACE ELEVATION: Not Measured Z w a ♦= Blows per foot o SOIL DESCRIPTION o a c W •=a. Moisture content c� rn 0 0 10 20 30 40 50 TOPSOIL and ORGANICS, silty matrix 1.0 - --r; -r 1, ,--;; - SILT, loose to firm, trace organics, moist, trace i; i-,-;;- --- -- - -r r -r - sand and gravel at lower contact, light gray to ;•;-L;_-;J-'-` "-'- ;-'-"- -;; 1 1 1 1 light brown G ......' ' ' S-1 -1-r -r; ,--r+- -r+- Im°ist= 91.8 pcf, 'dry= 85.1 pcf, w= 8% J__ :_I_L _ J__ _._ . 3.0 -; - - , . 111 111 1 11 . . 1 . Poorly-graded GRAVEL with silt and sand, medium dense to dense, frequent cobbles, Q. moist to saturated, grayish brown :-;'--- : 4.88 Y (02/28/00� .., r j0 1tn°Ist= 109.5 pcf, 'dry= 104.9 pcf, w= 4% c - --.;-;-I -;-;t-;- ;-;-. 1 -1 1 - -O + N m 1 1 1 1 1 1 1 1 1 1 3 � 1 1 1 i t-, 1 •i i r C X J.1_L J__L J.I.L _I. L __ J J.L J._L J.1_L 01 c LL1 � � :- --'-' -_ :: 1 1•1_ 7 0 i t i t 1 1 1 'i i O 8.0 (01/20/00)8.5 1 1 . L J L J.1.L _I_L J•1_ _I_L J L J__L 'Bottom Of Test Pit: 8.5 feet ;---- '-L. -; I-'- -; : •, - 10 I 1 1 1 11 1 I I I I 1 J.I.LJ__L J-I_L _I-L J_I- J.I.a J. 1 I 1 1 1 11 1 J.I_L J_.L J-I-a _L J Groundwater Monitoring Well Installed _a J__a, 4-inch, perforated PVC pipe 1--,-- Total length = 9.88 feet '-'-r .--. . Stickup= +2.62 feet '- '-' :; _;;-; l i i 1 1 1 1 i l l Native soil backfil . ... ; 1- 1 I 1 Groundwater Measurements ; r -- r _ r;- J_ LJ..L J-I.L J._LJ 02/28/00 4.88' BGS ' '- ' -;; ; ' -' ; ' ;-;-' - 15 -rI i- -i 1 I 1 1 -------- ------ 1 ,--f 1--f,--f -1-f,-- ,-1- 1 Logged by: M. Small (01/20/00) I.;_ _LJ. Excavated using a tracked excavator. -' ,--- - i , 1 20 _ J__ LEGEND Atterbera Limits NOTE!The stratification lines represent approximate boundaries between ♦ SPT blows per foot Plastic Limit soil types.Actual boundaries may be gradual or transitional. Field moisture content In Sku Water Content Liquid Limit Log of Test Pit TP-102 � Groundwater level �Io Grab/composite sample > Sandan Development I 1-3/8-inch I.D.sampler Plastic Index Cattail Creek Subdivision IT 2-inch I.D.sampler Bozeman, Montana 111R 2-1/2-inch I.D.ring sampler GNP=Granular and Nonplastic March 2000 B98-07 ]]IT 3-inch I.D.thin-walled sampler THOMAS,DEAN 8 HOSKINS Figure No. 3 * No sample recovery 9&lH Engineering Consultants Sheet 1 of 1 SURFACE: Native Vegetation/Grasses = ❑ LLJ PENETRATION RESISTANCEIMOIS T URE CONTENT a.0 SURFACE ELEVATION: Not Measured �- Z w ii � ♦ Blows per foot w O¢ Lu a. •=Moisture content c7 SOIL DESCRIPTION ❑ y ❑ 0 10 20 30 40 50 J..L J .L J.I.L TOPSOIL and ORGANICS, silty matrix ;! --- --1 1-1 1 1.0 v 1 1 1 1 1 1 1 1 1 1 1 SILT, loose to firm, trace organics, moist, trace gravel, light brown J__L J__L J_I_L J......L J_.l_ 1 1 1 1 1 1 1 1 1 1 1 1 1 moist= 75.4 pcf, Xdry= 66.6 pcf, w= 13% _L J. -;-i -,- ;-;-- - 4.0 -1-r,-- .,-r -/-r,i -1 -1- - Poorly-graded GRAVEL with silt and j\ sand, i 1 1 1 ' i ' i '^�f +-1-r,--r,-r r •r r,-1- ,-r r,- •r,-r r V •• J_I_L J�.L J.1.L _I.L J.1. J.1_L J__L J_I_L medium dense to dense, frequent cobbles up 5 to 8", moist to saturated, caliche 4.5'-5', Q'• 5.78 02/28/00 Q grayish brown ( ) _- _1 I _1 : 1_I 1_I 1 1 '1 � i 1- i 1-i i--i 1-- • - J_I_L JCD _ 7.5 (01/20/00) ! 1 1 _ -'-'- -;-;!_I_ -'1 r i r i l l 1 1 i l i • Q.• .1.L 1. L J_I_L .1_L J_ J.1.a J..L J..L u rll 8.5 -1-r,--r,-1•r r,-1- �-1•r J.1.a J._L J.I.L _I.L J.1_ J.r.L J•.L J •L Bottom Of Test Pit: 8.5 feet c ;! ;- O '� 'i 1- 1 i- 1 -0 sv > -1- 1-1-i i--i i-1-r C C.1 10 7 Q C --r r Q UC -- - .-1- J,.-1-_ L J__ I!•f '` 1 1 1 1 1 1 1 1 1 I r 1 1 1 1 r r r,-r ,-I-r� •r 4--L. J_I. J_I_L J _L J 1 1 1 1 1 1 1 J 1 1 1 1 1 1 1 1 Groundwater Monitoring Well Installed r'--`"-'-` r;-'- '-'-. .-- .•'- 4-inch, perforated PVC pipe i- i- - '- -�- _ _---- I-Total length = 9.85 feet J_._L J__L 1 1 1 1 1 Stickup = +2.34 feet -r r -r Native soil backfil 1 � '`J'" J''-L J '`J r''`1 1 1 1 1 1 1 I 1 �i - Groundwater Measurements 02/28/00 5.78' BGS 1 1 1 •14 -r l-I•r -1-r,- ,- r,--r , _ _L J._L J .L 1 1 1 1 1 . 1•1-r 1-- -1-r -1-r l-- l-- -f , Logged by: M. Small (01/20/00) a _r_L J_I_ J.1_L J_ L J__L Excavated using a tracked excavator. _1 _1 _1 �--r,-•r,-1-r -1•r�-r ,-r r+- r �--r 1 1 1 1 1 1 J LEGEND Atterbera Limits NOTE:The stratification lines represent approximate boundaries between ♦ SPT blows per foot Plastic Limit soil types.Actual boundaries may be gradual oriransilional. • Field moisture content In Situ water content V Groundwater level Liquid Limit Log of Test Pit TP-103 IG Grab/composite sample Sandan Development I 1-3/8-inchl.D.sampler Plasticlndex Cattail Creek Subdivision Tr 2-inch I.D.sampler Bozeman, Montana TUR 2-1/2-inch I.D.ring sampler GNP=Granular and Nonplastic March 2000 B98-07 flTT 3-inch I.D.thin-walled sampler THOMAS,DEAN&HOSKINS Figure No. 4 * No sample recovery &H Engineering Consultants Sheet 1 of 1 SURFACE: Native Vegetation/Grasses = o� w PENETRATION RESISTANC51MOISTURE CONTENT d SURFACE ELEVATION: Not Measured n.n. �w a ♦= Blows per foot O SOIL DESCRIPTION o w 0 10 • ZOa. sture content30 40 50 TOPSOIL and ORGANICS, silty matrix ;_ ;_;_ ;_;;_;. ;__ ;_,_ 1.0 -- -�,-.-r /x SILT, loose to firm, trace organics, moist, light brown 1 1" . ,-1-. . . . -. , LoiSt= 90.0 pcf, dry= 78.9 pcf, w= 14% a� i--; -,-;;- - C _ O 0 S-� G C -r � ,-1•r -r,-1 -t LU 1 •. . 1 1 t . . l 1 1 O (� ---i i--, 1-1-i 'i, 1-1- i-t•i 1--i i-r-i X , -r,--r,-rr -rr,-/- ,-t-r,--r,-rr Z w J__L J- L J_I-L -1-L J-1_ J-1-L J__L J__L � 5` t r 1 1 1 1 t l 1 1 � 1 1 t C ;_ -1-r, -r,-r-r -r r,•r ,-r r,--r,-1-r J--L J__L r 1 1 1 1 t 1 1 r I t 1 8.5 - _I_L J__ O 1_- - _ 1_1 '-'-' _ -- '- Poorly-graded GRAVEL with silt and sand, 1 . 1-1 i . . i . i 1- . i ; CD' medium dense to dense, moist, grayish brown _ J t.a -'-L J-;- J-;-I;-_L S-2 G -1- •1-i i- 1 0.0 10 ,-r r,--r,-r r •1-r,-r ,-r r,-•r,-.-r Bottom Of Test Pit: 10.0 feet --'-, J_ 1 , ,- -1-r, -r, J _r.J_1.L 1 1 1 1 1 1 1 1 1 t l l 1 1 Groundwater Monitoring Well Installed - ' ;;- -- '- :-- ' '-_=t' :-1 , i-1 1 4-inch, perforated PVC pipe ' ' . .--. . .- .-'-. . r .- Total length = 9.86 feet -- '' -I 1 1-' _;- r4--r _.r -r4_ 4-r11- _r"__r Stickup = +1.04 feet aJ__L J-:-L _1_a J__a J_.L l Native soil backfil Groundwater Measurements J__L - - J_-_iL� J._I_L -�--i- - -J-_--. . 11 1 . 115 t 1 02/28/00 Not Encountered -i- ;-; -;-,-;-,- - - _r,--r ,-1-r -r r,•t- ,--r,--r, -rr,--r,-,-r -1-r ,--r,--r,-t-r _I_L L J__a _a J -L J -a 1 t 1 1 1 1 Logged by: M. Small (01/20/00) 1 L J.1- a J_ L J_- Excavated using a tracked excavator. '-' - ' ' ' ' - - ' ' -- , 1 1 1 1 1 1 1 20 L J. .L J.1.L a J_1. LEGEND Atterbero Limits NOTE:The stratification lines represent approximate boundaries between ♦ SPT blows per foot Plastic Limit soil types.Actual boundaries may be gradual ortransitional. • Field moisture content In Situ Water Content Liquid Limit Log of Test Pit TP-104 V Groundwater level �--� Sandan Development Ic Grab/composite sample 1 �- I 1-3/8-inch I.D.sampler Plastic Index Cattail Creek Subdivision _T 2-inch I.D.sampler Bozeman, Montana TR 2-1/2-inch I.D.ring sampler GNP=Granular and Nonplastic March 2000 B98-07 ]I[T 3-inch I.D.thin-walled sampler THOMAS,DEAN&HOSKINS Figure No. 5 * No sample recovery Illy&H Engineering Consultants Sheet 1 of 1 SURFACE: Native Vegetation/Grasses = o w PENETRATION RE IS ANCE/MOISTURE CONTENT a..o SURFACE ELEVATION: Not Measured i- F a a ♦= Blows per foot a J SOIL DESCRIPTION o X a ¢ w •=Moisture content 0 0 to c 0 10 20 30 40 50 TOPSOIL and ORGANICS, silty matrix 0.8 -1• ; 1-1 -1 r Sandy SILT with gravel, loose to firm, : __ :: ;;..;;_;. l r -1 1 1 1 trace organics, moist to very moist, light o '- L J "-' '_ ' ':"- J I L. I J J -_LJ-- brown to brown a? a co > 3 } _I_LJ_I. a c x 1 1 1 c w - -, ;-,-,- -;-;- a ° m r r �mois,= 96.5 pcf, ldry= 80.3 pcf, w= 20% ;-- -1- - ;;-; -;-;---;- -•r,-•r♦r r -r r,-1- ,--r,••r,-r r 5.0 S-1 G 5 1 111 1 ;-1J 0 1 1 1 ; 1 1 1 1 1 r r Poorly-graded GRAVEL with silt and sand, r,--r'-'-r r, , r,--r,-1-r �• J.1.L J__L J_1-L _I_L J_I. J_I.L J__L J.1_L 1 1 I--1 medium dense to dense, cobbles up to 6", Q. moist to saturated, grayish brown 6.53 V (02/28100) ',� ,•r r,--r,-r r -r,- ,-r r, -r,-1 r 1 1 1 1 1 1 1 1 1 i 8.0 v (01/20/00) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 8.5 .1_L _,_ J LJ _LJ. Bottom Of Test Pit: 8.5 feet - :-------------- ------ -------------- 10 1 1 1 1 1 1-------------- ------ -------------- Groundwater Monitoring Well Installed 4-inch, perforated PVC pipe -:-; +-r r,-•r,•r-r •r,- ,--r,--r,-r r Total length = 9.82 feet 1 � 11 1111 1 , Stickup= +3.00 feet ; "" "- -r-r -r, -1-r,-1• r,- r,- Native soil backfil -;-` --`;-- -;-;J - `J- `; 1 Groundwater Measurements L J ' L J L J_ 02/28/00 6.53' BGS - -;; -; =;- ;--; 15 ; ;/ 1 1 1 1 1 1 _.r _. �__� _._� 1 1 1 1 1 1 1 I 1 L _L J.I. J_I.L J _L J_-L 1 1 1 1 1 ( 1 1 1 Logged by: M. Small (01/20/00) Excavated using a tracked excavator. -; ' '-= -' --_' --;-'- -r,-•r,-r r -r r -r -r, -r 1 20 __ LEGEND Atterbera Limits NOTE:The stratification lines represent approximate bountlsnes belv/een ♦ SPT blows per foot Plastic Limit soil types.Actual boundaries may be gradual or transitional. • Field moisture content V in Situ Water Content V Groundwater level Liquid Limit Log of Test Pit TP-105 IG Grab/composite sample —> Sandan Development I 1-3/8-inch I.D.sampler Plastic Index Cattail Creek Subdivision 7F 2-inch I.D.sampler Bozeman, Montana TR 2-1/2-inch I.D.ring sampler GNP=Granular and Nonplastic March 2000 B98-07 TT 3-inch I.D.thin-walled sampler THOMAS,DEAN R HOSKINS Figure No. 6 * No sample recovery III &H Engineering Consultants Sheet 1 of 1 SURFACE: Native Vegetation/Grasses = ❑W w PENETRATION RESISTANCE/MOISTURE CONTENT a 6 SURFACE ELEVATION: Not Measured a.a. �w a Blows per foot o SOIL DESCRIPTION o 0 a Q w �=Moisture content a cD� to � 0 10 20 30 40 50 TOPSOIL and ORGANICS, silty matrix - rl ;- 1-I-f\ -f l •r -r, -- - --r- 1.4 -r,-r-r rr,-r ,-rr +• r+--r SILT, loose to firm, trace organics, trace sand, J_I_L;-_L J_I_t. -1_L J_1_ J_1_•J--L moist to very moist, light brown to brown 1 1 1 1 1 I t , r-r J_t.;J L; _L :.L•.1. J 1.L J--L J.1.L � = 92.4 pcf, ry= 73.5 pcf, w= 26% '-- = I -- :-' - moist d '1 1 i""1 "1"i 1-` 70 — 1 1 1 1 _L J-1.L .1_L J_I_ J_I.L J__L•.t.L L_ > '_I-1 1--t --1-1 1_-i.._ ...1 1__i ; ? l i t i l i "I I I l i i p C C � LU 1 1 0 8_1 G -i -r i (D LU 5 r ; � 1 1 1 1 1 L .1-L J-1. J_ L J--L J.. 1 1 1 t I 1 1 1 1 1 1 6.5 -L J__L J_. -I-LJ _ J_1_L _L J_.l 1' 1 Q ,-r r+--r,-�-r -1- • Poorly-graded GRAVEL with silt and sand, 7 44 , ,-' 1 -', ,-'- _' '-' _' ' medium dense to dense cobbles up to 6" i; ' (02/28/00) -1-r -r j--r -1-r,-1 ,• -r moist to saturated, grayish brown -` `;'' - Q G ; ' ; 1 ' r 1 5'_2 -' .--L -1-. 1 ,--r,- -r J_I. J_.L J-1.' -1-L J-; J.1-L J_ L J � 1 `� 1 t 1 1 I 0 9.0 V (01/20/00) - J -1.L -L J.1 1_ _1-L 10.0 1 U Bottom Of Test Pit: 10.0 feet ' ; : ' -' ' ' ' ' - - : ;- �- - --i I-1-i 1- -1_ I L J__ 1 1 1 1 1 1 1 1 1 1 1 Groundwater Monitoring Well Installed J_1_L J__L J -'- I 4-inch, perforated PVC pipe Total length = 9.82 feet Stickup = +1.36 feet ;-;- ; -;- ;-,- ;-; Native soil backfil J_I_. .__. ._I_L r,-P r ,- ,-1- r Groundwater Measurements J-:..L J__ _ l J_;: J_1_L J .L J_I.L 15 02/28/00 7.44' BGS - i - -, 1 1 1 1 I t 1 1 1 1 1 1 1 I t 1 1 1 • ____ _____ __________ _ 1 1 1 1 1 1 1 r\--r\•1 1 1 1 � 1 1 11 1 1 1 1 1 1 --I -I I 1"1" _ Logged by: M. Small (01/20/00) ,_,_L,•_L,•,_ L 1_L,•,_ ,_,_L J__L J_t_L Excavated using a tracked excavator. r r,- r r r , ,•1-r,--r\ 20 _ LEGEND Atterbera Limits NOTE:The stratification lines represent approximate boundaries between ♦ SPT blows per foot Plastic Limit soil types.Actual boundaries may be gradual or transitional. • Field moisture content In Situ Water Content * Groundwater level Liquid Limit Log of Test Pit TP-106 Sandan Development Ic Grab/composite sample I 1-3/8-inch I.D.sampler Plastic Index Cattail Creek Subdivision 1L 2-inch I.D.sampler Bozeman, Montana II[R 2-1/2-inch I.D.ring sampler GNP=Granular and Nonplastic March 2000 B98-07 H[T 3-inch I.D.thin-walled sampler THOMAS,DEAN&HOSKINS Figure No. 7 * No sample recovery 5 H Engineering Consultants Sheet 1 of 1 SURFACE: Native Vegetation/Grasses = ❑ w PENETRATION RE IS E NTENT a SURFACE ELEVATION: Not Measured I— =w a ♦= Blows per foot o SOIL DESCRIPTION o ¢ ¢ w �=Moisture content c� c° to 0 0 10 20 30 40 50 TOPSOIL and ORGANICS, silty matrix - L ,-- - 1 FA� 1.3 1 1 SILT, loose to firm, J trace organics moist, ' I I L ; ' __ _L J_L .L J_ -- light brown to brown L J_ L O -r r -r,•r r -1-r,•r ,-r r,--r + r r noise= 87.7 pcfI 'dry 78.3 pCf, W= 12% " 1• l-�1r1 Q) U x LLI1J O p L_ cc:U cc:) 1 1 1 1 1 I I 1 � ,•1-r� -r�-r r -1-r,•r r,--r,-r-r 5 111 Ir11 1111 r , 1 1 .. ........ • O 1 1-j--- - '-, Poorly-graded GRAVEL with silt and sand, -• J.1-LJ__LJ_I_L 1 LJ.1_ 1.1_11-.L J.I.L medium dense to dense, moist to saturated, 1 1•i r--i i--i 1 r i-1 r o, grayish brown "'" '-"""_ 7.75 v (02/28/00) -r, -r, ,--r, -r,--r _I_Ir. _L J_I.L _L J_I_ J._L 1 1 1 1 1 I p I , .' 8.5 (01/20/00) 1_:L j.: � L J_;: : L J 1 , 9.5 1 _ Bottom Of Test Pit: 9.5 feet .-' ' ; - J 10 _- 1 1 1 1 1 1 1 1 1 1 - - r,•1-r -1-r -1- 1-1-f 1--r,-1-r 1 Groundwater Monitoring Well Installed r 1 1 1 r r -- 4-inch, perforated PVC pipe Total length = 9.94 feet -'- Stickup= +0.83 feet Native soil backfil J_I.L J__L J•1.L L J_ J__L J -L J.I.L 1 1 1 1 1 1 1 Groundwater Measurements ; ' ; ' ' 02/28/00 7.75' BGS L J -L J L --,-- --;-- 1-1- •1- 151 i• -i- J 1 1 -- -; - - ,- l l J _L J- L J.1-L 1 1'1 1 1 1 1 1 Logged by: M. Small (01/20/00) Excavated using a tracked excavator. ;--' '-; ' '-' ' -- - -- 1--i , i 20 __L J_ _ _L _I_ _�_ -�- LEGEND Atterbera Limits NOTE:The stratification lines represent approximate boundaries between ♦ SPT blows per foot Plastic Limit soil types.Actual boundaries may be gradual or transitional. • Field moisture content In Situ water Content Groundwater level �_� I Liquid Limit Log of Test Pit TP-107 I° Grab/Composite sample Sandan Development Cattail Creek Subdivision I 1-3/8-inchl.D.sampler Plastic index 7 2-inch I.D.sampler Bozeman, Montana 1j[R 2-1/2-inch I.D.ring sampler GNP=Granular and Nonplastic March 2000 B98-07 ]I[T 3-inch I.D.thin-walled sampler THOMAS,DEAN&HOSKINS I Figure No. 8 s No sample recovery M&H Engineering Consultants Sheet 1 of 1 THOMAS, DEAN & HOSKINS SOIL CLASSIFICATION AND ID & HEngineering Consultants SAMPLING TERMINOLOGY Great Falls,Kalispell,Bozeman,Montana Spokane,Washington,Lewiston,Idaho FOR ENGINEERING PURPOSES STANDARD PENETRATION TEST (ASTM D1586) RELATIVE DENSITY* RELATIVE CONSISTENCY* Granular, Noncohesive Standard Standard Fine-Grained, Cohesive (Gravels, Sands, & Silts) Penetration Test Penetration Test (blows/foot) (Clays) (blows/foot) Very Loose 0-4 Very Soft 0-2 Loose 5-10 Soft 3-4 Medium Dense 11-30 Firm 5-8 Dense 31-50 Stiff 9-15 Very Dense +50 Very Stiff 15-30 Hard +30 " Based on Sampler-Hammer Ratio of 8.929 E-06 ft/lbf and 4.185 E-05 ft"2/lbf for granular and cohesive soils, respectively (Terzaghi) PARTICLE SIZE RANGE Sieve Openings (Inches) I Standard Sieve Sizes 12" 3" 3/4" No.4 No.10 No.40 No.200 <No.200 BOULDERS COBBLES GRAVELS SANDS SILTS & CLAYS Coarse Fine Coarse Medium Fine (Distinguished ByAtterberg Limits) PLASTICITY CHART 60 For classification of fine-grained soils and the ' fine-grained fraction of coarse-grained soils. 50 Equation of "A"-line Horizontal at PI =4 to LL= 25.5, then PI = 0.73 (LL-20) '•' O P X 40 Equation of "U"-line o W Vertical at LL= 16 to PI =7, Z then PI =0.9 (LL-8) ` G >- 30 U J : 20 - 4�P�111 Off' — go0- G.' MH r OH 10 _7 - 4 _. 14ML r OL E II I r 0 10 16 20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT (LL) GW-Well-graded GRAVEL SW-Well-graded SAND CL- Lean CLAY GP - Poorly-graded GRAVEL SP- Poorly-graded SAND ML- SILT GM - Silty GRAVEL SM -Silty SAND OL-Organic SILT/CLAY GC -Clayey GRAVEL SC-Clayey SAND CH - Fat CLAY MH - Elastic SILT OH - Organic SILT/CLAY of/9a THOMAS, DEAN & HOSKINS ASTM D2487 D &HEngineering Consultants CLASSIFICATION OF SOILS Great Falls,Kalispell,Bozeman,Montana Spokane,Washington,Lewiston,Idaho FOR ENGINEERING PURPOSES >Cu>4 and 1<Cc<3 >GIN�><15%sand >Well-graded GRAVEL <5%fines C >>15%sand >Well-graded GRAVEL with sand >Cu<4 and/or 1>Cc>3 > GP�><15%sand >Poorly-graded GRAVEL >>15%sand >Poorly-graded GRAVEL with sand fines=ML or MH >GW-GM�><15%sand>Well-graded GRAVEL with silt Cu>4 and 1<Cc<3 7� >>15%sand>Well-graded GRAVEL with silt and sand fines=CL or CH >GW-GC�><15%sand>Well-graded GRAVEL with clay(or silly clay) GRAVEL (or CL-ML) >>15%sand>Well-graded GRAVEL with clay and sand %gravel 5-12%fM10t: - (or silty clay and sand) %sand /7 fines=ML or MH >GP-GM�><15%sand>Poorly-graded GRAVEL with silt Cu<4 and/or 1>Cc>3-� >>15%sand>Poorly-graded GRAVEL with silt and sand fines=CL or CH >GP-GC�>05%sand>Poorly-graded GRAVEL with clay(or silty clay) (or CL-ML) >>15%sand>Poorly-graded GRAVEL with clay and sand (or silty clay and sand) >fines=ML or MH—>GM�><15%sand>Silly GRAVEL >>15%sand>Silty GRAVEL with sand v>12%fines > fines=CL or CH > GC ><15%sand>Clayey GRAVEL �>>15%sand>Clayey GRAVEL with sand > fines=CL-ML >GC-GM�><15%sand>Silty,clayey GRAVEL >>15%sand>Silly,clayey GRAVEL with sand > � Cu>6 and 1<Cc<3 > SW ><15%gravel>Well-graded SAND A<5%fines C >>15%gravel>Well-graded SAND with gravel >Cu<6 and/or 1>Cc�3 —--- > SP�><15%gravel>Poorly-graded SAND >>15%gravel>Poorly-graded SAND with gravel 7 Fines=ML or MH >SW-SM ><15%gravel>Well-graded SAND with silt /y Cu>6 and 1<Cc< �>>15%gravel>Well-graded SAND with silt and gravel \>fines=CL or CH > SWSC ><15%gravel>Well-graded SAND with clay(or silty clay) SAND (or CL-ML) 215%gravel>Well-graded SAND with clay and gravel %sand> >5-12%fines\ (or silly clay and gravel) %gravel 1 7 fines=ML or MH > SP-SM ><15%gravel> Poorly-graded SAND with silt Cu<6 and/or 1>Cc>3<� >15%gravel> Poorly-graded SAND with silt and gravel '>fines=CL or CH > SP-SC �><15%gravel> Poorly-graded SAND with clay(or silly clay) (or CL-ML) >>15%gravel> Poorly-graded SAND with clay and gravel (or silty clay and gravel) > fines=ML or MH—>> SM�><15%gravel>Silly SAND >>15%gravel>Silty SAND with gravel V 12%fines > fines=CL or CH > SC ><15%gravel>Clayey SAND �>>15%gravel>Clayey SAND with gravel fines=CL-ML > sC-SM >-<15%gravel>Silty,clayey SAND �>>15%gravel>My,clayey SAND wtlh gravel Flow Chart For Classifying Coarse-Grained Soils More Than 50 % Retained On The No. 200 Sieve 7-30%plus No.200�><15%plus No.200 >Lean CLAY PI>7 and plots 15-29%plus No.200�>%sand>%gravel>Lean CLAY with sand on or above >CL -1%sand<%gravel>Lean CLAY with gravel "A"-line /7%sand>%gravel �><15%gravel>Sandy lean CLAY >30%plus No.200c >>15%gravel>Sandy lean CLAY with gravel \>%sand<%gravel �><15%sand>Gravelly lean CLAY >>15%sand>Gravelly lean CLAY with sand 7<30%plus No.200 ><15%plus No.200 0 Silly CLAY LL<50 4<PI<7 and 'z7::::;!15-29%plus No.200 >%sand>%gravel>Silly CLAY with sand plots on or above >CL-ML ��%sand<% ravel>Sill CLAY with ravel (inorganic) 9 Y 9 "A"-line !7%sand>%gravel ><15%gravel>Sandy silty CLAY >>30%plus No.200C a �>>15%gravel>Sandy silty CLAY with gravel �l /osand<%gravel �><15%sand>Gravelly silty CLAY >>15%sand>Gravelly silty CLAY with sand r<30%plus No,200�><15%plus No.200 >SILT PI<4 or plots 15-29%plus No.200�>%sand>%gravel>SILT with sand below"A:'-line >MIL ,%sand<%gravel>SILT with gravel 7%sand>%gravel �><15%gravel>Sandy SILT �>30%plus No.200C >>15%gravel>Sandy SILT with gravel %sand<%gravel >-15%sand>Gravelly SILT �>>15%sand>Gravelly SILT with sand - --- - --- - ---- -- - ------- -------- - ----- --- ---- -------- ---------- -- -- -- ----- - - -- - - - - --- 7<30%plus No.200 ><15%plus No.200 >Fat CLAY 15-29%plus No.200 >%sand>%gravel>Fat CLAY with sand PI plots on or >CH/ �,%sand<%gravel>Fat CLAY with gravel above"A"-line 7%sand>%gravel �><15%gravel>Sandy fat CLAY 91'>30%plus No.200 C >>15%gravel>Sandy fat CLAY with gravel LL>50 %sand<%gravel >05%sand> Gravelly fat CLAY (inorganic) �>>15%sand> Gravelly fat CLAY with sand - <30%plus Na 200\><15%plus No.200 , Elastic SILT 15-29%plus No.200 >%sand> PI plots below _ gravel>Elastic SILT with sand 'A"-line >MH %sand<%gravel>Elastic SILT with gravel 7%sand>%gravel ><15%gravel>Sandy elastic SILT >>30%plus No.200C >15%gravel>Sandy elastic SILT with gravel %sand<%gravel ><15%sand> Gravelly elastic SILT �>>15%sand>Gravelly elastic SILT with sand o3i�6 Flow Chart For Classifying Fine-Grained Soils ( 50 % Or More Passes The No. 200 Sieve) UNIFIED SOIL CLASSIFICATION COBBLES G Rol A UEL SAND SILT OP CLAY COARSE I FINE COARSE MEDIUM 7 FINE U.S. SIEVE SIZE IN INCHES U.S. STANDARD SIEVE No. HYDROMETER 3 3/4 3/6 4 10 20 40 60 140 200 100 0 c 80 20 E- E x x � � w pa � 60 40 Q z � z w w40 60 w w w 20 80 L O 100 103 10` 10 1 10 1 10 10 3 GRAIN SIZE IN MILLIMETER SYMBOL BORING DE ft) �) (sa) DESCRIPTION O TP101,S2 7.3-10 *** *** Poorly—graded GRAVEL with silt and sand (GP—GIvl) ❑ TP102,S1 1.0-3.0 48 20 SILT (ML) L TPI04,S2 8.5-10 „** +** Poorly—graded GRAVEL with silt and sand (GP—GM) 0 TP-105,S1 3.0-5.0 Sandy SILT with gravel (NIL) Remark *** — Granular and Nonplastic Project No.B98-07 Cattail Creek Subdivision, Bozeman, MT THOMAS, DEAN be HOSKINS CTRAIN SIZE DISTRIBUTION Figure No. 9 Engineering Consultants 10& H TH 0 MAS, DEAN & H OS KIN S TD&H Project#: B98-07 Engineering Consultants Date: 03/14/00 Client: Sandan, LLC 13 South Wilson Sieve Size % Passing Specs. Bozeman, Montana 59715 2-1/2-inch -- -- 2-inch -- -- Project: Cattail Creek Subdivision 1-1/2-inch -- -- Contractor: N/A 1-inch -- -- Material: Native Soil/Potential Subgrade 3/4-inch -- Location: TP-2, S-2 1/2-inch 100 -- 3/8-inch 99 -- TEST PROCEDURE No. 4 99 -- No. 10 98 -- ❑ Standard Proctor(AASHTO T-99, ASTM D-698) ' No. 20 98 -- ® Modified Proctor(AASHTO T-180, ASTM D-1557) No. 40 96 -- ❑ Other:- No. 60 95 -- No. 100 94 -- Unified Classification (ASTM D-2487) No. 200 92.6 -- SILT(ML) Liquid Limit: GNP Plastic Index: GNP Specific Gravity: 2.65 (assumed) 110 I Max. Dry Unit Wt.=95.0 pcf Optimum Moisture= 25.0% 4... U f� }, 105 \� \ 0 o — LL U � n. 100 W \ 11 �.� ,• � � 95 _ \ w F z 90 0 85 10 15 20 25 30 35 MOISTURE CONTENT (Percent of Dry Weight), % FIGURE 10 TRAFFIC ANALYSIS- 415/00 DETERMINING DESIGN ESALs Project: Cattail Creek Subdivision Init Traffic Flow= 7500 vehicles/day TD&H Job#: B98-07 Percent Trucks= 10.00% of traffic Road Classification: Collectors Design Period= 20 years Growth Rate = 4.50% annually Number of Lanes= 1 total Design Lane Dist.= 100% of 50% Distribution Current Growth Design E.S.A.L. Total Vehicle Types of Trucks (1) Traffic Factors Traffic Factor(2) E.S.A.L. 4.50% Passenger Cars/Pickup Trucks -- 6750 31.37142 77291342.86 0.003 231874 Buses -- 31.37142 0 0.6806 0 Single Unit Trucks 4.50% Other 2-Axle/4-Tire Trucks 84% 630 31.37142 7213858.667 0.006 43283.15 2-Axle/6-Tire Trucks 5% 37.5 31.37142 429396.3492 0.189 81155.91 3 or More Axle Trucks 1% 7.5 31.37142 85879.26984 0.72 61833.07 Tractor Semi-Trailers 4.50% 3 Axle Tractor Semi-Trailers 6% 45 31.37142 515275.6191 0.8646 445507.3 4 Axle Tractor Semi-Trailers 2% 15 31.37142 171758.5397 0.656 112673.6 5+Axle Tractor Semi-Trailers 2% 15 31.37142 171758.5397 2.3719 407394.1 Double Trailer Combos. 4.50% 5 Axle Double Trailers 0% 0 31.37142 0 2.3187 0 6+Axle Double Trailers 0% 0 31.37142 0 0 Truck-Trailer Combos. 4.50% 3 Axle Truck-Trailers 0% 0 31.37142 0 0.0152 0 4 Axle Truck-Trailers 0% 0 31.37142 0 0.0152 0 5+ Axle Truck-Trailers 0% 0 31.37142 0 0.5317 0 Totals 100.0% 7500 85879269.84 1383721 Design ESAL based on two-way traffic--------------------------------------> 1383721 = Design E.S.A.L. Design ESAL based on one-way traffic or 1/2 of the total ESAL---> 691861 = 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. TRAFFIC ANALYSIS- 4/5/00 DETERMINING DESIGN ESALs Project: Cattail Creek Subdivision Init Traffic Flow= 500 vehicles/day TD&H Job#: B98-07 Percent Trucks= 4.00% of traffic Road Classification: Local Streets Design Period= 20 years Growth Rate = 3.00% annually Number of Lanes= 1 total Design Lane Dist.= 100% of 50% Distribution Current Growth Design E.S.A.L. Total Vehicle Types of Trucks (1) Traffic Factors Traffic Factor(2) E.S.A.L. 3.00% Passenger Cars/Pickup Trucks -- 480 26.87037 4707689.61 0.003 14123.07 Buses -- 26.87037 0 0.6806 0 Single Unit Trucks 3.00% Other 2-Axle/4-Tire Trucks 86% 17.2 26.87037 168692.211 0.006 1012.153 2-Axle/6-Tire Trucks 9% 1.8 26.87037 17653.83604 0.189 3336.575 3 or More Axle Trucks 0% 0 26.87037 0 0.72 0 Tractor Semi-Trailers 3.00% 3 Axle Tractor Semi-Trailers 2% 0.4 26.87037 3923.074675 0.8646 3391.89 4 Axle Tractor Semi-Trailers 1% 0.2 26.87037 1961.537338 0.656 1286.768 5+ Axle Tractor Semi-Trailers 2% 0.4 26.87037 3923.074675 2.3719 9305.141 Double Trailer Combos. 3.00% 5 Axle Double Trailers 0% 0 26.87037 0 2.3187 0 6+Axle Double Trailers 0% 0 26.87037 0 0 Truck-Trailer Combos. 3.00% 3 Axle Truck-Trailers 0% 0 26.87037 0 0.0152 0 4 Axle Truck-Trailers 0% 0 26.87037 0 0.0152 0 5+ Axle Truck-Trailers 0% 0 26.87037 0 0.5317 0 Totals 100.0% 500 4903843.344 32455.6 Design ESAL based on two-way traffic--------------------------------------> 32456 = Design E.S.A.L. Design ESAL based on one-way traffic or 1/2 of the total ESAL---> 16228 = 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. Cattail Ck Subd pavemt-1.mcd 4/5/00 ASPHALT PAVEMENT THICKNESS DESIGN Initial number of 18-kip ESALs (20 years).............................................................> W 18 :=691861 Design Period, years ............................ .> n :=1 (,,p40 r5 Traffic Growth Rate, percent .......____.................. ...................................... > i :=0 California Bearing Ratio of subgrade soil, percent............................................> CBR:=3 Initial serviceability index..................................................................................> P o :=4.0 Terminal serviceability index.............................................................................> P t :=2.5 Standard normal deviate: Z R :=-1.037 Overall standard deviation: S o 0.35 Traffic Growth Factor(GF): i = 1 GF:_(1 ti)n— 1 GF=O GF:=if(i>O,GF,n) GF= 1 100 (i) Number of 18-kip ESALS over design period: W 18 :=W 18'GF W 18 =691861 The basic design equation for flexible pavements given by AASHTO is the following: SNR :=2.5 GIVEN log (po— Pt) log(W 18)=Z12 So+ (9.36•log(SNR+ 1))— 0.20+ [(4.2— 1.5) +(2.32.1og(CBR•1500))— 8.07 0.40+ 1094 [(SNR+ 1)s.t91 Using the previously defined values and/or variables, solve the above equation for SN to determine the required structural number. SNR :=FIND(SNR) Design Structural Number...........................................................»»> SNR=3.77 LAYER LAYER THICKNESS LAYER COMPONENTS COEFFICIENTS (inches) Plant Mix Asphalt ..................................................................> a , :=0.35 t 1 :=5 3/4-inch or 1-inch minus Crushed Surface Course......................> a2 :=0.14 t2 :=0 1-1/2-inch minus Crushed Base Course.._............._ a3 :=0.12 t3 :=10.................> 3-inch minus Subbase (Pit Run) a_� =0.09 t 4 :=10 Other layer coefficient.............................................................> a :=0.00 t5 :=0 Proposed Structural Number SN p ;_(a 1•t 1)+ (a 2•t 2)+ (a 3•t 3) + (a 4•t 4) + (a 5-1 5) IF SNP =3.85 Sproposed) is greater than SNR=3.77 (required), than OK NOTES: 1)Asphalt should be placed in two equal thickness lifts when more than 3 inches total. 2)A geotextile, acting as a separator, is highly recommended to maintain long-term integrity of pavement section aggregates. Cattail Ck Subd pavemt-2.mcd 4/5/00 ASPHALT PAVEMENT THICKNESS DESIGN Initial number of 18-kip ESALs (20 years).............................................................> W 18 :=32456 Design Period, years ........................................................................................> n :=1 i LOGS }5 Traffic Growth Rate, percent ............................................................................> i :=0 ��<<t ✓ California Bearing Ratio of subgrade soil, percent............................................> CBR:=3 Initial serviceability index................ > P o :=4.0 ............................................... Terminal serviceability index.............................................................................> P t :=2.5 Standard normal deviate: Z R :=-1.037 Overall standard deviation: S o :=0.35 Traffic Growth Factor(GF): i :_—' GF:_(1 t,)"_ 1 GF=0 GF:=if(i>0,GF,n) GF=1 100 (i) Number of 18-kip ESALS over design period: W 18 :=W 18•GF W 18 =32456 The basic design equation for flexible pavements given by AA//SHTO is the following: SNR :=2.5 GIVEN log log(W18)=ZR•So+ (9.36•log(SN R1- 1)) - 0.20+ 1(4.2- 1.5) +(2.32•log(CBR•1500))- 8.07 0.40+ r( 1094 JJ LSNR+ 1)5.191 Ili Using the previously defined values and/or variables, solve the above equation for SN to determine the required structural number. SNR :=FIND(SNR) Design Structural Number...........................................................»»> SNR=2.22 LAYER LAYER THICKNESS LAYER COMPONENTS COEFFICIENTS (inches) Plant Mix Asphalt.......................................................................> a 1 ,-0.35 t 1 .-3 := 3/4-inch or 1-inch minus Crushed Surface Course.................> a 0.14 t2 :=0 := 1-1/2-inch minus Crushed Base Course.................... ... .........> a 0.12 t3 :=10 3-inch minus Subbase (Pit Run)...............................................> a 4 t 4 '_ Other layer coefficient...................................................................> a :=0.00 t5 :=0 Proposed Structural Number SNP :=(a 1•t 1)+ (a 2•t 2) + (a 3•t 3)+ (a 4-t 4) + (a 5•t 5) IF SN P=2.25 (proposed) is greater than SN R=2.22 (required), than OK NOTES: 1)Asphalt should be placed in two equal thickness lifts when more than 3 inches total. 2)A geotextile, acting as a separator, is highly recommended to maintain long-term integrity of pavement section aggregates. STORMWATER MASTER PLAN CATTAIL CREEK SUBDIVISION BOZEMAN, MT Introduction This report is designed to satisfy conditions of plat approval requiring a stormwater master plan. This report describes treatment, detention basins, conveyance systems, grading, and the maintenance plan for the stormwater system. Attached to this report are the calculations sizing the various facilities. The final design plans for Cattail Creek Subdivision Phase I are attached and hereby made part of this stormwater master plan. In particular, refer to Sheets No. 2, Site Grading Plan, Sheets No. 11-12, Storm Drain Plans, and Sheets No. 27-29, Details of Detention Ponds A, B and C. Treatment In order to remove solids, silts, oils, grease and other pollutants generated from the streets and lots in this subdivision, we designed three stormwater detention ponds. Based upon calculations provided by the City Engineering department, each pond must have a minimum surface area adequate to provide 145 square feet of basin area per one cubic foot per second release rate. The table below summarizes each pond's size and required basin area, using the criteria above. Pond Minimum Area Required (sq. ft.) Actual Basin Area(sq. ft.) A 1,204 16,875 B 784 3,984 C 457 4,230 These ponds will be grass-lined. Based upon technical research, grass-lined ponds of this nature will trap urban runoff contaminants and provide a high level of treatment. The various swales and ditches designed to convey the stormwater to the ponds also act as cleansing features. The hydrology computations for sizing the detention basins are included in the attached calculations. The basic concept is to detain the post development runoff to a rate that does not exceed the predevelopment peak runoff rate. A mass balance spreadsheet is provided for each detention basin showing the volume of water flowing into the pond, the volume flowing out, and the required storage volume. Each of these ponds will be located in an open space area set aside separately from the dedicated park. A very mild drainage ditch collects runoff from the lots in Block 6 and directs them to Pond A. As noted on the details on Sheet 27, this ditch has a mild 6:1 slope with a maximum depth of flow of 12 inches. This should not interfere with any normal park uses. Conveyance A series of City standard storm drain inlets are provided at critical intersections to provide relief of storm drainage impacts. The runoff will be collected in a series of conveyance pipes and released in detention ponds A, B and C. Valley gutters have been used at minor intersections to direct runoff toward the inlets described above. In all cases, the storm drain piping is reinforced concrete as required by the City of Bozeman. Where culverts pass under the roadways, flared end sections have been specified without the use of trash racks. Trash racks are not allowed by the City of Bozeman, due to additional maintenance requirements. Grading All existing and proposed elevations within the subdivision are shown on the site grading plan, which is Sheet No. 2 of the design drawings. This detailed plan indicates the slopes, which will direct runoff to the three detention ponds described above. When reviewing this plan, please refer to Sheet Nos.11, 12, 27, 28 and 29 for specific details. Elevations are called out for every inlet, pipe, ditch,pond or other structure designed within this subdivision. Maintenance Plan The storm drain inlets and conveyance pipe system will be maintained by the City of Bozeman through their normal street and drainage maintenance plan. The pipes have been sized to provide self-cleansing velocities during storm events. As discussed above, no trash racks have been provided at cross culverts. This will minimize the City's required maintenance of these crossings. Storm drain detention ponds A, B and C will remain the responsibility of the homeowner's association. These ponds will be inspected periodically by a representative of the homeowner's association. When sediments in the ponds reach a depth of 6 inches or more, the homeowner's association will clean out the deposits and dispose of them. The periodic inspections will be performed at a minimum of once per year, with cleanings provided as needed to meet the criteria listed above. \\TDHBOZFS 1\DATAI\APPS\DWG\1998\B98-07\OffcDocs\StrmwtrMP.doc Ln ...... •i tcl N v'I co 1:11 / I I Lo P ti ® t In 1 u Q! o -- N �• • • �ti I I � rr Cc N •` - {`. Cl / QQ �_ _—____= Jr eek JOD LD 1 HC Ua co I' I m Obpb �A Q U .• 1 °nLn v III' v I IL I �• CO � CD O '[-L V E O 2��i1' ?c1� cotIDS PHASE II ► PHASE ILp -. Y` t' 61�(� 1� l .17 COSTCO Il - //�� rp �.« ��� R R-3 R 3 R 3 ,� P, ylw R-O > .,1 A4 ,,D rc. .43 AC, L47 AL. / 55 �` � D WITS O WITS 4 WTS I _- l� 17 IH75 4 WIR 4 NBf� 4 WTS 4 N➢75 4 TS 4 UIUTS �. /� �nt+f 3 er 1 L GA ti � • i 1-3 TARGET (� [ r 1 R-3 s M rc. x,k.4 Yy AQ I errs K.4 a (G{J�l C elm LEI - - - - w=' f r R-O M-I a Aa a AG. � ,� ' � aai AG. .40 AG. of 4f AG.4 �AMILTON GT. f � ►`' ��17! I WOO 1 --. . � -` C{, i, �� � _ _ � _ _ � R-3 � � R_3 � R 3 R-3 �> R-3 a arc O zk. b C/ s Ar4Of" 14 - k s e L,D AG. z M I 234 AC.. • R-3 ' R-3 R-3 DovalYt.ANe R 3 � , s- R-3 �• AG4W1 GALLATIN CENTER <---y r._ _w,... --] R-3 R-3 I SANDHI arc �= c R-3 } M AG 4 J /�r�,�f 50N GT. • PARK �,r� 1'""" R-O �,1`l R-3 �'° P� M-I TGI I.,D,�. PAw; A R-3 R-3 0 1�7 �► ep se,AC, °�"` "`` a A4 R-3 Dr.L Umcs rc,urn �t M K R-3 SAVANNAH STREET ` A AC.4 MnS R-3 �— 40 Ar R-3 h3 R-3 40 AC �1 R Ta I A4 a a wIA4 R-3 ��,n i R SWYeSW LANE I.vuTs R-O IDO AG. Il"AG. It At .� 104Ar- I R-NAG.3 R-3 D r,•� .'IS K.. DOM PARKYVAY .. 's'AG . 01Z�lIJ/�VG E ��'1� ��LWTS R-3 R-3 iA:AG. R-O 12 rc. .4T AG. ` 2M AG. � _ n uaTs Q uuTs u�� \\V/ 190 AG. .!1 AG. u WTTS �r �a w�Ic•n.Ts•snu.•Tm�u,.rT DP�/�, // , L 'l f Tom. I�l�S � �i J�/�t�f lAt+ _ DEADMAN'S 61A GH v I _ b�unTn.«..I.•.I..�.rvwT ► PHASE I R-3 R-3 I R-3 R-3 • • IM AG. *6 AG. 16 K.M MIS p IMITS m tHT5 PHASE I I �fec t'v4) �.�►�' . �L l� Ir RUGH Tr (� N FM Mv@ r '` ;�CjBne Molcsvart nDm�mya�'ss71s 9909METW B)IM :?© OppAME&Wroffs � �000 i i i � � � � -gqg -07 n t�17'r-1'04'Q �Oo , 2 W W W Wxxx W W r ev cNiNN � ����� �e� ��ti:e. - Cam-��r� /��,��► �'-��'�i / — -- /'y�-�'Gt 5'' r.�/fir`,r� �'�✓��� � 4-� &alc Cie ,1 1,07 5 ( ( 1 Te . Tf . f � UA GA u yea u G';Ipi RJS l �I N N N Y� o,7¢ �`` i i i i e 5- 0 v; . TQt, z�a ��rLP.(�tCt� v1 a �O'Ir O,T a-o 7� ,3,►� —Z.RS -1.65 l- ) D, 45-x Lo Y- 1,39 i Asa 4-7oO 141 z-90 1 vfi°,.��� L�1..1q rat -;o �c- �0�..,��,l ,�s.Lc��� ��•��.v��_ ����-� ��� i.�tz���p•� .�"�;--e� 00 -3_Dc�D�06,SDI I. - lac r rho I �C� 4-1 N 4A I��Y W W S22coo � NNA tV C4 CI z� LZ .� i 14-3 W W W CkV1 O O coo �-RV �tlIV c �LV dM Q �I.f Y6 1 / Cp ,40 �`1�j 1.`ry�,� ! :�F1v�f't �(.-- '�D � G9►�'" �� C�4�p�'`"+-gyp) �oc�s Er, r1 IS I _ 4t L'1 S/S d N M M ;`1 M 05 46 elc 0 Qo I►1;�,e,� Coy� �l 1 11 j 1 • � �'S s vh►�fi'oLW � �'��ho�. ����� r Y e N CI i`i �S iJfIle 1 / 2� 14 - � e ��� l`�� iL� s-'f � I gas ---- --•-�--- I I . 5-----�-( Z l 62 = 1 c 14M cP-s l z ,gcps umU41 N VI OA 0 A ..C4 ev a - 3 ( ✓ TG�is ;s l � �ry4V T� 131Vy -ZZ! l �D ( 'r-- to 1 ,40'A It--gg K C�1A,o w = 3'9— Ok n IL 4v Ly �::7 144 In"Air ztlt C- A 1-2- oq Til -Z-4 17-C F> 171 i - 3sl�o IA%AtA Tc,Q2s = 1 , x� 12 ,d_l W W I" / \�---LJ .r xzx 2 n 1 . 77 coo _ N ..N V r �N�NNN 1-7, 5c ✓ l� 7n-I �2�2"x` �� P-C f14 p 0. 0 \ 1 1 CA Lu r sC rNi M M Ygp�f -L- _ /8 �Ta� 0,4 I, s 4,s 4- 1 e kit Lod 1^ BtocL7 1 � i 7l4- W W W ==s W)00 a 0 0 in L,\4� �N N ck .fee I K &M' r &M i:r:ar Ul N -� ��4�4 C4= 0,57 iiM M c i Cos vat Tv -�• - -- L�G+� 7-7m , _ = In(� G�►id�o�` �t /O 0,7� I � 4-0LX I L - LUUAul W W W za i LnJA&A coo HOO .. CI N H CH CV CN 4 37 tZ uryi A-Z S,v M P- Z Q z CA = 1,-37 /(,zv) = z2,z cA I i i ' l m n , w!u.0 uaM�u ^I 7 /7S-= 04 N cV N 1 tjilti ¢lti/l�/� Z.o ►�,� i r f ZOD FPl �T{crC I ►�..►r, -2 �� 61cl 5 fz,(�,JP 0- Zia � rC. Zol tz I V 2, O�ol i C(,� t� �`�t1v� a _ Pi` 1r>lr�. ytbl A '� _ CA W W W q� �`L/-� 1/1 Vl Yl kn o N N CI r 3zo, 40 71-&0 sz 12 ArCA TNT moo''. >zc Ile, ko 03 o{ r � t 1 ' o p rr , 1 ! �n cn uo �P AiL:11:L J]7 FYI N) 117 2,5 u9 9 cl .—rs r H cr cf^t CY N iV 7 t t I kv _ 170 r Z/os 0,9 C. A 0 2CA = 2 ,00 5 0,` 7 2 - 76 s �D :c �� 7, 4- o14- 6 �. eD 144, 0, ktj = 1,-7 off- p Wtl Lie_ .4-14 A - la 4v ml� c U&k- 40 OL�Z L CLLb 1-70' mi z� .�I 0, 61:11 6 ,7 �17c� 2(/ A`' _ G� -Ff-1 Z¢ �. 16"e S o ,¢ ,IS >L AA 40 P&"P— J3 /G, Lo C-A GZ5 - to -4v 23 P f YZ -Z5. �C�GoIS7 G y UJ D��f c �7;10 ko Tef C), ?55�—24(0,00 kl e-C,vo g 2 Ay Yt Q = cLA = l-7D { /YL l✓('� �ldi� � - 1 ,99* L 2D 1 - o 4- z Y 4✓�. Z10� /' 2fw�lA = 1'�� �n /�'-ra��.6►`��itf'' ,�7° f / la4 -3 5 > CAD = 14- �' - buf It 0� 0 )D FL- 7, 77 / 13 F-7 a v tl' ri��A-�G i f F�6 ao 5, = o 79 ¢3vvvAlioll r i4 = sE�tC � Gzr C..,G� �,-yi!_���'?ii� �G�'Gr c:..�C'. �C�'-�'Cl r'zr • .^__._..�_� O 1 ' ._��� L—lf L�e(L�.—�" r_' l�L/�� �V! •�f 1'" Z doEs a t excaz� ,tikt- 0r iYll& rah- = i � L= noh�n JJ SJ W ;H eA1 eJJ 250 N N aK A � G d V_ �, r r l — ID f I � 3 Al '1 __= IAU,fn hON rnn ,Q30Z / 1 a,s � i-s (�e D', V/ 2-7 ftj r c f wae_w r t'dR J,Jr ev ry Ci(�5 Kul (�p vt it �N tY i`i , e D D Zc-A t, I ` ✓Gig:}`{i( .- 4c o P—'O 9 o k 1•\ Deck 82 �;(Zl- AY Aret- I?--o for 7 f i W WIS IN W x_' iq UI An 040 v1 O O �n —na a^a by av r nnn 061 STORMWATER DETENTION POND "A" SIZING CATTAIL CREEK SUBDIVISION PHASE 1 B98-07 MODIFIED RATIONAL METHOD Walesh, Stuart G., "Urban Surface Water Management" John Wiley and Sons, New York,1989 COMM ERCAIL/RESIDENTIAL DESIGN STORM: 10 YEAR AREAS(SF) PRE POST SUM OF CxA 10.5 17.90 TOTAL(AC) 35 35.00 WEIGHTED C FACTOR 0.30 0.51 (See calc for storm drain Tc(MIN) 43.00 26.00 under Catron to Pond "A") RUNOFF(CFS) 8.34 MAXIMUM VOLUME REQUIRED(CF; 28223.091 TIME TIME 10 YEAR Q VOLUME VOLUME VOLUME MIN SEC i(IN/HR) C-i*A(CFS) IN(CF) OUT(CF) STORE(CF) 5.00 300.00 3.22 57.61 23159 2503.42 20655.95 6.00 360.00 2.86 51.17 24685 3004.11 21681.30 7.00 420.00 2.59 46.29 26054 3504.79 22549.04 8.00 480.00 2.37 42.44 27300 4005.48 23294.91 9.00 540.00 2.20 39.32 28449 4506.16 23943.18 10.00 600.00 2.05 36.71 29518 5006.85 24511.18 11.00 660.00 1.93 34.51 30519 5507.53 25011.78 12.00 720.00 1.82 32.61 31463 6008.22 25454.83 13.00 780.00 1.73 30.96 32357 6508.90 25848.05 14.00 840.00 1.65 29.50 33207 7009.59 26197.61 15.00 900.00 1.58 28.21 34019 7510.27 26508.55 16.00 960.00 1.51 27.05 34796 8010.96 26785.05 17.00 1020.00 1.45 26.00 35542 8511.64 27030.57 18.00 1080.00 1.40 25.06 36260 9012.33 27248.09 19.00 1140.00 1.35 24.19 36953 9513.01 27440.11 20.00 1200.00 1.31 23.40 37623 10013.69 27608.82 21.00 1260.00 1.27 22.67 38270 10514.38 27756.12 22.00 1320.00 1.23 21.99 38899 11015.06 27883.66 23.00 1380.00 1.19 21.37 39509 11515.75 27992.89 24.00 1440.00 1.16 20.78 40102 12016.43 28085.13 25.00 1500.00 1.13 20.24 40679 12517.12 28161.52 26.00 1560.00 1.10 19.73 41241 13017.80 28223.09 27.00 1620.00 1.08 19.25 41397 13518.49 27878.06 28.00 1680.00 1.05 18.80 41558 14019.17 27538.33 29.00 1740.00 1.03 18.38 41723 14519.86 27203.09 30.00 1800.00 1.00 17.98 41892 15020.54 26871.64 35.00 2100.00 0.91 16.26 42777 17523.97 25252.89 40.00 2400.00 0.83 14.91 43694 20027.39 23666.35 45.00 2700.00 0.77 13.81 44617 22530.81 22086.10 50.00 3000.00 0.72 12.90 45533 25034.24 20498.60 55.00 3300.00 0.68 12.12 46434 27537.66 18896.73 60.00 3600.00 0.64 11.46 47318 30041.08 17276.78 STORMWATER DETENTION POND "B" SIZING CATTAIL CREEK SUBDIVISION PHASE 1 B98-07 MODIFIED RATIONAL METHOD Walesh, Stuart G., "Urban Surface Water Management" John Wiley and Sons, New York,1989 COMMERCAIURESIDENTIAL DESIGN STORM: 10 YEAR AREAS(SF) PRE POST SUM OF CxA 4.2 5.51 (See calc for storm drain TOTAL(AC) 14 14.00 SDMH-5 to Pond "B") WEIGHTED C FACTOR 0.30 0.39 Tc(M I N) 22.00 14.00 RUNOFF(CFS) 5.16 MAXIMUM VOLUME REQUIRED(CF; 5990.25 TIME TIME 10 YEAR Q VOLUME VOLUME VOLUME MIN SEC i(IN/HR) C-i-A(CFS) IN(CF) OUT(CF) STORE(CF) 5.00 300.00 3.22 17.73 7129 1548.01 5580.94 6.00 360.00 2.86 15.75 7599 1857.61 5741.08 7.00 420.00 2.59 14.25 8020 2167.22 5852.71 8.00 480.00 2.37 13.07 8404 2476.82 5926.82 9.00 540.00 2.20 12.10 8757 2786.42 5970.89 10.00 600.00 2.05 11.30 9086 3096.02 5990.25 11.00 660.00 1.93 10.62 9394 3405.62 5988.87 12.00 720.00 1.82 10.04 9685 3715.23 5969.77 13.00 780.00 1.73 9.53 9960 4024.83 5935.33 14.00 840.00 1.65 9.08 10222 4334.43 5887.45 15.00 900.00 1.58 8.68 10295 4644.03 5650.55 16.00 960.00 1.51 8.33 10371 4953.64 5417.60 17.00 1020.00 1.45 8.00 10451 5263.24 5187.53 18.00 1080.00 1.40 7.71 10532 5572.84 4959.53 19.00 1140.00 1.35 7.45 10615 5882.44 4732.99 20.00 1200.00 1.31 7.20 10699 6192.04 4507.43 21.00 1260.00 1.27 6.98 10784 6501.65 4282.47 22.00 1320.00 1.23 6.77 10869 6811.25 4057.82 23.00 1380.00 1.19 6.58 10954 7120.85 3833.27 24.00 1440.00 1.16 6.40 11039 7430.45 3608.62 25.00 1500.00 1.13 6.23 11124 7740.06 3383.74 26.00 1560.00 1.10 6.07 11208 8049.66 3158.51 27.00 1620.00 1.08 5.93 11292 8359.26 2932.85 28.00 1680.00 1.05 5.79 11376 8668.86 2706.68 29.00 1740.00 1.03 5.66 11458 8978.46 2479.96 30.00 1800.00 1.00 5.53 11541 9288.07 2252.63 35.00 2100.00 0.91 5.01 11942 10836.08 1106.09 40.00 2400.00 0.83 4.59 12326 12384.09 0.00 45.00 2700.00 0.77 4.25 12693 13932.10 0.00 50.00 3000.00 0.72 3.97 13044 15480.11 0.00 55.00 3300.00 0.68 3.73 13380 17028.12 0.00 60.00 3600.00 0.64 3.53 13702 18576.13 0.00 A-e 1 W W Lai W Y7W v y CA EM 2 N I360' NNiNV �� �7 Q-G / "W✓�- G� �� 2, 0 7— Soo / i- Y - E�50, J / 0, l,S-`(00 D. I ZcPr 2-¢Ar I C %rv►i,n Tic� r nl� Tc. V l boAl C=0 , W W LU x x x 1000Z= vt� w o o - / � N N N C N N l-� i 7 -Ic � W W W x x lu x � c,A 000 Yf to vl coo Ln OO N NNCV N N N od (nuurktf W LH w sx= tninin Inoo +� n It aaa I i Nnr Tct�lw�+'-eL e n= D, 0 3 D , 3, (°r cfss ✓ 0. S Q = 14 =�,5 =0,590 iv 6 (,s J i i NNN TG LUa� W W W W W W coo N N N a a l`VV CI CNV �� � � r�err►ti � � ove��,,a�o; a � Y2 D � 101 v 1 = ��' ��� �� ,fie - STORMWATER DETENTION POND "C" (WEST OF CREEK ON CATTAIL DRIVE) PRELIMINARY CATTAIL CREEK SUBDIVISION PHASE 1 B98-07 MODIFIED RATIONAL METHOD Walesh, Stuart G., "Urban Surface Water Management" John Wiley and Sons, New York,1989 RESIDENTIAL DESIGN STORM: 5 YEAR AREAS(SF) PRE POST SUM OF CxA 3.63 6.29 TOTAL(AC) 12.1 12.10 WEIGHTED C FACTOR 0.30 0.52 Tc(M I N) 27.00 21.00 RUNOFF(CFS) 3.15 MAXIMUM VOLUME REQUIRED(CF: 6848.21 TIME TIME 5 YEAR Q VOLUME VOLUME VOLUME MIN SEC i(IN/HR) C*i*A(CFS) IN(CF) OUT(CF) STORE(CF) 5.00 300.00 2.55 16.04 6450 944.01 5505.94 6.00 360.00 2.27 14.28 6887 1132.81 5754.69 7.00 420.00 2.06 12.94 7281 1321.61 5958.91 8.00 480.00 1.89 11.88 7639 1510.41 6128.64 9.00 540.00 1.75 11.01 7970 1699.21 6270.71 10.00 600.00 1.64 10.30 8278 1888.01 6390.01 11.00 660.00 1.54 9.69 8567 2076.82 6490.17 12.00 720.00 1.46 9.16 8840 2265.62 6573.97 13.00 780.00 1.38 8.70 9098 2454.42 6643.59 14.00 840.00 1.32 8.30 9344 2643.22 6700.78 15.00 900.00 1.26 7.94 9579 2832.02 6746.97 16.00 960.00 1.21 7.62 9804 3020.82 6783.33 17.00 1020.00 1.17 7.33 10020 3209.62 6810.85 18.00 1080.00 1.12 7.07 10229 3398.43 6830.38 19.00 1140.00 1.09 6.83 10430 3587.23 6842.63 20.00 1200.00 1.05 6.61 10624 3776.03 6848.21 21.00 1260.00 1.02 6.40 10812 3964.83 6847.66 22.00 1320.00 0.99 6.22 10868 4153.63 6714.66 23.00 1380.00 0.96 6.04 10926 4342.43 6583.52 24.00 1440.00 0.93 5.88 10985 4531.23 6453.90 25.00 1500.00 0.91 5.73 11046 4720.03 6325.49 26.00 1560.00 0.89 5.59 11107 4908.84 6198.03 27.00 1620.00 0.87 5.45 11169 5097.64 6071.32 28.00 1680.00 0.85 5.33 11232 5286.44 5945.19 29.00 1740.00 0.83 5.21 11295 5475.24 5819.48 30.00 1800.00 0.81 5.10 11358 5664.04 5694.07 35.00 2100.00 0.73 4.62 11677 6608.05 5068.46 40.00 2400.00 0.67 4.24 11992 7552.06 4439.99 45.00 2700.00 0.63 3.93 12301 8496.06 3804.84 50.00 3000.00 0.58 3.68 12601 9440.07 3161.41 55.00 3300.00 0.55 3.46 12893 10384.08 2509.14 60.00 3600.00 0.52 3.27 13176 11328.08 1848.01 ■■■■■■■�I1/1■■I�I�I,■�I i■ice■■■■■■■ .. . ■■■■■■■■I■i■IlirJ■/■■II■■■■■�■■■■■ ■■■■■■■11�'�f/I�//J/■II■I�■■■■■■■■■■ ■■■■■■ r1IJF/r EMWA■■■■■I■■o■■■ ■■■■■■/III�r�rir■�I■■■tit■�:�■■%■■�i NMI ON P.Ww 0 i w 0 me!-AN SM m'OWN Z 2 W TIME OF CONCENTRATION (Tc) .. RATIONAL • -, RAINFALL POWER CURVE FREQUENCY (�X = HR LY = IN/HR -- 2 YEAR Y = 0.36 X •60 5 YEAR Y = 0.52 X ' 4 10 YEAR Y = 0.64X_6 25 YEAR Y = 0.78 X_66 50 YEAR Y = 0.92 S7 100 YEAR Y = 1 .0 1 X 6 . 0 r 5 �. w w a w 4 U H Z KN z I W ZO in Z 3 - I W � H Z J W J -Jon 14 I J Ll lug Z = W 2 I N 1 I 1 00 5 10 15 20 25 30 40 50 60 70 IDURATION IN MINUTES RAINFALL INTENSITY- DURATION CURVES FIGURE BOZEMAN, MONTANA 23 '� BASED ON NOAA ATLAS 2,VOL.1 - ••- -• - rnn I, r�o YYw r•o o 01-Y4-01 03:57P P .02 a I I N i1 ui Ili ri i ; I ,J 1 1 !f r1 1y d - r In I 11 O UI I i t 1.1 IIJ •/y � Ca •I p :• U { :L iti� .:�•:1 iL.: !�, ... !z 7.. :r •Z �I KV.n�P y.VI:1�J•, , IY �1 U Vl lV i VI e(� I 7 1 1 7(L R Cc R' mil! ( WL.I IfIW W ,- W Q / N l - Ill li VI O CJ O O W~ (� M 4 Ll I /V 1fl U N d I •• to p �y n WJ l•1•� !� j 1JJ 1�N N I HI I M i1 •r•1ti r '� r 1 W!••' i0 Vl N NV !1 O M ce w �j O () ;1 1[ d V U , , fC W cr C J� 1 J (n a z IL 4 Ci U C1 w L u' i '__ _: C 71n ,n 9. a�icrc':u'..Ie•.r,v.., CY N n ^ a n YLL r U ° cl l IJ V' _ a !„ 111 '• f j i� u: W 'I t.. J � v IL ? .cLl N^ ice¢ r1 s } y j 0 :Ict"W o �71 ,. kh V1 J1 I d m Vl W C' r a nlliu ¢= a I _1�•n �7 s M C C7-U J 1 UI - K'r 4 i 1 Q Z p a O C r 7 V -q o =CO o d Q I K J_ V auLU 41W •x Z y - V, rY- z� (hJCc V1 InO `W "1 ;j 2(1. 1 N 1•S Ll O :' yJ r- I (� 1 r y ' ti N _b - Vl w