Loading...
HomeMy WebLinkAbout14 - Design Report - Ellis View Estates Subdivision - Water, Sewer, Storm DESIGN REPORT WATER, SEWER, & STORMWATER MANAGEMENT ELLIS VIEW ESTATES SUBDIVISION Prepared for: Joe Mahar 1627 W. Main St. Ste. 370, Bozeman, MT 59718 Prepared by: C&H Engineering and Surveying, Inc. 1091 Stoneridge Drive, Bozeman, MT 59718 (406) 587,1, 115 `i % . Project Number: 11489 JANUARY 2014 INTRODUCTION Ellis View Estates Subdivision is a proposed nine lot subdivision located between South Third Avenue and Good Medicine Way and south of Wagon Wheel Road. The 5.01-acre development is situated in the Northeast Quarter of Section 25, Township 2 South, Range 5 East of P.M.M., Gallatin County, Montana. This project will require connection to existing City of Bozeman water, sanitary sewer, and road systems. WATER SYSTEM LAYOUT The existing water main in the area utilized for Ellis View Estates Subdivision includes a 12-inch ductile iron pipe(DIP)located in South Third Avenue at the west subdivision boundary.An 8-inch DIP is proposed to be located under proposed Ellis View Loop connecting to the 12-inch main in South Third Avenue at the north and south ends of the subdivision. A WaterCAD analysis is enclosed(Appendix A)analyzing all water mains to be installed with this project. The connection to the existing system is modeled as a pump and reservoir with characteristics matching data measured by the City of Bozeman Water Department. WATER DISTRIBUTION SYSTEM SIZING Input Data Average Daily Residential Usage = 170 gallons per capita per day Average Population Density = 2.11 persons/dwelling unit Minimum Fire Hydrant Flow = 1,500 gpm Residual Pressure Required = 20 psi for Fire Flow Average Day Demand (Peaking Factor= 1) Maximum Day Demand (Peaking Factor=2.3) Maximum Hour Demand (Peaking Factor= 3.0) Design Report-Page 2 of 15 Domestic Water Demand (9 dwelling units) Average Day Demand = 9 d.u. x 2.11 persons/d.u. x 170 gpcpd=3228.3 gpd=2.24 gpm Maximum Day Demand = (2.3 x A.D.D.) =2.24 gpm x 2.3 = 5.15 gpm Peak Hour Demand = (3.0 x A.D.D.) =2.24 gpm x 3.0 = 6.73 gpm Available Pressure: 12-inch main in South Third Ave. (Hydrant#1075) Static =40 psi Pitot= 55 psi Residual =39 psi HYDRAULIC ANALYSIS A water distribution model was created using WaterCAD Version 6.5 for demand forecasting and describing domestic and fire protection requirements. In order to model the system, each junction node of the water distribution system was assessed a demand based on its service area. The table shown below quantifies the demands placed at the junction nodes and calculates the demands for Average Day,Maximum Day and Peak Hour within the subdivision. The peaking factor for each case is 1, 2.3 and 3.0 respectively. AVG. MAX. JUNCTION # OF DAY DAY PEAK NODE LOTS GPM GPM HOUR GPM 39 1 0.25 0.57 0.75 40 1 0.25 0.57 0.75 J7 1 0.25 0.57 0.75 J8 2 0.50 1.14 1.50 J9 2 0.50 1.14 1.50 J 10 1 0.25 0.57 0.75 J l l 1 0.25 0.57 0.75 Total 9 2.24 5.15 6.73 Static, residual and pitot pressures were obtained from fire hydrant #1075 located at the intersection of Littlehorse and South Third Avenue. Measurements obtained by the City of Bozeman Water Department indicate a static pressure of 40 psi, a pitot pressure of 55 psi, and a Design Report-Page 3 of 15 residual pressure of 39 psi at this hydrant(Appendix A). This flow/pressure information was used to develop relationships between static head and flow at the tie in point. This relationship was used in the model by simulation of a pump at the connection point. The pump is connected to a reservoir which acts as a source of water. The elevation of the reservoir is fixed at the elevation of the pump, which is also equivalent to the elevation of the tie in point. The reservoir does not create any head on the system, the head is generated entirely by the pumps. The input data and the pump curves are included in Appendix A. DISTRIBUTION MAIN The 12-inch DIP water mains do provide capacity with regards to the Peak Hour Demands. The flows and pressures within the system for the Peak Hour Demands were generated with the WaterCAD program and can be found in Appendix A. The capacity of the system to meet fire flow requirements was tested by running a steady state fire flow analysis for all junctions at fire hydrant locations. The model shows that all hydrant junctions satisfy fire flow constraints (residual pressure > 20 psi, flow rate > 1500 gpm), while providing service to lots at peak hour. The results of the analysis at peak hourly flow are given in Appendix A. SEWER SYSTEM Sewer main lines will be installed in the streets of the subdivision and will flow into the existing 8-inch main in Peace Pipe Drive near the southeast boundary of the subdivision. Design Requirements The flow rates used herein are according to the City of Bozeman Design Standards and Design Report-Page 4 of 15 Specifications Policy (DSSP) dated March, 2011. The peaking factor for the design area is determined by figuring the equivalent population and inserting the population into the Harmon Formula. An 8-inch main is used because that is the minimum diameter allowed within the City of Bozeman. Using the city average of 2.11 persons per household the projected peak flow rate is calculated. Peace Pipe Connection: Equivalent Population = (2.11 persons/dwelling unit)(9 units) = 19 persons Harmon Formula: Peaking Factor=(18 +P0-5)/(4 + Po.$) where: P =Population in thousands Peaking Factor=(18 + 0.0190-5)/(4 + 0.0190.$) Peaking Factor=4.38 Assumed infiltration rate= 150 gallons/acre/day= 150 (5.01 acres)= 752 gal/day The peak flow rate is calculated by multiplying the City's design generation rate of 89 gallons per capita per day by the population,multiplying by the peaking factor,and adding the infiltration rate: Peak Flow Rate = 89 gpcpd (19 persons) (4.38) + 752 gpd = 8,159 gpd = 5.67 gpm(0.0126 cfs) The capacity of an 8-inch main is checked using Manning's Equation: Qfull =(1.486/0.013)AR2i3S"2 For the 8-inch main: Manning's n = 0.013 for PVC Pipe Minimum Slope = 0.004 ft/ft A=area= (3.14/4)d 2=(3.14/4)(8/12)2= 0.34907 ft2 P =perimeter=2(3.14)r=2(3.14)(4/12) =2.0944 ft R=hydraulic radius =A/P = 0.34907/2.0944 =0.16667 ft Design Report-Page 5 of 15 R 211 = 0.30105 ft S = 0.004 ft/ft S'i2 = 0.0632 ft/ft Qf„u = (1.486/0.013)(0.34907)(0.30105)(0.0632) = 0.7592 cfs Based on these calculations the percent of full capacity is calculated for the service area. Connection: Q/Qft,u = 0.0126/0.7592 = 0.0166 or 1.66% Based on these calculations, an 8-inch sewer line is more than adequate to carry the design flows for the subdivision. The existing 8-inch main(P-292) on Graf Street is currently flowing at 44.6% of capacity (Appendix A)and has adequate capacity for the additional flows from the subdivision. Peak flows are expected to increase by 1.50% in the existing main on Graf Street with the additional flow from this subdivision. Ditch Crossing The 8" PVC sewer line connects into the existing City of Bozeman sewer system in Peace Pipe Drive. Enroute to the connection, the pipe passes under an overflow ditch. The pipe will have less than 5 feet of cover so a 53" x 41" corrugated metal pipe arch culvert will be installed in the ditch, over the 8-inch PVC sewer pipe to protect it from damage. There is approximately 1.5 feet of cover between the bottom of the culvert and the top of the 8-inch PVC sewer pipe. 8-inches of rigid foam board insulation will be installed above the sewer pipe below the culvert to protect the pipe from freezing. The 8-inch thickness of foam was determined using the conservative conversion factor of 2-inches of polystyrene foam board insulation is of equal "R"value to 1 foot of soil. 10-inches of compacted crushed gravel base course (1 '/2" minus) will be installed under the culvert on top of the 8-inch PVC sewer pipe. The 8-inch PVC sewer line is checked for deflection using the modified Iowa Equation. The pipe is checked under the worst case scenario of a Highway H2O load applied with 1 foot of cover. See Appendix A for the PVC pipe design Design Report-Page 6 of 15 guide. %Deflection= (0.1(W' +P) 100)/(0.149(PS) +0.061 E') W' = Live Load (ibs/in2): pressure transmitted to the pipe from traffic on the ground surface. Live load values are found in Table 2 in Appendix A. P = Prism Load (lbs/ in 2): pressure acting on the pipe from the weight of the soil column above the pipe. Prism loads values are found in Table 3 in Appendix A. PS =Pipe Stiffness (lbs/in2): a flexible pipe's resistance to deflection in an unburied state. Pipe Stiffness values found in Table 4 in Appendix A. Pipe thickness is 0.24 inches. E' = Modulus of Soil Reaction (lbs/ in 2): stiffness of the embedment soil. Values for Modulus of Soil Reaction are found in Table 5 in Appendix A. %Deflection = (0.1(12.50 + 0.83) * 100)/(0.149(46)+ 0.061(2000)) = 1.03% <allowable 7.50% Pipe deflection is less than the allowable value. STORMWATER MANAGEMENT Stormwater runoff from the subdivision will be conveyed to one underground retention facility and one conventional retention basin.A plan view of the site highlighting the drainage area and the storm water features is included in Appendix B at the end of this report. Drainage Area#1 will discharge into an underground retention structure at the north end of the site in the Open Space 2 area. Water will be retained in the structure while it is being absorbed into the ground. Runoff will be pre-treated with a sand/oil separator before discharging into the underground retention structure. Drainage Area#2 will sheet flow to a retention basin located in the open space in the southeast corner of the site. Drainage Area#3 will not be developed so no Design Report-Page 7 of 15 additional runoff due to development will be created. DrainaEe Area #1 The stormwater runoff surface areas for Drainage Area#1 are calculated as follows.All runoff"C" coefficients are from the City of Bozeman's Design Standards and Specifications Policy(DSSP). Contributing Areas: Right-of-way(C=0.78) =44,488 ft2 Open Land (C=0.20) = 15,401 ft2 Lot Area(C=0.35) = 81,903 ft2 Total = 141,792 ft2 =3.2551 acres The composite runoff coefficient for the R/W Area is calculated as follows,this coefficient applies to all R/W areas in the subdivision: CRiw= [(0.95 x 41 ft)+ (0.20 x 12 ft)] /53 ft =0.78 The composite runoff coefficient for all of Drainage Area#1 is calculated as: Ccomp= [(0.78 x 44,448 ft2) + (0.20 x 15,401 ft2) +(0.35 x 81,903 ft2)] /141,792 ft2= 0.47 The minimum required storage is calculated per the City of Bozeman standards assuming a 2 hour 10 year storm. Q=C*I*A = (0.47)*(0.41)*(3.26) = 0.628 cfs V=7200Q =(7200)*(0.628) =4,523 ft' The underground retention structure will have a volume of 4,770 ft3. In the event of a rain event that exceeds the capacity of the underground retention structure the water will overflow the inlet grate installed in the top of ST-3 and follow a swale to the roadside ditch. This ensures that the neighboring property will not receive excess runoff from the site. See Appendix B for the design. Design Report-Page 8 of 15 STORM SEWER SIZING STORM SEWER A Storm Sewer A carries the runoff from Drainage Area#1 from the inlet on the west side of Ellis View Loop to the catch basin on the east side of Ellis View Loop. The drainage area includes a total area of 78,889 ft2 or 1.81 acres. This includes the west half of the right of way and Lots 6, 7, 8, and 9. The time of concentration from the furthest point in the drainage area is calculated below. Time of Concentration T,,= [1.87((1.1-(0.35)(1.1))(350"2)] 121i3 = 19.89 minutes (0.33 hours) Time spent in the pipe from Inlet A to B =29 feet/ 8.42 feet/sec = 0.06 minutes (0.001 hours) Total Time of Concentration= 19.95 minutes (0.333 hours) For a 25-year storm event 125 = 0.78X-64=0.78(0.333)-.64= 1.59 in/hr 25-year flow Q25 =CIA=(0.47)(1.59 in/hr)(1.81 acres) = 1.35 cfs Calculations are enclosed in Appendix B for a 12-inch PVC pipe at 4.0%slope. The 12-inch pipe will flow at a depth of 3.10 inches respectively with a velocity of 8.42 ft/sec. STORM SEWER B Storm Sewer B carries the runoff from Drainage Area#1 from the inlet on the east side of the Ellis View Loop to the manhole before the underground retention basin. The drainage area includes a total area of 141,792 ft2 or 3.26 acres. The time of concentration from the furthest point in the drainage area plus the time spent in Storm Sewer B is calculated below. Design Report-Page 9 of 15 Time of Concentration T,= [1.87(1.1-(0.35)(l.l))(350.5)] /21i3 = 19.89 minutes (0.33 hours) Time spent in pipe from Inlet B to ST-3 = 17 feet/9.75 feet/sec = 0.03 minutes (0.0005 hours) Total Time of Concentration is 0.3335 hours For a 25-year storm event 125 = 0.78X-.64= 0.78(0.3335)".64= 1.58in/hr 25-year flow Q25 = CIA =(0.47)(1.58 in/hr)(3.26 acres) =2.42 cfs Calculations are enclosed in Appendix B for a 15-inch PVC pipe at 4.0%slope. The 15-inch pipe will flow at a depth of 3.86 inches respectively with a velocity of 9.75 ft/sec. STORM SEWER C Storm Sewer C connects the 5' diameter manhole at the end of the underground retention structure to the underground retention structure. 5' diameter manholes are installed at each end of the underground retention structure. This is to allow easy access for maintenance, inspection, and cleaning of the system. 24-inch PVC pipes connect the underground retention structure to the manholes. A 24-inch pipe is chosen to allow access into the retention structure. The short length of the pipe has a negligible contribution to the time of concentration. Drainage Area #2 The storm water runoff surface areas for Drainage Area #2 are calculated as follows. All runoff "C" coefficients are from the City of Bozeman's Design Standards and Specifications Policy (DSSP). Contributing Areas: Open Land (C=0.20) = 11,062 ft2 Design Report-Page 10 of 15 Lot Area(C=0.35) =39,102 ft2 Total = 50,164 ft2 = 1.1516 acres The composite runoff coefficient for all of Drainage Area#2 is calculated as: Ccomp= [(0.20 x 11,062 ft) + (0.35 x 39,102 ft)] /50,164 ft2= 0.32 The minimum required storage is calculated per the City of Bozeman standards assuming a 2 hour 10 year storm. Q=C*I*A = (0.32)*(0.41)*(1.15) = 0.151 cfs V=7200Q = (7200)*(0.151) =1,086 ft3 The retention pond will have a volume of 1,140 ft3. In the event of a larger rain event that produces runoff that exceeds the capacity of the retention pond, the runoff will sheet flow to the overflow ditch. This ensures that neighboring properties are not effected by runoff from this subdivision. Drainage Area #3 The storm water runoff surface areas for Drainage Area#3 were not calculated as the area will not be developed therefore there will be no increase in runoff to account for. PAVEMENT DESIGN PUBLIC RIGHT-OF-WAY SOIL CONDITIONS Four Test holes were excavated by hand on January 2, 2014 within the proposed right-of-way. The subsurface conditions consist of approximately 12 inches of an organic topsoil of low plasticity (OL) underlain by a layer of sandy lean silty-clay (CL). Penetration tests were performed on the sandy lean silty-clay material below the topsoil to estimate the California Bearing Ratio (CBR). The values obtained from the penetration tests gave an average value of Design Report-Page 11 of 15 the cone index Qc = 44.25 tons/sf. The estimated CBR is then obtained by the equation Q� _ 3.3(CBR), or CBR=Q,/3.3. With the average value of the cone index being 44.25,we have CBR =44.25/3.3 = 14.75. A conservative value for the CBR of 6 was used for this report to provide for possible inconsistencies found in the soils during construction, and the approximate testing methods used. The Standard Test Method for CBR(California Bearing Ratio) of Soils in Place, based on ASTM Designation D 4429-4, requires complex and specialized equipment,the expense of which is not warranted for this local street with low projected use. STREET DESIGN Criteria for design: Bozeman Municipal Code, Section 38.24.060 and City of Bozeman Design Standards and Specifications Policy, Addendum No. 4, Section IV.G: pavement thickness design will be based on the current AASHTO Guide for Design of Pavement Structures, or the current Asphalt Institute Manual Series No.l (MS-1). The design shall be based on a minimum 20 year performance period traffic volume, with the minimum design lane based on a minimum of 50,000 ESAL. According to the Traffic Impact Study prepared for the subdivision by Abelin Traffic Services the subdivision is expected to generate approximately 86 vehicle trips during the average weekday. All trips generated by Ellis View subdivision reach South Third Avenue via Ellis View Loop. 50%of the trips distribute northbound on South Third Avenue. The other 50%reach Goldenstein Lane via South Third Avenue,where 45%of the total generated trips distribute westbound and the remaining 5%proceed eastbound. Ellis View Loop contains two driving lanes(one in each direction)so the number of trips per day is divided in half to calculate the ESAL value for each lane. Average daily traffic per lane equates to 86/2 =43 vehicles per day/lane, which equates to 43 vpd x 365 days= 15,695 vehicles per year per lane. The following assumptions were made while calculating the Total ESAL: Design Report-Page 12 of 15 2%of the AYT will consist of heavy trucks or buses Growth rate =4% over 20 years 2000 lb axle load for cars, and 10,000 lb axle load for trucks. 2 axles per vehicle Based on 2% of the traffic being trucks/buses, this yields 15,381 cars per year per lane, and 314 trucks per lane per year at full build out. Traffic Estimate for Ellis View Loop Vehicle Type Vehicles Growth Design Vehicles ESAL Factor Design per year Factor (20 years) ESAL (4%,20yrs) Passenger Car 15,381 29.78 458,049 0.0003*2=0.0006 275 2 axle/6 tire 314 29.78 9348 0.118*2=0.236 2206 truck Total ESAL 2,481 The calculated estimate of the equivalent 18,000 lb Single Axle Load (ESAL)=2,481 The calculated ESAL is less than the minimum 50,000 ESAL design requirement. Therefore, ESAL=50,000 shall be used for all calculations. According to the California Bearing Ratio (CBR) Test (ASTM-D 1883/AASHTO T193) performed by C&H Engineering Inc.,the CBR for the subgrade soil is 6.0. CBR can be related to MR by the following: (Highway Engineering Handbook, McGraw Hill, 1996) Subgrade Resilient: MR= 1,500 CBR(Shell Oil Co.) This value used by Asphalt Institute. Design Report-Page 13 of 15 MR= 5,409 CBR0-"1 (United States Army Waterway Experiment Station) MR=2,550 CBR0.14 (Transport& Research Laboratory, England) With CBR=6.0 MR= 1,500 CBR= 1,500 (6.0) = 9,000 psi MR= 5,409 CBR0-"I = 5,409 (6.0)0.n i = 19,366.71 psi MR=2,550 CBRo.64 =2,550 (6.0)0.64= 8,027.07 psi Use most conservative value= 8,027 psi USING THE AASHTO METHOD OF FLEXIBLE PAVEMENT DESIGN The AASHTO method utilizes a value known as the Structural Number (SN) which relates the below variables to the wear surface, base, and sub-base depths. Structural Number Equation(EQ 1): to OPSI log W18 = ZRSo + 9.36[log(SN + 1)] — 0.20+ g .7 + 2.32 log MR — 8.07 0.40+ 1094 (SN + 1)5.19 Variables: 1. ESAL (WIa) = 50,000 2. Level of Reliability(ZR) = -1.282 Level of reliability is based on the cumulative percent of probability of reliability with a standard normal distribution. 3. Standard Deviation (S0) = 0.49 The standard deviation is the statistical error in the estimates for future values within the formula. Typical values range from 0.30-0.49, thus a value of 0.49 is used to ensure a conservative solution. 4. Serviceability Loss (OPSI) =2.2 Design Report-Page 14 of 15 The designed allowable deterioration of the roadway is represented by the serviceability loss. A new road is usually assigned a serviceability index of 4.2 and the final index is based on the type of roadway. Local roads such as Ellis View Loop are allowed to deteriorate to 2.0. The resulting difference in the initial to final indexes is the total serviceability loss. 5. Soil Resistance Modulus (MR) = 8,027 psi Solution: using (EQ1), the SN for Ellis View Loop=2.07264. Pavement Design Equation(EQ2): SN = a1D1 + a2D2M2 + a3D3M3 1. Layer Coefficients: ai = 0.44 (Hot-mix asphalt concrete) a2 = 0.14 (Base Course - 1 %Z" minus crushed gravel) a3 =0.11 (Sub-base Course - 6" minus crushed stone) 2. Drainage Coefficients: m2 = 1.00 (good drainage 5-25%) m3 = 1.00 (good drainage > 25%) % of time base & sub-base will approach saturation 3. Layer Depth Assumptions: DI =3" D2= 6„ Solution: applying (EQ2), D3 =-0.79" The negative value for sub-base indicates the base and surface asphalt meet the structural requirements. Therefore, a standard street sub-base section of 9" greatly exceeds the minimum requirement. Design Report-Page 15 of 15 APPENDIX A Scenario: Peak Hour J-20 ro d J--Va16 J-19 P 17 J-39 A„4 6 J-40 A Q J-7 R-1 PMP-1 in P'-19 -16 J-15 P-10 J-14 • J-8 cn a cN J-9 d Q9` J-18 -10 P-5 to J-11 d ?-EO 13 J-1 Title:Ellis View Estates Project Engineer:Greg Steckler g:\c&h\11\11489\ellis view estates watercad.wcd C&H Engineering&Surveying,Inc. WaterCAD v6.5[6.5120] 07/16/13 11:49:58 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Calculation Results Summal, Scenario:Peak Hour [Analysis Started] Tue Jul 16 11:27:09 2013 [Fire Flow] Failed to Converge.......0 Satisfied Constraints....17 Failed Constraints.......0 Total Nodes Computed.....17 [Steady State] 0:00:00 Balanced after 12 trials;relative flow change=0.000517 Flow Summary 0:00:00 Reservoir R-1 is closed [Analysis Ended] Tue Jul 16 11:27:09 2013 Title:Ellis View Estates Project Engineer:Greg Steckler g1c&h\11\11489\ellis view estates watercad.wcd C&H Engineering&Surveying,Inc. WaterCAD v6.5[6.5120] 07/16/13 11:58:34 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Detailed Report for Pump: PMP-1 Note: the input data may have been modified since the last calculation was performed. The calculated results may be outdated. Scenario Summary Scenario Peak Hour Active Topology Alternative Base-Active Topology Physical Alternative Base-Physical Demand Alternative Base-Demand Initial Settings Alternative Base-Initial Settings Operational Alternative Base-Operational Age Alternative Base-Age Alternative Constituent Alternative Base-Constituent Trace Alternative Base-Trace Alternative Fire Flow Alternative Base-Fire Flow Capital Cost Alternative Base-Capital Cost Energy Cost Alternative Base-Energy Cost User Data Alternative Base-User Data Global Adjustments Summary Demand <None> Roughness <None> Geometric Summary X 15,986.98 ft Upstream Pipe P-19 Y 12,716.42 ft Downstream Pipe P-20 Elevation 8.50 ft Pump Definition Summary Pump Definition hydrant 1075 littlehorse and 3rd Initial Status Initial Pump Status On Initial Relative Speed Facto 1.00 Calculated Results Summary Time Control IntakeDischarg(DischargePumpRelativeCalculated (hr) Status Pump Pump (gpm) Head Speed Water Grade Grade (ft) Power (ft) (ft) (Hp) 0.00 On 8.50 100.81 0.00 32.31 1.00 0.00 Title:Ellis View Estates Project Engineer:Greg Steckler g:\c&h\11\11489\ellis view estates watercad.wcd C&H Engineering&Surveying,Inc. WaterCAD v6.5[6.5120] 07/16/13 12:01:00 PM O Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 2 Detailed Report for Pump: PMP-1 Pump Head Curve 1 OO.OT PMP-1 (Relative Speed Factor = 1.00) 90.0 80.0 70.0 60.o CO V 50.0 40.0 30.0 20.0 10.0 O.0 0.0 1000.0 2000.0 3000.0 4000.0 5000.0 6000.0 7000.0 Discharge (gpm) Title:Ellis View Estates Project Engineer:Greg Steckler g:\c&h\11\11489\ellis view estates watercad.wcd C&H Engineering&Surveying,Inc. WaterCAD v6.5[6.5120] 07/16/13 12:01:00 PM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 2 of 2 Scenario: Peak Hour Calculation Results:PMP-1 I Time Control Intake Discharge Discharge Pump Relative Calculated (hr) Status Pump Pump (gpm) Head Speed Water Grade Grade (ft) Power (ft) (ft) (Hp) 0.00 On 8.50 100.81 0.00 92.31 1.00 0.00 Title:Ellis View Estates Project Engineer:Greg Steckler g:\c&h\11\11489\ellis view estates watercad.wcd C&H Engineering&Surveying,Inc. WaterCAD v6.5[6.5120] 07/16/13 12:01:32 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Peak Hour Fire Flow Analysis Fire Flow Report Label Zone Fire FloA Fire Flow Satisfies Needed Available Total Total ResidualCalculate( inimum Zoni CalculatecMinimum Iterations Balanced? Fire Flow -ire Flo Fire Flow Flow Pressure Residual Pressure Minimum Zone onstraints (gpm) Flow Needed Available (psi) Pressure (psi) Zone Junction (gpm) (gpm) (gpm) (psi) Pressure (psi) J-38 Zone 13 true true 1,500.00 3,647.34 1,500.00 3,647.34 20.00 30.82 20.00 20.00 J-18 J-39 Zone 12 true true 1,500.00 3,600.34 1,500.00 3,600.34 20.00 24.73 20.00 20.00 J-18 J-40 Zone 14 true true 1,500.00 3,474.30 1,500.00 3,474.30 20.00 23.03 20.00 20.00 J-15 J-7 Zone 13 true true 1,500.00 3,368.77 1,500.00 3,368.77 20.00 22.47 20.00 20.00 J-15 J-8 Zone 14 true true 1,600.00 3,129.94 1,500.00 3,129.94 20.00 21.70 20.00 20.00 J-15 J-9 Zone 15 true true 1,500.00 3,223.30 1,500.00 3,223.30 20.00 20.00 20.00 20.27 J-15 J-10 Zone 14 true true 1,500.00 3,180.36 1,500.00 3,180.36 20.00 20.00 20.00 21.70 J-15 J-11 Zone 13 true true 1,500.00 3,290.16 1,500.00 3,290.16 20.00 20.00 20.00 20.80 J-18 J-12 Zone 13 true true 1,500.00 3,346.56 1,500.00 3,346.56 20.00 22.05 20.00 20.00 J-18 J-13 Zone 13 true true 1,500.00 3,647.34 1,500.00 3,647.34 20.00 23.46 20.00 20.00 J-18 J-14 Zone 12 true true 1,500.00 3,087.65 1,500.00 3,087.65 20.00 23.25 20.00 20.00 J-15 J-15 Zone 14 true true 1,500.00 3,025.70 1,500.00 3,025.70 20.00 20.00 20.00 23.12 J-18 J-16 Zone 13 true true 1,500.00 3,647.34 1,500.00 3,647.34 20.00 27.14 20.00 20.00 J-18 J-17 Zone 11 true true 1,600.00 3,314.94 1,500.00 3,314.94 20.00 23.25 20.00 20.00 J-18 J-18 Zone 12 true true 1,500.00 3,217.53 1,500.00 3,217.53 20.00 20.00 20.00 23.93 J-17 J-19 Zone 14 true true 1,500.00 3,628.11 1,500.00 3,628.11 20.00 28.49 20.00 20.00 J-18 J-20 lZonel 141 true I true 1,500.00 3,628.11 1,500.00 3,628.11 20.00 24.38 20.00 20.00 J-18 Title:Ellis View Estates Project Engineer:Greg Steckler g:\c&h\11\11489\ellis view estates watercad.wcd C&H Engineering&Surveying,Inc. WaterCAD v6.5[6.5120) 07/16/13 11:53:29 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 2 Scenario: Peak Hour Fire Flow Analysis Fire Flow Report Minimum Systei 5;alculatec Minimum Pressure Minimum System (psi) System Junction Pressure (psi) N/A -0.00 PMP-1 N/A -0.00 PMP-1 N/A -0.00 PMP-1 N/A -0.00 PMP-1 N/A -0.00 PMP-1 N/A -0.00 PMP-1 N/A -0.00 PMP-1 N/A -0.00 PMP-1 N/A -0.00 PMP-1 N/A -0.00 PMP-1 N/A -0.00 PMP-1 N/A -0.00 PMP-1 NIA -0.00 PMP-1 N/A -0.00 PMP-1 N/A -0.00 PMP-1 N/A -0.00 PMP-1 N/A 1 -0.00 PMP-1 Title:Ellis View Estates Project Engineer:Greg Steckler g:\c&h\11\11489\ellis view estates watercad.wcd C&H Engineering&Surveying,Inc. WaterCAO v6.5[6.5120j 07/16/13 11:53:29 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 2 of 2 Scenario: Peak Hour Fire Flow Analysis Junction Report Label Elevationj Zone Type Base Flow Pattern Demand Calculated Pressure (ft) (gpm) Calculate ydraulic Grade (psi) (gpm) (ft) J-38 0.00 Zone Demand 0.00 Fixed 0.00 100.81 43.62 J-39 2.25 Zone Demand 0.00 Fixed 0.00 100.81 42.64 J-40 4.25 Zone Demand 0.00 Fixed 0.00 100.81 41.78 J-7 6.25 Zone Demand 0.00 Fixed 0.00 100.81 40.91 J-8 11.00 Zone Demand 0.00 Fixed 0.00 100.81 38.86 J-9 13.00 Zone Demand 0.00 Fixed 0.00 100.81 37.99 J-10 15.00 Zone Demand 0.00 Fixed 0.00 100.81 37.13 J-11 17.00 Zone Demand 0.00 Fixed 0.00 100.81 36.26 J-12 17.00 Zone Demand 0.00 Fixed 0.00 100.81 36.26 J-13 17.00 Zone Demand 0.00 Fixed 0.00 100.81 36.26 J-14 8.50 Zone Demand 0.00 Fixed 0.00 100.81 39.94 J-15 16.00 Zone Demand 0.00 Fixed 0.00 100.81 36.69 J-16 8.50 Zone Demand 0.00 Fixed 0.00 100.81 39.94 J-17 17.50 Zone Demand 0.00 Fixed 0.00 100.81 36.04 J-18 25.00 Zone Demand 0.00 Fixed 0.00 100.81 32.80 J-19 0.00 Zone Demand 0.00 Fixed 0.00 100.81 43.62 J-20 1 7.501 Zonel Demand 0.00 1 Fixed 10.00 100.811 40.37 Title:Ellis View Estates Project Engineer:Greg Steckler g:\c&h\11\11489\ellis view estates watercad.wcd C&H Engineering&Surveying,Inc. WaterCAD v6.5[6.5120] 07/16/13 11:54:11 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Peak Hour Fire Flow Analysis Pipe Report Label Length Diametei Material Hazen- Check Minor Control ischarg pstream Structtfi wnstream Structu eressure Headloss (ft) (in) Williams Valve? Loss Status (gpm) Hydraulic Grade Hydraulic Grade Pipe Gradient C oefficien (ft) (ft) Headlos (ft/1000ft) (ft) P-46 80.00 8.0 Ductile Iro 130.0 false 0.00 Open 0.01 100.81 100.81 0.00 0.00 P-1 45.00 8.0 Ductile Iro 130.0 false 0.00 Open 0.01 100.81 100.81 0.00 0.00 P-3 70.00 8.0 Ductile Iro 130.0 false 0.00 Open 0.01 100.81 100.81 0.00 0.00 P-4 65.00 8.0 Ductile Ira 130.0 false 0.00 Open 0.01 100.81 100.81 0.00 0.00 P-5 130.00 8.0 Ductile Iro 130.0 false 0.00 Open 0.01 100.81 100.81 0.00 0.00 P-6 90.00 8.0 Ductile Iro 130.0 false 0.00 Open 0.01 100.81 100.81 0.00 0.00 P-8 140.00 8.0 Ductile Iro 130.0 false 0.00 Open 0.01 100.81 100.81 0.00 0.00 P-9 25.00 8.0 Ductile Iro 130.0 false 0.00 Open 0.01 100.81 100.81 0.00 0.00 P-10 10.00 8.0 Ductile Iro 130.0 false 0.00 Open 0.00 100.81 100.81 0.00 0.00 P-11 1.00 48.0 PVC 150.0 false 0.00 Open -0.01 100.81 100.81 0.00 0.00 P-12 1.00 48.0 PVC 150.0 false 0.00 Open -0.01 100.81 100.81 0.00 0.00 P-13 30.00 8.0 Ductile Iro 130.0 false 0.00 Open 0.01 100.81 100.81 0.00 0.00 P-14 40.00 8.0 Ductile Iro 130.0 false 0.00 Open 0.01 100.81 100.81 0.00 0.00 P-15 10.00 8.0 Ductile Iro 130.0 false 0.00 Open 0.00 100.81 100.81 0.00 0.00 P-16 40.00 8.0 Ductile Iro 130.0 false 0.00 Open 0.01 100.81 100.81 0.00 0.00 P-17 75.00 8.0 Ductile Iro 130.0 false 0.00 Open 0.01 100.81 100.81 0.00 0.00 P-18 10.00 8.0 Ductile Iro 130.0 false 0.00 Open 0.00 100.81 100.81 0.00 0.00 P-19 1.00 48.0 PVC 150.0 false 0.00 Open 0.00 8.50 8.50 0.00 0.00 P-20 1 1.001 48.0 PVC 150.0 false 0.00 Open 0.00 100.81 100,81 a00 0.00 Title:Ellis View Estates Project Engineer:Greg Steckler g:\c&h\11\11489\ellis view estates watercad.wod C&H Engineering&Surveying,Inc. WaterCAD v6.5[6.5120] 07/16/13 11:54:34 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Peak Hour Fire Flow Analysis Pump Report Label Elevation Control Intake DischargE DischargEPump Calculated (ft) Status Pump Pump (gpm) Head Water Grade Grade (ft) Power (ft) 00 (Hp) PMP-1 8.50 On 8.50 100.81 0.00 92.31 0.00 Title:Ellis View Estates Project Engineer:Greg Steckler g:\c&hi11\11489\ellis view estates watercad.wcd C&H Engineering&Surveying,Inc. WaterCAD v6.5[6.5120] 07/16/13 11:54:56 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Pump Curve Calculations: Pump#1 (Hydrant#1075, Littlehorse/3rd Ave.) Static Pressure (Ps) = 40 Pitot Pressure(Pp)= 55 measured at hydrant#1075 Residual Pressure (Pr) = 39 Qf= 920 Q=Qi*((Ps-P)/(Ps-Pr))('-') Pressure Flow Head 40 0.00 92.31 35 2193.97 80.77 30 3189.98 69.23 25 3970.79 57.69 20 4638.14 46.15 15 5232.09 34.62 10 5773.42 23.08 5 6274.58 11.54 0 6743.73 0.00 -5 7186.59 -11.54 -10 7607.32 -23.08 -15 8009.10 -34.62 -20 8394.40 -46.15 -25 8765.18 -57.69 0 + 2 0 Shaping Our future TogetherTogetherCITY OF BOZEMAN Our HYDRANT PRESSURE/FLOW REQUEST FORM Date: 11/16/12 Location Hydrant Static Pressure Pito Pressure Residual Pressure Littlehorse/S. 31 Ave 1075 40# 39# S. 3` Ave 1074 30# Requested By: Matt Cotterman Fax # emailed Nozzle Size Flowed: 2.5" Done By: ES /JB Comments: 920 GPM 563 �15fr1 I - 1184 j10 1565 f (j y{185 sy;. f1183 s 4t-.7rs 1081 1J080 1I F / �10E 1076 1077a 1078 l)ec. 13. 2006 4,44PM No, 7633 P. 1 'w ARNIM 0420 CITY OF BOZEMAI s apt Out ►�7�r HYDRANT PRESSURE/FLOW REQUEST FORM Date: 12/13/2006 Location H drant# Static Pressure Pito Pressure Residual Pressure S. 3 -`UVagonwheel— 1074 55# S.3 -Little Horse 1075 30# 25# Requested By: C&H Engineering/Matt Fax#: 587-9768 Nozzle Size Flowed:21/2" Done By:SA-TC Comments:1250 GPM Al '10 : 'I �0 }'�" 1187 ,® 1185 '1185 1189 '190 1082 1083 � .., 109 080 17 1 85 1089 11J75 ,.., 7 11�• 1086 1088 1078 1, a JMagle- TECHNICAL Building essentials BULLETIN for a better tomorrow^ JANUARY 2009 DEPTH OF BURIAL FOR PVC PIPE FLEXIBLE PIPE THEORY external loads. By itself, the pipe may not support PVC pipes are classified as flexible pipes. They flex much weight, but the soil/pipe system can have tre- without breaking when loaded externally from soil mendous load capacity, weight and vehicular traffic. Rigid pipes, such as those A PVC pipe's resistance to deflection in an unburied made of concrete or clay, do not perceptibly flex when state is measured by its "pipe stiffness". Pipe stiffness loaded and experience wall crushing when their load is usually less significant than soil stiffness in PVC pipe limit is reached. This mode of failure for rigid pipes has installations, but in general, a higher pipe stiffness given rise to the terms "crush strength" and "D-Load", results in a higher load capacity. but these terms do not apply to PVC pipes. Soil stiffness is most affected by the level of compac- When a PVC pipe encounters external loading, its tion achieved, and to a lesser extent by the soil type. diameter will begin to deflect, meaning its sides will Soil stiffness values for various conditions and soil move outward and slightly downward. If the pipe is bur- types have been derived through extensive testing. ied in supportive soil, the stiffness of the soil will resist the deflection (see Figure 1). This action and reaction is CALCULATING ALLOWABLE BURIAL DEPTH the key to how a PVC pipe carries external loads. Because a PVC pipe flexes rather than breaks when loaded, the failure criterion is not fracture strength. Figure 1 Instead, a limit is placed on pipe diametric deflection. FLEXIBLE PIPE DEFLECTION This limit is expressed in terms of percentage reduction in diameter due to external loading. Industry recommen- UNDEFLECTED DEFLECTED dations for maximum deflection are shown in Table 1. FLEXIBLE PIPE FLEXIBLE PIPE Table 1 TOTAL LOAD: MAXIMUM RECOMMENDED av OIL DIAMETRIC DEFLECTION a- PVC Pressure Pipes 5% o� —+ 7;; Q PVC Sewer/ Drain Pipes 7Y PVC Electrical Conduits 5% Cn A "failure" of a flexible pipe system from external load- VERTICAL SOIL FORCES in is defined b the p pip REACTION FORCES g y point at which the to of the pipe —ODrL\X begins to experience inverse curvature. Research has shown this point occurs at a minimum of 30% deflec- The combination of the embedment soil stiffness and tion; recommendations for maximum deflection there- the pipe stiffness form a system that acts to support fore incorporate safety factors of 4:1 or 6:1. Page 11 of 4 In order to determine the suitability of a particular burial Table 3 depth, a system designer estimates the pipe deflection through the use of an empirical equation called the "Modi- fied Iowa Equation". A simplified, conservative version of the equation is presented below: MODIFIED IOWA EQUATION 1 0.69 0.76 0.83 0.87 0.90 2 1.39 1.53 1.67 1.74 1.81 % DEFLECTION - 0.1 (VV' + P) 100 3 2.08 2.29 2.50 2.60 2.71 0.149 (PS) + 0.061 E' 4 2.78 3.06 3.33 3.47 3.61 Where: 5 3.47 3.82 4.17 4.34 4.51 6 4.17 4.58 5.00 5.21 5.42 % DEFLECTION = predicted percentage of diametric 7 4.86 5.35 5.83 6.08 6.32 deflection. 8 5.56 6.11 6.67 6.94 7.22 9 6.25 6.88 7.50 7.81 8.13 W' = Live Load(Ibs/in2): pressure transmitted to the pipe 10 6.94 7.64 8.33 8.68 9.03 from traffic on the ground surface. Live Load values are 11 7.64 8.40 9.17 9.55 9.93 found in Table 2. 12 8.33 9.17 10.00 10.42 10.83 P=Prism Load(Ibs/in2): pressure acting on the pipe from 13 9.03 9.93 10.83 11.28 11.74 the weight of the soil column above the 14 . 9.72 10.69 11.67 12.15 12.64 9 pipe (also called 1 .46 13.50 13.02 13.54 13.12.. 15 10.42 1146 50 02 "Dead Load"). Prism Load values are found in Table 3. s 11.11 14.44 PS = Pipe Stiffness (Ibs/in2): a flexible pipe's resistance 17 11.81 12.99 14.17 14.76 15.35 to deflection in an unburied state. Pipe Stiffness values for 18 12.50 13.75 15.00 15.63 16.25 JM Eagle products are found in Table 4. 19 13.19 14.51 15.83 16.49 17.15 W 13.89 15.28 16.67 17.36 18.06 E' = Modulus of Soil Reaction (Ibs/in2): stiffness of the 21 14.58 16.04 17.50 18.23 18.96 embedment soil. Values for Modulus of Soil Reaction are 22 15.28 16.81 18.33 19.10 19.86 found in Table 5. 23 15.97 17.57 19.17 19.97 20.76 24 16.67 18.33 20.00 20.83 21.67 Table 2 25 17.36 19.10 20.83 21.70 22.57 26 18.06 19.86 21.67 22.57 23.47 ' A a 27 18.75 20.63 22.50 23.44 24.38 28 19.44 21.39 23.33 24.31 25.28 1 12.50 29 20.14 22.15 24.17 25.17 26.18 2 5.56 26.39 13.14 30 20.83 22.92 25.00 26.04 27.08 3 4.17 23.61 12.28 31 21.53 23.68 25.83 26.91 27.99 4 2.78 18.40 11.27 32 2222 24.44 26.67 27.78 28.89 5 1.74 16.67 10.09 33 22.92 25.21 27.50 28.65 29.79 6 1.39 15.63 8.79 7 1.22 12.15 7.85 34 23.61 25.97 28.33 29.51 30.69 8 0.69 11.11 6.93 35 24.31 26.74 29.17 30.38 31.60 10 * 7.64 6.09 36 25.00 27.50 30.00 31.25 32.50 12 5.56 4.76 37 25.69 28.26 31.67 32.12 33.40 14 * 4.17 3.06 38 26.39 29.03 32.50 32.99 34.31 16 * 3.47 2.29 39 27.08 29.79 33.33 33.85 35.21 18 * 2.78 1.91 40 27.78 30.56 34.17 34.72 36.11 20 * .9 1.53 22 41 28.47 31.32 35.00 35.59 37.01 24 1.774 1.05 1 1.14* 1. 42 29.17 32.08 35.83 36.46 _ 37.92 * 26 1.39 43 29.86 32.85 36.67 37.33, 38.82 28 * 1.04 44 30.56 33.61 37.50 38.19 39.72 30 0.69 * 45 31.25 34.38 38.33 39.06 40.63 35 * * 46 31.94 35.14 39.17 39.93 41.53 40 * * 47 32.64 35.90 40.00 40.80 42.43 Simulates 20 ton truck traffic+impact. 48 33.33 36.67 41.67 41.67 43.33 z Simulates 80,000 Wit railway load+impact. '180,000 tbs.dual tandem gear assembly;26-inch spacing between tires and 66-inch center-to- 49 34.03 37.43 42.53 42.53 44.24 center spacing between fore and aft tires under a rigid pavement 12 inches thick+impact. Negligible live load influence. 50 34.72 38.19 43.40 43.40 45.14 Page 2 of 4 Table 5 SOIL SOIL TYPE -Slight<$5°la Proctor, -Moderafe'85%=95%Proctor- Hi h>95%Prootor GLAS$ `(Unified Classification System "o a Loose 9 " <4090 relative density 4Q -7p%-resat ve density >70°fo relative density Class V Fine-grained Soils(LL>50)e Solis with medium to high plasticity No data available;consult a competent soils CH,MH,CH-MH engineer;Otherwise use E'=0 Class IV Fine-grained Soils(LL<50)Soils with medium to no plasticity 50 200 CL,ML,ML-CL,with less than 25%coarse-grained particles 400 1,000 Fine-grained Soils(LL<50)Soils with medium to no plasticity CL,ML,ML-CL, Class III with more than 25%coarse-grained particles 1004001,0002,000 Coarse- 100 400 1,000 2,000 grained Soils with Fines GM,GC,SM,SCC contains more than 12%fines Class 11 Coarse-grained Soils with Little or No Fines GW,GP,SW,SPC 200 1,000 2,000 3,000 contains less than 12%fines Class I Crushed Rock 1,000 3,000 3,000 3,000 Accuracy in Terms of Percentage Deflection t2 t2 t1 t0.5 "ASTM Designation D 2487,USER Designation E-3 °LL=Liquid limit °Or any borderline soil beginning with one of these symbols(i.e.GM-GC,GC-SC) °For t i%accuracy and predicted deflection of 3%,actual deflection would be between 2%and 4%. Note:Values applicable only for fills less than 50ft(15m).Table does not Include any safety factor.For use in predicting initial deflections only; appropriate Deflection Lag Factor must be applied for long- term deflections.If bedding falls on the borderline between two compaction categories,select lower E'value or average the two values.Percentage Proctor based on laboratory maximum dry density from test standards using about 12,500 N-lb/cu ft(598,000 J/m)(ASTM D 698,AASHTO T-99,USSR Designation E-11). tpsi=6.9kN/m2. Source:"Soil Reaction for Buried Flexible Pipe"by Amster K.Howard,U.S.Bureau of Reclamation,Denver Colorado.Reprinted with permission from American Society of Civil Engineers Journal of Geo- technical Engineering Division,January 1977,pp.33-43. A pipe system designer uses this equation to predict one foot.This recommendation assumes proper specifi- PVC pipe deflection given type of PVC pipe, burial cation of embedment materials and compaction, and depth, soil density, type of traffic, type of embedments proper installation. oil, and compaction density of embedment soil. The designer then compares the predicted deflection to Example 2 Deep Burial there commended maximum deflection in Table 1 to check if the burial depth is appropriate. A pipe system designer is interested in using ASTM D3034 SDR 35 PVC sewer pipe in a deep-burial instal- Example 1 : Shallow Burial lation with the following characteristics: A pipe system designer is interested in using ASTM D3034 - 45 foot burial depth SDR 35 PVC sewer pipe in a shallow-burial installation - 120 pounds per cubic foot soil density with the following characteristics: -1 foot burial depth: - H2O highway traffic (Note: Live loads are negligible for deep burials) - 120 pounds per cubic foot soil density - sand embedment material - H2O highway traffic - 90% Proctor density embedment soil compaction - sand embedment material - 90% Proctor density embedment soil compaction % DEFLECTION = 0.1 (P+W') 100 e 0.1 (P+W1) 100 0.149(PS)+ 0.061 E' /o DEFLECTION = 0.149(PS)+0,061 E1 % DEFLECTION - 0.1 (37.5+0) 100 0.149(46) +0.061(2,000) % DEFLECTION = 0A (0.83 + 12.5) 100 % DEFLECTION = 1.0 t1% 0.149(46) +0.061(2,000) The maximum predicted deflection is 3.9%, well below • DEFLECTION = 1.0 t1% the maximum recommended for PVC sewer pipe in The maximum predicted deflection is 2.0%, well below Table 1 of 71/2%. the maximum recommended for PVC sewer pipe in For more information, see the following JM Eagle Table 1 of 71/2%. Technical Bulletins: Minimum Burial Depth: The minimum recommend- - PVC Pipe Trench Construction ed burial depth for PVC pipes beneath a highway is - Deflection Testing of PVC Sewer Pipe - PVC Sewer and Drain Pipe Burial Depth Charts - PVC Water Pipe Burial Depth Charts Page 3 of 4 Fable 4 .� `•"����e ..r_..,_, �. .axr. u..z.,7,.rs,.�`:.... .,,�.,>w.�. ati G� ;`x ���.�: � ,'."`_ a `4s.:r '�,� ate... �...�9"�am ,, ,�_.,..: 63 64 7 EB-20 20 80 51 14 EB-35 35 100 41 28 DB-60 60 125 32.5 57 DB-100 100 160 26 115 DB-120 120 200 21 224 M • 315 13.5 916 • • All have a minimum pipe stiffness of 46 psi.SDR 26 has a minimum pipe stiffness of 115 psi. '/2 5,928 3/ 3,136 M 1 2,547 a � 1 '/4 1,397 1 1/21,008 3 19 2 596 4 11 2 1/2 784 6 g 3 509 a 4 307 MWI- � ft- 154 6 �.".^'t ° 8 104 100 25 129 10 78 150 18 364 12 64 200 14 815 � ma 17,066 165 25 129 3/ 9,078 235 18 364 1 6,995 • e • 1 A 3,930 1 1/2 2,911 F( r 2 1,846 @, x 11/2 600 2'/2 2,141 2 300 3 1,473 3 300 4 949 4 200 6 607 6 120 8 417 10 356 12 330 Page 4 of 4 ` Y r R� - DIMENSIONS AND WEIGHTS SUBMITTAL AND DATA SHEET i 4.215 3.975 0.120 3.50 4.695 1.05 6.275 5.915 0.180 4.25 6.995 2.36 8.400 7.920 0.240 4.75 9.360 4.24 e 10.500 9.900 0.300 6.00 11.700 6.64 12.500 11.780 0.360 6.25 13.940 9.50 15.300 14.426 0.437 7.25 17.048 14.19 mom' i � ' 4.215 3.891 0.162 3.50 4.863 1.40 6.275 5.793 0.241 4.25 7.239 3.11 8.400 7.754 0.323 4.75 9.692 5.63 10.500 9.692 0.404 6.00 12.116 8.84 12.500 11.538 0.481 6.25 14.424 12.56 15.300 14.124 0.588 7.25 17.652 18.90 ME= 18.701 17.629 0.499 8.00 20.845 21.43 El, 22.047 20.783 0.588 9.50 24.575 29.88 e 24.803 23.381 0.661 9.60 27.647 38.96 mom 27.953 26.351 0.745 10.10 31.157 49.47 r o 0 32.000 30.194 0.853 16.75 35.612 64.18 0 o e 38.300 36.042 1.021 19.02 42.816 93.00 o ® 44.500 41.948 1.187 22.43 49.604 - 0 0 50.800 47.888 1.355 24.78 56.624 - m 18.701 17.261 0.671 8.00 21.581 28.49 Im= 22.047 20.349 0.791 9.50 25.443 - i 24.803 22.891 0.889 9.60 28.627 - 27.953 25.799 1.002 10.10 32.261 - e o 0 32.000 29.070 1.148 16.75 36.348 - mom 38.300 35.464 1.373 19.02 45.438 maum 44.500 41.072 1.596 22.43 51.356 - e ®� 50.800 46.886 1.822 24.78 58.628 - *For data, sizes, or classes not reflected in these charts, please contact JM Eagle"'for assistance. 6 GRAVITY SEWER NO l D""" WEIGHTS (CONTINUED) SUBMITTAL AND DATA SHEET Dg T O.D. I.D. E Assembly Mark I.D. : Inside Diameter O.D. : Outside Diameter T. :Wall Thickness D9 : Bell Outside Diameter E: Distance between Assembly Mark to the end of spigot. GRAVITY SEWER 7 Legend / / / O ManMlas ' / • Lempholes PwNChTON-PL-®4 7 Caps i Taps P Wyo. Sewer Mains lby matedall .'\/Asbestos Corwrete 1\1 Cast Iron s +1/Cement Clay jj�' --"" dW'euctilo Iron PVC — v P. .'VVAltled Gay ..I-Roads IS Parks / 1 City limits Wb / B NE 114 Secfion 25 T2S R5E / . ----------- __.--_-._- CeLO�Teta�n G-10 !inch equals aqualquals 20 00 feet XA 10a�FM Legend 0 M.M.s Cie—As LeepW.. 3 Caps 0 Ups r5;Te. Ss—Wine(by matedaQ N Coat Iron /VCement Fli M i I ;IIRI X:; / dv CI.Y ,V D.1ife kon Abo PVC IV Tits, IV VkAed r4.y itmm—q Slip U.. JR.& jo Perks City Lirma, N S Is --ef MMEtecti-30 T2S R613 al F-10 /,/%/////��/ /i/�// %/ /// // �/ /�/i %'/' / j i I inch equals 200 feet Legend LampWas / / O Cleamuts 7 Caps 0 Taps Ka Taos �l\IIfJLLD{YW Y ////j u, Wyoe KIN(jl:lt ,:,i •; e /� Sewer Malls(by matedN) N Asbestos Coccmta r , Call Iron h % ..-�' '.� e r /i ✓. .�+,J day 9 PVC IV e' a -...'........_..........J ,.�' P // // Ydrified Clay �✓%SIip Linos ____ � e� �% / •"`.-Roads rf! .:l;:l�• 't:rlA it .I.i'� - /✓ii/% UPWCOIS Pxks ✓' vim— C? a. <'-s /i -sn.vea City Lknas 8fl8 w—C.I Is SW 114 Sedan 19 T3 S RbE / F-9 equals 200 feet m m o anf«t U_ aE �+ O O O O O O O O O O O O O O O O O O O O O O O O�Ol O 10, C O N to N o) N (D It C) o) N o) U) O tY to M 00 0) 1t O CO O to r d- U (DDCo 4Loo) OM (O4 (oL60.) 4s— o) NNN000a0 � rtoC6 2 Q eh M M M M 'r c) co M M coco M r (0 t s7 '• M M co [t 4N N (D 3 � 0 m v- 3 d0 OO to O 00 M (� to O OO m M OO O .q �- to N O (o IM (Mr) N q COO Or-� W pmMs- MOrMMMOOrM � OMMLo , gto0r M (D U') W 0 M C, M Iq M - N t— to 00 O cu -Y O CO M OO ( 00 Lo rn (O cM O (4 CF (6 CD 0 w O M M <t ' co co q t6 > gto (Ort` 00000) Os MMM NNMMMOOMM to a) aONNNNNNNN (7MMM0) 0) _0) 0) Ci CF CT NNNN r -= 3 C CD o Q - 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 a) ` :3 (0Mr COC3MMOONNI-- (Do0N0) toLONt-- UntoItOM C NLL (0 (7rtco00t� t6 •v d aovO tri ' ' 6c- NNOoco [Os- � L6c6 d M M M M M M M M M CO M (M r (0 �t lqt d M M M d d N N @ v0.)) O -a cf) , Lo M0 't a CD 0 �} = a3 N p M 00 LO O M M t� to M r- O M 00 Cl co s- to O H O c- r- 0 O O p O N N . Mt- tot() M d - OMt` �t �ttoi- Nd Md MOMMOtnQO CO '0 -' ttfFLOCO (0 'V' � M (0Mti (0MC) U) M (D 00 LL `- O p) M to O N O(0 �Oo to N (M �N o0 O 00 O o0 to to (o O ao rn t- O Y OD �- M �t (0 (0 I- [- 00 co O O O OD N N UOj M O O N N N N N N c�J N CU .O O N N N N N N N N N (M M M m 0) - 0) 0) O On- - �- NNNNNNN o Y r O M P_ d O W to to (O w O J p co co r O �7' d O N d' r- to U') (0 V r w (n h " M m M t-- C V LO O M N LO to 'q (p O to M �t O o) O U) M m M �- (0 M O M p R) v (O c- t� s- �- (M M a7 f- CO Q O O o) O c d t- to t- t'- O Co U) C N O p Tit OL et' Uot-MNNU) tt000M et r e- OMOO) 01tnOO(OOMr- tll `y 4, (ts (Ot- COU) U) NV, V) t- OD (pM NNMf- Ot` Mtncoo) p U p U to (D r t- I- r tom- 00 00 00 V o) E (6J N �- N NNN toCOtototoODOO CL O O U 4- C t1 C O 0 0 3 \ _0 p o 0 0 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o0 O OONNOON -, 0) 00toMt-- O � O �- r- 0 00 Nrr tr) to N � M 0to0) Nc- C) C3 Met N •- N "TMtoW"TC) nM 't 'T �t O O N � � OOc � r � c c- c - OOOOOOOOOr 00000 U O O w E ¢V U (� C C 3 p) J (D = N OO •C M X � O E OU 00 00 O 00 M 00 00 co 00 Co N O •d' �t �t V •d' O O O O O It eh 0 O �t a) - t0 Rf - N �- � � r NNNNNNN t� t0 0_ N U 5 Co E m U C N Co N M o o) 3r- o (D pN0) d- toC0tl- 00U) (Ot-- co CO Opo) _Ot­ � Nt- MM0 (ON 6 0 N 00 5O 0 r0) OMDOMoCM00M00MOCM01�- � � h � l`- (04 (O (0 ((DtoMMtN7M (M7M (MY) p tll C C) CDO CD CD C) C:) CD C:) CD C) C:) C) C) C) O C) C) Cl 0 C) 0 0 0 Z U_ c- QN.c 3 � LLLLLU.. LLLLLLLLLLLLLLLLLLLLLLLLLLLLO = _ _ _ _ _ _ o a) ono. Wpm m O > z„ (U to = +. p Or (Tf p U) M .L U) (0 1- CO U) (O I- to U) 0) 00 0) to r- CO N s- o) O C) s- O U C C = N = NNMMMMMMtt --•;t %T M" C) C) C) (ON It et N 0 M M O O = O N U C0) 0000 00 00 00 00 00I-- rt,- t- r- r- (0 (4 (O (p (MMMMMMM (J) (U E (6 a) N @O OOOOOOOOOOO0000000 000000 O O U 3 C)) CL U_ LLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLL _ a) _ D M o p U t� I I N to � to OO O 00 [t M •- N c r U) C = j '� Q C N N CO O0 (` CO t() CO N (O to d LO N O O Iq ,t �- M o) o) o) d7 y Q V. Q� E � 000t-- r tl- tl- rrt� OOLOC\l OOCOOtt) o) OOto h O jj N N N N N N N N N N N N �t pJ i� W Jtn J F�o > U JMCLCLM LILCLn�... CLMCLdCL (M (MN VL d' MMcL MMMcL ali � aaaciaddd a 0 0 0 0 0 0 0 a o 0 0 0 0 0 0 0 0 0 0 0 0 0 M I- OD N M O O LO (4 O O r- 1-- r g N M O O r r OD O O r d ct Iq M O O N d; V. NN N ~ OA4N � NOMM �NNNNNNN � CD � MV d v MLpV IT VAN LC) LO C0 00 O O O LO LO M r N N Lo CD N O N O r tf I-- M r N Cl) N tF O N OD M N Lo O I, r LO 00 N (D N O r M N O Lo 00 CD M N' M � O M r 00 (D CD N h O LO O r O�- U7 I-- t0 M V LO v t� (D N M ti 'q (D (D O N O c- Lo (D r t-- t- O tom- I-- O Ln Lo U7 M O LO NOM000M�rI� C14C14 MNCA (�NN ct t0 (�M (OaDOt=C4V Vj t O O CD h M M N N U7 r-- t- (- O O LO Lo (D t- 00 O M CO 0) r r N N N M M M 00 00 M M M LO LO (D CD I-- t- t-- CD co co (D I`- r, t- t- r` 1-- ti Ih- t� t� O O O O O 00 O0 _-I r s- N N N N N N N N N N LO Lo Ln L(j Ln L(j L6 Ln Ln LCj vi vi vi L(j L(j L(j Lri L(j L(j CO(Ci CY) r o o 0 0 o 0 0 0 0 0 0 0 0` o o o 0 0 0 0 0 0 o cQ Z o- o c o 0 N N CO O Lo LO Imo- (D (D CO O M N M O (D r r M O O O M M M N Q LO N d N CD N N N N N N N N N MAY (�D M OV 'q � VN' 'q "t VN LL j T VM "q � 11 VO' M It Vim' Cl Lo Lo 00 O 0 0 0 LC> LO M r N N U) (D N (D N 00 r CM r N M N `ci' O N M M N LO Ortoo) NOOCDMIS) ti (D V- 0) NCDN00P- i. toNOO (Drr �} MaLo O cr Lo M N N � N (D CY O r Lo N Lo M O O O O co V: O (0 (O 00 to (D O M M V O V "gNU) ONto � MO "i' rf a? 000LO 'ct6 -:C6V' (DP- CbLn000NMCM (Dti (D000) 't OD (0 CD (D N M r r d- (D (D (D 00 0) q Lo (D (DI, t� f� h O O r r r r N N (D 00 M M M O to M (D t- � (D M M M (D I` r- h- I`+ t`- t� ti t- O O O O O 00 Q r r r N N N N N N N N N N Lo Lp U) Ln Ln L(j Lfj L(j Ed Ln L(j L(j Uj Lf)Ln LCj Uj t(j vj(6(6 M ce) 14' M M (D tl- _N CD 00 r- 00 � O O to 00 00 NT 0) O LO LO Lo cY 0) Cl N [t' �t O OD U) M M M N ct' O cr rf0 (D I,- - C0 O � t- � IM al 'q O LO 'V_LO a a a 0000 O O OOD C4 OQ O CO 00 (M ti 00 r- CO ' N V (D V N O V- N d M '4 O 00 M-coO �Y O 0) N N N N O CD O N M M O O IO rC0 N N t0 0 0) O It CD CD CD O Cl) M r- LO N O r I- t- r- O Lo r r M M C) M O N NCO CD OD OD O O O d7 N �N- M M sN tM- cN- r cM DO M N 0 0 0 0 0 0 0 0 o o 0 Lo LO t0 OOr QOOM V- O LO r LO O Orr Ort` cY CO 'ct qLo OOr �tMOO tO �twtoMMwM 'IT etl- t- NOrrrrto000 CO OOOtor1 (D O t- 000000UCOCO00000 � 0 �- Oc- t- r- c- Cjpp � r r- 00000N NNNNNNNNNNNNNNNNNNNNNNNNNNNNNCQOMMCOOM MctOrONMItL() (Dt� LOt� Mf3) O O O rrNd cD � MOOrN �tOOrlo (D M M M r O CD O O r r O O N N N r r O O O O O O r Q O r r N N r C7Mc7NNNrr O 0 0rrrr rr0000000000000000 O O O O O Q O O O O O O O O O O O O (D 0 0 CD 0 0 0 Lo Lo t0 LO t() Lo Lo Lo O _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ - - - - - - - - - - - - - MMM0O OOOOCOr- LOt,- MOOrrN0CDtiMOOrNd' MOrtoCD M M M M N N N N N N CD O r r O CDr r O O O O O O O r O O O O r r N N o O O O O O O O O Q Q r r r r r r r r 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a 222a2000000000 0 U) L-) U—)W Lo Lo - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - CD 1� M r N M `q 0 M M ti LO It O r N LO Ct' M Lo N M O O r 0 M Lo N M O 00 r OOOrrrrrrr00t� tirrra00 (0MMMMtoU) d (OLnLOU) LoO LOMLOMt0 (D (D (O0M 0t0wwU,) MMLOM 0 a d V NNNNNNOOr d- aiiaa. aa. a. aaa. aaciacLa CL OL OL OL OLOLOLzn_ cLaaaaaCdr-La APPENDIX B DRAINAGE AREA BOUNDARY LOT 3 LOT 12 MINOR S N0. REARRANGEMENT OF SUBDIV, N0. 8-D OF & A KRA \ / DAVID W. NN M. KRAFT SOURDOUGH CREEK PROPERTIES TERRY N. & MARTHA A. LONNER — -- ---- ---- UNDERGROU \ / vdo4 SV6 pROQQ�t / 4,7 RETENFT.oRs D#cE PR�PNGEtT pG¢5Gp �039tit E 04 \ U$o\s° � GR N \ �}FNt OG�Eti�p To, 6 R�PR�F�pF. G\RF'�SP UNPLATTED GO DENSTEIN ' MITED PARTNERSHIP DRAINAGE 1 I� \ OPEN SPACE r \ SUNDANCE SPRINGS SUBDIVISION t r \ \ t ,- --- - -- -- RETENTION POND j Scale In Feet - - �i \ 570 SO. FT. AT MID DEP j -' ---- -- rJ \ - 75 0 75 23 0 23 Scale In Meters OPEN SPACE OPEN SPACE ADJACENT TO COMMERCIAL LOT 2 SUNDANCE SPRINGS SUBDIVISION \ Engineering and Surveying Inc. 1091 Stoneridge Drive•Bozeman,MT 59718 Phone(406)587-1115 •Fax(406)587-9768 wvwv.chengineers.com•info@chengineers.com Sheet I Of 1 #11489 DRAINAGE MAP Project Information Project Name: 1 11 "_J t J, Location: Date: LICK/Jf1011-l7CfQ/JI%O/t-/f4`Cllr'l/%C Subsurface Stormwater Management'^' Engineer. StormTech RPM: 4500 Site Calculator III, C�ll�f{' Units Number of Chambers Required 28 each Required Storage Volume CF Number of End Caps Required 2 each Stone Porosity(Industry Standard=40%) % Bed Size(including perimeter stone) 1,238 square feet Stone Above Chambers (12 inch min.) inches Stone Required(including perimeter stone) 278 tons Stone Foundation Depth (9 inch min.) inches Volume of Excavation 355 cubic yards Average Cover over Chambers (24 inch min.) inches Non-woven Filter Fabric Required(20%Safety Factor) 564 square yards Bed size controlled by WIDTH or LENGTH? Length of Isolator Row 119.8 feet Limiting WIDTH or LENGTH dimension feet Woven Isolator Row Fabric(20%Safety Factor) 329 square yards Storage Volume per Chamber 162.6 CF r Storage Volume per End Cap 108.6 CF Installed Storage Volume 4,770 cubic feet /� ♦ t y p ,.. x n Maximum Length= 120 feet (z 1 3 m) 2 MAX (610 min) �. J RF inches MIN. 1 row of 28 chambers 12 inches Maximum Length= 119.8 feet fie' Maximum Width= 10.3 feet �r' ` (1524 mm) 100"(2540 mm) inches MANNING'S EQUATION FOR PIPE FLOW Project: Storm Sewer A Location: By: Date: Chk. By: Date: mdo version 12.8.00 Clear Data 6 Entry Cells INPUT D= 12 inches d= 3.1 inches Mannings Formula d n= 0.01 mannings coeff Q= 1.486/n AR 21sSv2 D 0= 122.2 degrees ( ) n S= 0.04 slope in/in R=A/P A=cross sectional area P=wetted perimeter V=(1.49/n)Rn213Sv2 S=slope of channel Q=V X A n=Manning's roughness coefficient Solution to Mannings Equation Manning's n-values Wetted Hydraulic Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow,cfs PVC 0.01 0.16 1.07 0.15 8.42 1.35 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 Created by: Mike O'Shea HCMP 0.023 Conc 0.013 MANNING'S EQUATION FOR PIPE FLOW Project: Storm Sewer B Location: By: Date: Chk. By: Date: mdo version 12.8.00 Clear Data 8 Entry Cells INPUT D= 15 inches d= 3.86 inches Mannings Formula d n= 0.01 mannings coeff D 0= 121.9 degrees Q=(1.486/n)ARh213svz S= 0.04 slope in/in R=A/P A=cross sectional area P=wetted perimeter V=(1.49/n)Rh213S112 S=slope of channel Q=V X A n=Manning's roughness coefficient Solution to Mannings Equation Manning's n-values Wetted Hydraulic Area,ft2 Perimeter,ft Radius,ft velocity ft/s flow,cfs PVC 0.01 0.25 1.33 0.19 9.75 2.44 PE(<9"dia) 0.015 PE(>12"dia) 0.02 PE(9-12"dia) 0.017 CMP 0.025 ADS N12 0.012 Created by: Mike O'Shea HCMP 0.023 Concl 0.013 APPENDIX C SlAE3GiRA®E YeS 77f4Gi MAP LL® VIEW ESTATES SUBDIVIS10tv BEING AN AMENDED PLAT OF LOT 4A, MINOR SUBDIVISION NO. 35—C LOCATED IN THE NE 1/4, SECTION 25, T. 2 S., R. 5 E. OF P.M.M., GALLATIN COUNTY, MONTANA i II �► — . — . — . — . _ . _ . — . __ . _ . __ . _ . _ . _ . _ . __ . __ . _ . _ . _ . --_:_.- -- TEN SPACE? = ----- ----- ��.519 Sq. Ft 050 TEST LOCATION AND PENETROMETER READING I 41 \ � _ ; ... _... ---_._ LOT 1 \ _.._..- — ........_...- — -__ 10,152 Sq. Ft. s ~� I x � \ LOT 9 �\ 41\ , LOT 2 \ o I^ n 12,944 Sq, Ft. \ \�� 10,497 Sq. Ft. \ N ? LOT 8 12,784 Sq. Ft. \ ` \ °\ a- �� �.A LOT 3 \ \ 1 j \ V 13,758 Sq. Ft. \ \ V 1 , it 111�� i 5 i LOT 6 LOT 7 \� I \ ry t 14,034 Sq. Ft. 16,883 Sq. Ft. � � \ I LOT 4 \\ I f 16,844 Sq. Ft. \ Scale In Feet l." J -- - 60 0 60 __.. lf�y�✓,— `. 45 18 0 18 #1 50 x - -" -- .. -'� \ LOT 5 OPEN SPAC 2 Scale In Meters / �` -- - ---- . 3 '':.; _ - _ _.—. \ \ 13,174 Sq. Ft. 4,519 Sq. Ft. PARK / 18.184 Sq. Ft. L - - - - - - - - - - - - - - - - - - - - - - - �- - - 1 --\ Engineering and Surveying Inc. �! \ \ 308.35 �} I \ 269 40 00 1091 Stoneridge Drive•Bozeman,MT 59718 \ Phone(406)587-1115-Fax(406)587-976B / / _ .. za I 1�' _4 www.chengineers.com•info@changineers.com Sheet a' O 2 � _= \ N' Project# 11489 Title: Ellis View Subdivision To solve for minimum required Sub-Base depth,we first need to calculate L. Structural Number(SN). Calculating SN can be accomplished by formula or graphically(AASHTO Guide for Design of Pavement Structures) Required Values For SN Calc Wlg(ESAL) Equivalent Single Axle Load R(%) Probability serviceability will be maintained over the design life(R is used for graphical solution) ZR Probability serviceability used in numerical solutions(Equated to R by table below) So Standard Deviation in estimates for ESAL,typically 0.30-0.50 APSI Serviceability loss over design life MR Soil Resistence Modulus of subgrade soil EQ 1: PSI log Wig= ZRSo+ 9.36[log(SN+ 1)]— 0.20+ log 1094 + 2.32 log MR— 8.07 0.40+ SN Equivalent Single Axle load ADT 86 Peak A.M. 7 Peak P.M. 9 Total L —861 AYT 1569S](perlane) Assumptions: 2 %of AYT Consisting of Heavy Trucks 4 %over 20 Years Growth Rate Lo/Axle 2000 for cars Lb/Axle 10000 for trucks Initial SN 3 AASHTO tables for ESAL Factor are based on SN and above listed axle loads Vehicle Type Vehicles Per Year Growth Factor Design Vehicles Yp (4%,20 years) (20 years) ESAL Factor Design ESAL Passenger Car 15381 29.78 458049 0.0006 275 2 Axle/6 Tire Truck 314 29.78 9347.94 0.236 2206 Total ESAL �—2481 or Use Minimum Value of 50,000 Level of Reliability(R and ZR) R to ZR Conversion Chart —R •-- -• ZR 90 -1,2820 95 -1.6450 97.5 -1.9675 99 -3.0800 R(%)= 90 (Conservative estimate) ZR= -1.282 Standard Deviation(So) So 0.49 Serviceability Loss(APSi) Road Type vs.TSI Present Serviceability Index(PSI)= 4.21 Highways 3.0 Terminal Serviceability Index(TSI)= 2.01 Arterials 2.5-3.0 APSI 2,2 Local Roads 2.0 =� sistance Modulus(MR) CBR -- 61Determined on basis of soil analysis MR= 9000 Shell Oil Co. (Should not be used for CBR>10) MR= 19336.71 U.S.Army Waterway Experimentation Station MR= 8027.07 Transport&Research Laboratory,England Use most conservative value of the three methods to calculate MR 8027.07 Structural Number(SN) SN= 2,072631018 Calculated by EQ 1 Once SN is determined,the thickness of the wearing surface,base,and subbase layers can be determined by EQ 2. EQ 2: SN= a1D1+ a2D2M2+ a3D3M3 a,,a2l a3 structural layer coefficients of wearing surface,base,and subbase M21 M3 drainage coefficients of base and subbase Di.D2,D3 thickness of wear surface,base,and subbase in inches Structural Layer Coefficients(a) p offiecient Pavement Component e_ C— Wearing Surface Sand-mix asphaltic concrete 0.35 Hot-mix asphaltic concrete 0.44 Base Crushed Stone 0.14 Dense-graded crushed stone 0.18 Soil cement 0.2 Emulsion/aggregate-bituminous 0.3 Portland cement/aggregate 0.4 Lime-pozzolan/aggregate 0.4 Hot-mix asphaltic concrete 0.4 Subbase Crushed Stone 0.11 a,= 0.44 (Hot-mix asphaltic concrete) 0.14 (1 1/2"Minus crushed gravel) a3= 0.11 (6"Minus crushed stone) Drainage coefficients(M) M2= 1.00 Good Drainage M3= 1.00 Good Drainage Layer Thickness D1= 3 Assumed(in inches) D2= 6 Assumed(in inches) Solve for D3 _0.79