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HomeMy WebLinkAbout06 - Design Report - Loyal Garden - Water, Sewer, Pavement REVISED Design Report for Water, Sewer, and Pavement Improvements For LOYAL GARDEN SUBDIVISION BOZEMAN, MONTANA Prepared for: Grace Investments II, Inc. June 26, 2006 Prepared by: TD&Ir� �, Great Falls •Bozeman •Kalispell•Helena,Montana � �� ;:___><•.=3= e�•==_____• Spokane, Washington •Lewiston, Idaho Job No.B05-002-009 -\ TABLE OF CONTENTS Design Report Appendices: Section 1 Water Section 2 Sewer Section 3 Inlet Capacity Calculations Spread Width Calculations Pipe Sizing Section 4 Detention Pond Sizing Calculations Section 5 Test Pit Locations and Groundwater Depths Section 6 Culvert Calculations Section 7 Pavement Design Test Pit Locations and Test Pit Logs Section 8 100-year Flood Section 9 Farmer's Canal Calculations Section 10 Traffic Signage Plan Purpose The purpose of this report is to explain how water, sanitary sewer, and storm sewer facilities will be designed to meet City of Bozeman Design Standards and provide service to the Loyal Garden Subdivision. Introduction The Loyal Garden Subdivision is located in the city limits of Bozeman, Montana. With the parcels of land being in the NE 1/, Section 16, T2S, RSE, P.M.M., Gallatin County, Montana. The project is bounded by Cottonwood Road on the east and Huffine Lane on the north. The subdivision is zoned residential office (R-O), R-4, medium density (R-3), R-1 and R-2 as found in the Bozeman Zoning Ordinance. The improvements include extending existing City water and sewer service to the site, construction of on-site water and sewer mains, City standard streets (curb, gutter and sidewalk) and stormwater management facilities. Design Report Water The proposed interior water system will tie into the offsite improvements. Water usage for each single family lot is estimated based on 1 unit per lot with 2.54 people/unit. The water usage for the multifamily and R-0 lots are estimated based on the lot size and zoning density. The water mains have been modeled using WaterCAD to determine pipe sizes necessary to provide adequate domestic and fire flow to the buildings and the hydrants located throughout the development. The water model was calibrated using two hydrant tests that were conducted by the City of Bozeman in November of 2005. Water system modeling was based on a 3:1 maximum hour to average day ratio and a 2.5:1 maximum day to average day ratio. Fire flow demands are per 1997 uniform Fire Code criteria. The water model indicated that it is possible to get 3,967 gallons per minute or greater throughout the development while maintaining a minimum pressure of 20 psi. New water mains will be 8" diameter minimum, class 51, ductile iron pipe. Hydrant leads will be 6" ductile iron pipe. Water service pipes have been sized based on the number of fixture units estimated for each residential and multi-family lot according to the City of Bozeman Building Division water service worksheet. One worksheet for single-family residential lots and one for multi-family lots can be seen in Appendix- Section 1. It was determined that single family lots will have a 1" water service line. Multi-family lot services were sized for 4-plexes. It was determined that a 1.5" service is required. Extra services have been added to provide for 4-plex buildings at the maximum density of 1 unit per 3000 square feet of buildable space on each multi-family lot. The intent of adding the services is to reduce the number of street cuts that are required as builders develop the multi-family lots. It is possible that not all of the water services will be used. If that is the case, the new owner of the lot will be responsible for digging up the service to the water main. Since it is unknown what use the R-4 zone will have, eight-inch services will be added. Print outs of the average day, max day, max hour, and calibration scenarios can be seen in Appendix- Section 1. Sewer The proposed interior sewer system will connect to the new lift station installed during offsite improvements. New sewer mains will be constructed in each street. All new mains will be SDR 35 PVC, 8" diameter minimum and all services will be SDR 35 PVC, 4" diameter minimum. The sewer mains and services were sized using the City of Bozeman design Standards and the services were verified with the Uniform Plumbing Code—2003. Calculations for the mains in the single family lots were established using 1 unit per lot and 2.54 people/unit while the multifamily and R-0 lots were done per the design standards utilizing Table V-1 for establishing population density. A sewer flow rate of 72 gal/capita/day was used throughout the development. An infiltration rate of 150 gallons/acre/day was also included in these calculations. Peaking factors were calculated for each lot with the formula from the City of Bozeman Design Standards. The peak flow for the development was calculated to be 87.0 gallons per minute, the 100 acres east of the subdivision produced a peak flow of 163.6 gallons per minute, and the 40 acres southwest of the subdivision produced a peak flow of 69.2 gallons per minute. This yielded a total peak flow of 319.8 gallons per minute. The sewer main was sized based on Manning's Equation with the following assumptions as per DEQ Circular 2: • "n" value equals 0.013 • 8"diameter • minimum slope of 0.4% • pipe if three quarters full The last two pipes will have a slope of 0.42% while the rest are at the minimum of 0.4%. All of the mains will be 8" diameter because they have adequate capacity; the pipes into the lift station can carry 320.5 gallons per minute which is able to carry the estimated flow of 319.8 gallons per minute. Individual sewer services will be provided for each lot within the development. The sewer service will be 4" minimum and can be seen in Appendix- Section 2 for each lot. Multi-family lots will be provided with additional services to account for the possibility of having more than one building being built on the lot. The number of services was determined by assuming that the buildings would be built in 4-plexes and that there would be 1 unit per 3000 square feet of lot area. This is assumed to be the maximum possible density possible for these lots. Drainage Fixture Units were calculated for a 4- plex to verify the size of services to the multi-family lots and can be seen in Appendix- Section 2. 1 Pavement Design and Construction—Cottonwood Road Design Considerations The performance of the pavement for Cottonwood Road along the east boundary of the proposed Loyal Garden Subdivision depends upon several factors, including(1)the characteristics of the supporting soil; (2) the magnitude and frequency of wheel load applications; (3) the quality of available construction materials; and (4)the desired period of design life. Based on the near surface materials encountered in the backhoe test pits (see Appendix- Section 7), the predominant subgrade will either be a poorly graded GRAVEL(GP) or a clayey SILT(ML) soil. We recommend excavating to subgrade depth to determine if the resulting subgrade is gravel or silt. If the subgrade is native gravel,we recommend scarifying and re-compacting the upper 12 inches of the subgrade prior to constructing the base course gravel and asphalt pavement section. If the resulting subgrade is silt, we recommend over-excavating the silt, placing a geotextile, and constructing the base course and sub-base gravel section on top of the geotextile prior to placing the asphalt surfacing. The magnitude and frequency of wheel load applications have been estimated based on a 20-year design life, and the following parameters were used along with the AASHTO Pavement Design Method of Analysis to develop flexible pavement sections as detailed below: Reliability(R)=95% Standard Deviation(So) =0.35 Design Period (N) =20 years 18-kip Equivalent Single Axle Loads (ESAL's) for Cottonwood Road= 5,000,000 CBR(gravel)=25 (Mr= 13,500 psi) CBR(silt)=3.0(Mr=4,500 psi) Design Serviceability Loss= 1.9 Flexible Pavement Requirements The proposed streets should be constructed with a total required flexible pavement thickness and individual layer thickness as follows: For those portions of Cottonwood Road where the resulting sub-grade is native GRAVEL, the pavement section should be.... 4.0 inches of Hot Mix Asphaltic Concrete 6.0 inches of Base Course Gravel (1%2 inch Minus Crushed) 9.0 inches of Sub-Base (Pit Run Gravel from Site) or Native Subgrade Gravel Scarify&Re-compact 12 inches of Native Gravel Subgrade 19.0 inches Total Pavement Section—Gravel Subgrade For those portions of Cottonwood Road where the resulting sub-grade is clayey SILT, it should be noted that these silt soils lose strength when they become saturated and are difficult to compact due to "pumping." Therefore, it is recommended that separation/stabilization geotextile be used between the silt subgrade and the gravel sub- base course to facilitate compaction during construction. If this condition occurs, additional expense should be anticipated, and a contingency for the extra costs should be incorporated into the plans and specifications. The following pavement section should be used for those portions of Cottonwood Road where the resulting sub-grade is clayey SILT. 4.0 inches of Hot Mix Asphaltic Concrete 6.0 inches of Base Course Gravel (11/Z inch Minus Crushed) 18.0 inches of Sub-Base(Pit Run Gravel from Site) Scarify and Re-compact 12 inches of Subgrade Silt Separation/Stabilization Geotextile Placed on Silt Subgrade 28.0 inches Total Pavement Section—Clayey Silt Subgrade Pavement Design and Construction—Interior Streets Design Considerations The performance of the pavement for the interior streets within the proposed Loyal Garden Subdivision depends upon several factors, including(1)the characteristics of the supporting soil; (2) the magnitude and frequency of wheel load applications; (3) the quality of available construction materials; and (4) the desired period of design life. Based on the near surface materials encountered in the backhoe test pits (see Appendix- Section 7), the predominant subgrade will either be a poorly graded GRAVEL(GP) or a clayey SILT(ML) soil. We recommend excavating to subgrade depth to determine if the resulting subgrade is gravel or silt. If the subgrade is native gravel, we recommend scarifying and re-compacting the upper 12 inches of the subgrade prior to constructing the base course gravel and asphalt pavement section. If the resulting subgrade is silt, we recommend over-excavating the silt,placing a geotextile, and constructing the base course and sub-base gravel section on top of the geotextile prior to placing the asphalt surfacing. The magnitude and frequency of wheel load applications have been estimated based on a 20-year design life, and the following parameters were used along with the AASHTO Pavement Design Method of Analysis to develop flexible pavement sections as detailed below: I Reliability(R) = 95% Standard Deviation(So) = 0.35 Design Period (N) =20 years 18-kip Equivalent Single Axle Loads (ESAL's) for Interior Streets = 100,000 CBR(gravel)=25 (Mr= 13,500 psi) CBR(silt)=3.0 (Mr=4,500 psi) Design Serviceability Loss = 1.9 Flexible Pavement Requirements The proposed streets should be constructed with a total required flexible pavement thickness and individual layer thickness as follows: 3.0 inches of Hot Mix Asphaltic Concrete 6.0 inches of Base Course Gravel (1%2 inch Minus Crushed) 6.0 inches of Sub-Base(Pit Run Gravel from Site) or Native Subgrade Gravel Scarify&Re-compact 12 inches of Subgrade *(Note: Separation/Stabilization Geotextile should be used for silty clay subgrade) 15.0 inches Total Pavement Section • It should be noted that when these clayey SILT (ML) subgrade soils become saturated, they lose strength and are difficult to compact due to "pumping." Therefore, it is recommended that a separation/stabilization geotextile be used between the silt subgrade and the gravel sub-base course to facilitate compaction during construction. If this condition occurs, additional expense should be anticipated, and a contingency for the extra costs should be incorporated into the plans and specifications. Specification Requirements for Pavement The following items should be incorporated into the project plans and specifications: 1. Hot Mix Asphaltic Concrete Surface — Montana Public Works Standard Specifications (MPWSS) Performance Graded (PG) binder having a 58-28 grade in accordance with AASHTO MP 1. 2. Crushed Base Course — Crushed Base Course 1'/2 inch Minus Gravel conforming to Section 02235 of the Montana Public Works Standard Specifications (MPWSS) - The material should be compacted to a minimum of 97 percent of AASHTO T-99 Proctor near optimum moisture content. 3. Sub-Base Course - Sub-Base Course 3 inch Minus Pit Run Gravel from site. The materials should be compacted to a minimum of 97 percent of AASHTO T-99 Proctor near optimum moisture content. 4. Separation/Stabilization Geotextile — Mirafi 60OX Woven fabric, or equal, should be used to facilitate compaction of sub-base gravels over saturated, pumping subgrade soils. The geotextile should be specified between the subgrade soils and the sub-base course gravel using the manufacturer's recommendations. General Recommendations for Pavement The analysis and recommendations submitted in this report are based upon the data obtained from the backhoe test pits excavated at the site by Thomas, Dean, & Hoskins, Inc. on February 3, 2005. Variations occur between specific sites tested, the nature and extent of which do not become evident until additional exploration or construction is conducted. A re-evaluation of the recommendations presented in this report should be made after performing on-site observations during construction to note the characteristics of any variations. The variations may result in additional foundation costs, and it is suggested that a contingency be provided for this purpose. Stormwater Treatment Solids, silt, oils, grease and other pollutants will be removed from the stormwater prior to discharge from the site as required by the City of Bozeman Design Standards. Grass lined detention ponds have been designed as part of the stormwater system. Storm drain inlets and manholes will collect heavier solids before they reach the detention ponds. The ponds provide additional treatment for grease, oils, and silt from the stormwater. Based on technical research, grass lined ponds will trap urban runoff contaminants and provide a high level of treatment. The ponds will allow time for solids to settle out of the stormwater. Grease and oils coming in contact with the grass stick to the grass and biodegrade naturally. Stormwater Conveyance Currently, in the pre-developed condition, stormwater from Loyal Garden flows to the north. A shallow ditch, draining south to north through the center of the development, collects some of the stormwater. There is another ditch on the west side of the property that carries some of the stormwater. Stormwater also infiltrates into the ground. Ultimately all of the stormwater drains off the site to the north of the development through either a 54" or 24" culvert that crosses Huffine Lane. The pre-developed runoff rate is 3.79 cfs. Post-development stormwater leaving the site will be limited to pre- development runoff rates. The proposed R-1, R-2 and R-3 lots will drain to the adjacent streets. Stormwater will flow in the gutters to either Advance Drive or Golden Gate Avenue and then flow north where it will be collected in catch basins and then piped to a corresponding detention pond. The Storm Drainage Plan, included in Appendix- Section 4, shows the pipes, catch 7 basins, manholes, and basins draining to each inlet. The 25-year flow to each inlet is calculated using the Rational formula; calculations are in Appendix- Section 3. Stormdrain inlets per City of Bozeman Standard Drawing number 02720-1A are used through the project. Inlet capacity has been determined using the Neenah Foundry Company design program; see program output sheets in Appendix- Section 3. A 25-year design storm is used to check gutter capacity. The width of flow in each street is checked to assure the width does not exceed 9.5' as required by the City of Bozeman Design Standards. Stormwater pipes are designed to handle a 25-year storm event. The Rational Method was used to determine the required pipe sizes. The calculations can be seen in Appendix- Section 3. The R-0 and R-4 lots within the north portion of the project will be required to mitigate stormwater on a lot-by-lot basis when the lots are developed. Detention facilities will be required as each lot is developed. Stormwater from the west half of the R-1, R-2, and R-3 lots west of Advance Drive will discharge into a detention pond in the northeast corner and then drain into the 24" culvert just west of the property underneath Huffine. Discharge rates will be limited to the pre- development discharge rate from the project. Stormwater Detention Stormwater ponds are used to restrict the peak outflow from the development to less than or equal the peak outflow from a projected pre-development 25-year storm. 25-year storm flows can be seen in Appendix — Section 3. There will be six detention ponds throughout the site to minimize stormdrain pipe lengths and pond sizes. The pond sizes were calculated using the City of Bozeman's Design Standards and Specifications Policy. The total area of detention ponds at an average depth of 18 inches is 20,499 square feet. Appendix- Section 4 contains the calculations of each pond along with a map showing their locations. Flood Analysis A 100-year flood plain analysis was performed on this site to determine the extent of flooding on the site during a major flood event. Flooding around the project site is complicated by many factors including: canals, parallel irrigation ditches, road ditches, springs, and ponds. The Rational Method was used on the watershed for each contributing area in order to obtain the runoff rate. See Appendix- Section 8 for the rates and map of the watershed. Existing roads and culverts influence the amount of stormwater that reaches the new subdivision. The 100-year runoff rates map in Appendix- Section 8 shows the water shed. It has been divided into sections that are influenced by roads that act like dikes and corresponding culverts that have influenced the direction and quantity of flow of water • that drains in the watershed during a major storm event. The total flow that reaches the site is restricted by the 30" culvert (labeled #11) that crosses cottonwood midway through the property and the 42"pipe (labeled#5) that crosses cottonwood just south of Huffine. These two culverts have a combined capacity of 74.8 cfs. The rest of the flow generated in areas labeled 4, 5, 6, 7, and 8 would cross Huffine in culverts located east of Cottonwood during a major storm event. The 74.8 cfs that crosses Cottonwood combines with flows generated in areas labeled 2 and 3 to generate a flow of 106.2 cfs. This flow was analyzed at the 54 inch culvert that conveys Baxter Creek. HY8 was utilized to obtain the 100-year flood elevation of water during the storm. The elevation equaled 4813.37 feet. This projected water elevation was plotted using the contours on the site and the extent of flooding was found. See Appendix- Section 8 for a map of the flooding. The water from area#1 is easily conveyed by culverts 1-3 that are located west of the site. It is seen that the 100-year storm is adequately transferred through the existing culverts throughout the watershed. Only minor flooding is caused during the projected 100-year event which contains itself to a small portion of the ditch running east-west along Huffine Lane and the Baxter Creek channel. There would not be any concern of safety or damage of property and roads during a 100-year flood event. Farmer's Canal There currently is an existing bridge that crosses the Farmer's Canal on Cottonwood. Capacity calculations were conducted on the Farmer's Canal. The ditch can carry 140.24 cfs upstream of the bridge. Representatives of the Farmer's Canal have indicated that they desire a 72" culvert to be installed. A 72"pipe can carry 285 cfs at a d/D of 0.9 and a slope of 0.4%. The City of Bozeman Design Standards require that 140.24 cfs be carried plus overflow capacity that would total 267.5 cfs. Calculations can be seen in Appendix- Section 9. Culvert Calculations Many existing culverts are located throughout the watershed. The culverts that are of importance are: seven under Huffine Lane, two under Cottonwood Road, and one under Stucky Road. See Appendix- Section 6 for a map of the culvert locations and sizes. HY8 was used to analyze the capacity of each culvert and the resulting elevation of water. The culvert's characteristics and the downstream channel characteristics were input into the program. Flows generated by a 25-year storm event were analyzed to see if the culverts have adequate capacity to convey the water. All of the existing culverts are sufficient to convey the 25-year storm. f Three new culverts will be installed to carry the realigned ditch connecting Farmers 1 Canal to Baxter Creek. The culverts will convey water under the access road for the canal, Loyal Drive, and Alpha Drive. The City of Bozeman has a minimum requirement of a 24" RCP for roadway crossings. The ditch's capacity is 28.7 cfs. For the three culverts along the realigned ditch it is rather difficult to have a 25-year storm capacity because the flow of the ditch is mostly determined by the headgate on Farmers Canal. So if the main channel capacity is doubled, 57.5 cfs would need to be transferred. A 30" diameter pipe can carry 58.8 cfs which is more than sufficient to carry the overflow of the new ditch culverts. However, since a 36"pipe was installed under the access road the two remaining pipes will also have an equivalent pipe capacity equal to that of the 36" pipe. See Appendix - Section 6 for the location of the culverts on the realigned ditch. One new culvert will need to be installed under Advance Drive where it connects into Huffine Lane. There will be a high point in the ditch between Advance Drive and the 54" culvert to force the water either west under Advance to the 24" CMP or east to the 54" CMP. The new culvert will be 24"RCP as per city standards and will carry approximately 24.6 cfs at a one-percent slope. An emergency overflow path of 100-percent of the whole culvert's 25-year storm capacity is required because the new culvert's area is less than twenty square feet. The contributing area for the new 24"RCP was determined and the 25-year runoff rate was found to be 1.26 cfs. This is the rate before development because Block 1, Lot 11 will be required to mitigate stormwater due to development. The culvert is sufficiently sized to i carry twice the flow. Groundwater The groundwater at the site of the proposed Loyal Garden Subdivision has been monitored in 13 wells from March 29, 2005, to the present time. The elevations of the three ponds onsite were also monitored from May 31, 2005 to July 2, 2005. Monitoring is being performed primarily for design and construction purposes. Test pit locations, monitoring well locations, and a record of the groundwater elevations measured from the ground surface is provided in Appendix- Section 5. Water levels varied from 9.48 feet below ground surface (bgs) to 0.63 feet bgs during the period of testing. The highest water level was observed in the south west corner of the property in well E-1, this well is close to a ditch so it would fluctuate between high levels and dry conditions depending on if water was running in the ditch. The lowest water levels appear in the northwest corner and the southeast corner of the property in well A-1 and F-4. Road profiles throughout the development are set above existing ground. Basements are not recommended for buildings within the development. Traffic Signage t A schematic traffic signage plan has been included per DRC review comments in Appendix- Section 10, APPENDIX - Section I Water i - JUNCTION MAP 1 © z- / ; 0 e n R - & / 2E & E K 2 ° I 2 § §° ; < � � 7 \ 2g 99-d 2 zs : 7 \ \k / � § E / $ 7 o $ < $ 2 C § \ / 0 0 � 2 2to e 3 _ 1 ---� � . } � � LO EBa �Ba c d g 4 § ad.= § & ° a Ed c 00;2 © - \ - � 0 ® �k to;0: 2 [ j; 3) � 2 ■ 2� ° =� s a � ; d 0 \ | iC � _ § \ ° ®� ^� \ § � � § * �6 a � Ix E } % MEk co w pAe3 EL ID- ul ss f 9 , e« � � CD \ 10 @«- I § g jR w . �, \ I . § L M \ § \ ) \ § ` IL2 LU @ m _ � < S E� q - 6zd/ 7 ■L ES w _ n 4 f i } 9 4 d. "'- - E� sa 2 ; f _ - 9— �zd CL 0. CL IL � 0- / E \ r � .§ WATER DEMAND SPREADSHEET j 's Loyal Garden Subdivision 6/20/2006 Water Demand Junction Block Lot Zone Units People GPD ave Max Hour Max Day (1/3000sf) (2.54/unit) (200gal/per day) (3*ave.hr)gpm (2.5*ave.day) J-66 1 1 R-0 - 22 4473.7 9.320 11184.2 J-67 1 2 R-0 21 4109.0 8.560 10272.5 J-67 1 3 R-0 - 18 3515.9 7.325 8789.7 J-9 1 4 R-3 1 2.54 508 1.058 1270 J-9 1 5 R-3 1 2.54 508 1.058 1270 J-9 1 6 R-3 1 2.54 508 1.058 1270 J-9 1 7 R-3 1 2.54 508 1.058 1270 J-9 1 8 R-3 1 2.54 508 1.058 1270 J-9 1 9 R-3 1 2.54 508 1.058 1270 J-9 1 10 R-3 1 2.54 508 1.058 1270 J-52 1 11 R-4 - 46 9103.1 18.965 22757.7 J-8 3 1 R-3 1 2.54 508 1.058 1270 J-8 3 2 R-3 1 2.54 508 1.058 1270 J-8 3 3 R-3 - 8 1679.1 3.498 4197.6 J-52 3 4 R-3 - 6 1181.9 2.462 2954.9 J-83 3 5 R-3 1 2.54 508 1.058 1270 J-83 3 6 R-3 1 2.54 508 1.058 1270 J-46 3 7 R-3 1 2.54 508 1.058 1270 J-46 3 8 R-3 1 2.54 508 1.058 1270 J-46 3 9 R-3 1 2.54 508 1.058 1270 J-46 3 10 R-3 1 2.54 508 1.058 1270 J-7 3 11 R-3 1 2.54 508 1.058 1270 J-7 3 12 R-3 1 2.54 508 1.058 1270 J-7 3 13 R-3 1 2.54 508 1.058 1270 J-7 3 14 R-3 1 2.54 508 1.058 1270 J-7 4 1 R-2 1 2.54 508 1.058 1270 J-7 4 2 R-2 1 2.54 508 1.058 1270 J-7 4 3 R-2 1 2.54 508 1.058 1270 J-7 4 4 R-2 1 2.54 508 1.058 1270 J-7 4 5 R-2 1 2.54 508 1.058 1270 J-46 4 6 R-2 1 2.54 508 1.058 1270 J-46 4 7 R-2 1 2.54 508 1.058 1270 J-46 4 8 R-2 1 2.54 508 1.058 1270 J-46 4 9 R-2 1 2.54 508 1.058 1270 J-46 4 10 R-2 1 2.54 508 1.058 1270 J-46 4 11 R-2 1 2.54 508 1.058 1270 J-40 4 12 R-2 1 2.54 508 1.058 1270 J-40 4 13 R-2 1 2.54 508 1.058 1270 J-40 4 14 R-2 1 2.54 508 1.058 1270 J-40 4 15 R-2 1 2.54 508 1.058 1270 J-40 4 16 R-2 1 2.54 508 1.058 1270 J-40 4 17 R-2 1 2.54 508 1.058 1270 J-40 4 18 R-2 1 2.54 508 1.058 1270 J-5 4 19 R-2 1 2.54 508 1.058 1270 J-5 4 20 R-2 1 2.54 508 1.058 1270 J-5 4 21 R-2 1 2.54 508 1.058 1270 Loyal Garden Subdivision 6/20/2006 Water Demand Junction Block Lot Zone Units People GPD ave Max Hour Max Day (1/3000sfl (2.54/unit) (200gal/per day) (3*ave.hr)gpm (2.5*ave.day) J-5 4 22 R-2 1 2.54 508 1.058 1270 J-5 4 23 R-2 1 2.54 508 1.058 1270 J-5 5 1 R-2 1 2.54 508 1.058 1270 J-5 5 2 R-2 1 2.54 508 1.058 1270 J-5 5 3 R-2 1 2.54 508 1.058 1270 J-5 5 4 R-2 1 2.54 508 1.058 1270 J-5 5 5 R-2 1 2.54 508 1.058 1270 J-40 5 6 R-2 1 2.54 508 1.058 1270 J-40 5 7 R-2 1 2.54 508 1.058 1270 J-40 5 8 R-2 1 2.54 508 1.058 1270 J-40 5 9 R-2 1 2.54 508 1.058 1270 J-40 5 10 R-2 1 2.54 508 1.058 1270 J-40 5 11 R-2 1 2.54 508 1.058 1270 J-40 5 12 R-2 1 2.54 508 1.058 1270 J-34 5 13 R-2 1 2.54 508 1.058 1270 J-34 5 14 R-2 1 2.54 508 1.058 1270 J-34 5 15 R-2 1 2.54 508 1.058 1270 J-34 5 16 R-2 1 2.54 508 1.058 1270 J-34 5 17 R-2 1 2.54 508 1.058 1270 J-34 5 18 R-2 1 2.54 508 1.058 1270 J-34 5 19 R-2 1 2.54 508 1.058 1270 J-13 5 20 R-2 1 2.54 508 1.058 1270 J-13 5 21 R-2 1 2.54 508 1.058 1270 J-13 5 22 R-2 1 2.54 1 508 1.058 1270 J-13 5 23 R-2 1 2.54 508 1.058 1270 J-13 5 24 R-2 1 2.54 508 1.058 1270 J-13 5 25 R-2 1 2.54 508 1.058 1270 J-13 6 1 R-2 1 2.54 508 1.058 1270 J-13 6 2 R-2 1 2.54 508 1.058 1270 J-13 6 3 R-2 1 2.54 508 1.058 1270 J-13 6 4 R-2 1 2.54 508 1.058 1270 J-13 6 5 R-2 1 2.54 508 1.058 1270 J-13 6 6 R-2 1 2.54 508 1.058 1270 J-13 6 7 R-2 1 2.54 508 1.058 1270 J-34 6 8 R-2 1 2.54 508 1.058 1270 J-34 6 9 R-2 1 2.54 508 1.058 1270 J-34 6 10 R-2 1 2.54 508 1.058 1270 J-34 6 11 R-2 1 2.54 508 1.058 1270 J-34 6 12 R-2 1 2.54 508 1.058 1270 J-34 6 13 R-2 1 2.54 508 1.058 1270 J-28 6 14 R-1 1 2.54 508 1.058 1270 J-28 6 15 R-1 1 2.54 508 1.058 1270 J-28 6 16 R-1 1 2.54 508 1.058 1270 J-28 6 17 R-1 1 2.54 508 1.058 1270 J-28 6 18 R-1 1 2.54 508 1.058 1270 J-28 6 19 R-1 1 2.54 508 1.058 1270 Loyal Garden Subdivision 6/20/2006 Water Demand Junction Block Lot Zone Units People GPD ave Max Hour Max Day (1/3000sf) (2.54/unit) (200gal/per day) (3*ave. hr)gpm (2.5*ave.day) J-28 6 20 R-1 1 2.54 508 1.058 1270 J-3 6 21 R-1 1 2.54 508 1.058 1270 J-3 6 22 R-1 1 2.54 508 1.058 1270 J-3 6 23 R-1 1 2.54 508 1.058 1270 J-3 6 24 R-1 1 2.54 508 1.058 1270 J-3 6 25 R-1 1 2.54 508 1.058 1270 J-3 6 26 R-1 1 2.54 508 1.058 1270 J-3 7 1 R-1 1 2.54 508 1.058 1270 J-3 7 2 R-1 1 2.54 508 1.058 1270 J-3 7 3 R-1 1 2.54 508 1.058 1270 J-3 7 4 R-1 1 2.54 508 1.058 1270 J-3 7 5 R-1 1 2.54 508 1.058 1270 J-3 7 6 R-1 1 2.54 508 1.058 1270 J-28 7 7 R-1 1 2.54 508 1.058 1270 J-28 7 8 R-1 1 2.54 508 1.058 1270 J-28 7 9 R-1 1 2.54 508 1.058 1270 J-28 7 10 R-1 1 2.54 508 1.058 1270 J-28 7 11 R-1 1 2.54 508 1.058 1270 J-28 7 12 R-1 1 2.54 508 1.058 1270 J-21 7 13 R-1 1 2.54 508 1.058 1270 J-21 7 14 R-1 1 2.54 508 1.058 1270 J-21 7 15 R-1 1 2.54 508 1.058 1270 J-21 7 16 R-1 1 2.54 508 1.058 1270 J-21 7 17 R-1 1 2.54 508 1.058 1270 J-21 7 18 R-1 1 2.54 508 1.058 1270 J-2 7 19 R-1 1 2.54 508 1.058 1270 J-2 7 20 R-1 1 2.54 508 1.058 1270 J-2 7 21 R-1 1 2.54 508 1.058 1270 J-2 7 22 R-1 1 2.54 508 1.058 1270 J-2 7 23 R-1 1 2.54 508 1.058 1270 J-2 7 24 R-1 1 2.54 508 1.058 1270 J-8 8 1 R-3 1 2.54 508 1.058 1270 J-8 8 2 R-3 1 2.54 508 1.058 1270 J-8 8 3 R-3 1 2.54 508 1.058 1270 J-8 8 4 R-3 1 2.54 508 1.058 1270 J-8 8 5 R-3 1 2.54 508 1.058 1270 J-8 8 6 R-3 1 2.54 508 1.058 1270 J-8 8 7 R-3 1 2.54 508 1.058 1270 J-7 8 8 R-3 1 2.54 508 1.058 1270 J-7 8 9 R-3 1 2.54 508 1.058 1270 J-7 8 10 R-3 1 2.54 508 1.058 1270 J-7 8 11 R-3 1 2.54 508 1.058 1270 J-7 8 12 R-3 1 2.54 508 1.058 1270 Loyal Garden Subdivision 6/20/2006 Water Demand Junction Block Lot Zone Units People GPD ave Max Hour Max Day (1/3000sf) (2.54/unit) (200gal/per day) (3*ave.hr)gpm (2.5*ave.day) J-37 9 1 R-2 1 2.54 508 1.058 1270 J-37 9 2 R-2 1 2.54 508 1.058 1270 J-37 9 3 R-2 1 2.54 508 1.058 1270 J-37 9 4 R-2 1 2.54 508 1.058 1270 J-37 9 5 R-2 1 2.54 508 1.058 1270 J-13 9 6 R-2 1 2.54 508 1.058 1270 J-13 9 7 R-2 1 2.54 508 1.058 1270 J-13 9 8 R-2 1 2.54 508 1.058 1270 J-13 9 9 R-2 1 1 2.54 508 1.058 1270 J-13 9 10 R-2 1 2.54 508 1.058 1270 J-3 10 1 R-2 1 2.54 508 1.058 1270 J-3 10 2 R-2 1 2.54 508 1.058 1270 J-3 10 3 R-2 1 2.54 508 1.058 1270 J-3 10 4 R-2 1 2.54 508 1.058 1270 J-3 10 5 R-2 1 2.54 508 1.058 1270 J-2 10 6 R-1 1 2.54 508 1.058 1270 J-2 10 7 R-1 1 2.54 508 1.058 1270 J-2 10 8 R-1 1 2.54 508 1.058 1270 J-2 10 9 R-1 1 2.54 508 1.058 1270 Loyal Garden Subdivision Water Demands Junctions # Lots People GPD ave GPD ave Max Hour Max Day (gallday) gpm gpm gpd J-2 10 25.4 5080 3.53 10.58 8.82 J-3 17 43.2 8636 6.00 17.99 14.99 J-5 10 25.4 5080 3.53 10.58 8.82 J-7 14 35.6 7112 4.94 14.82 12.35 J-8 10 31.3 6251 4.34 13.02 10.85 J-9 7 17.8 3556 2.47 7.41 6.17 J-13 18 45.7 9144 6.35 19.05 15.88 J-21 6 15.2 3048 2.12 6.35 5.29 J-28 13 33.0 6604 4.59 13.76 11.47 J-34 13 33.0 6604 4.59 13.76 11.47 J-37 5 12.7 2540 1.76 5.29 4.41 J-40 14 35.6 7112 4.94 14.82 12.35 J-46 10 25.4 5080 3.53 10.58 8.82 J-52 2 51.4 10285 7.14 21.43 17.86 J-66 1 22.4 4474 3.11 9.32 7.77 J-67 2 38.1 7625 5.30 15.89 13.24 J-83 2 5.1 1016 0.71 2.12 1.76 TOTAL 154 496 99247 68.92 206.76 172.30 CALIBRATION CALCULATIONS rJ Y. n. [vv) -+orivi ivo. qqD r. I/ I ,vlaN pabu I of I ('Vfl Oki Woof ArcIMS HTML Viewer Ma M— I�t)N-SI 12.1 n c �rl�Gh p i ` ZdIS 1R I FZ I10 p, HUFFINE LN a 688 Feet Map oma ed vdh prdMS-Co pyrlgFt(C)1982,2p02 ESRI Ino.� Legend * Pre Hydrants Subtype — Carrier Roads <all other velues> ROADNAME ALLEY DRIVEWAY UNK http://192.169.0.2/serviet/com.asri.esrimap,Esrimap?ServiceNamemquarter sections&Cti... 11/15/2005 Map Output Page 1 of 1 r ArcIMS HTML Viewer Ma 2.1 n qha. lioncn , Ssi HUFFINS LN ' 103 n 5e9 Feet Map,mated vdhprdMS-CQpyrtght(C)1992-2002 ESRI Ino. Legend f Fire Hydrants Subtype -- Carrier Roads <all other values> ROAD NAME ALLEY DRIVEWAY UNK y httpi"'d21t9Z�t 'oN,rvlet/com.egri.errimap.Esdmap?ServiceNanie-quarter sectiwdWE •.500Z �Z 'noN Scenario: Base Fire Flow Analysis Junction Report Label Elevation Zone Type Base Flow Pattern Demand Calculated Pressure (ft) (gpm) Calculated fydraulic Grad (psi) (gpm) (ft) COTTONWOOD-PITO 4,811.03 Calibration Demand 1,519.40 Fixed 1,519.40 5,057.10 106.46 COTTONWOOD-S/R 4,810.00 Calibration Demand 0.00 Fixed 0.00 5,064.38 110.06 7 I/O ✓ RESORT-PITO 4,812.88 Calibration Demand 1,453.10 Fixed 1,453.10 5,053.42 104.07 RESORT-S/R 4,820.14 Calibration Demand 0.00 Fixed 0.00 5,058.24 103.01 /1)3 v Title: Madill Project Engineer:Nichole Joyce j:\...\loyal garden\loyal garden_final.wcd Thomas,Dean&Hoskins Inc WaterCAD v6.5[6.5120] 05/09/06 09:37:03 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Base - S _ �-r C CAL r 62,4T t o� Fire Flow Analysis Junction Report Label Elevation Zone Type Base Flow Pattern Demand Calculated Pressure (ft) (gpm) Calculatedl iydraulic Grad (psi) (gpm) (ft) COTTONWOOD-PITO 4,811.03 Calibration Demand 0.00 Fixed 0.00 5,087.20 119.49 COTTONWOOD-S/R 4,810.00 Calibration Demand 0.00 Fixed 0.00 5,087.20 119.93 --?/zo RESORT-PITO 4,812.88 Calibration Demand 0.00 Fixed 0.00 5,085.79 118.08 RESORT-S/R 4,820.14 Calibration Demand 0.00 Fixed 0.00 5,085.79 114.93 >I IS Title:Madill Project Engineer: Nichole Joyce j:\...\loyal garden\loyal garden_final.wcd Thomas,Dean&Hoskins Inc WaterCAD v6.5[6.5120] 05/09/06 09:37:30 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 1997 UNIFORM FIRE CODE DIVISION III FIRE PROTECTION Division III FIRE PROTECTION APPENDIX III-A FIRE-FLOW REQUIREMENTS FOR BUILDINGS (See UFG$action 903.3) SECTION 1 —SCOPE 4.2 Area Separation. portions of buildings which are separated by one or more four-hour area separation walls constructed in ac- 'f'Ite procedure determining fire-flow requirements for buildings or portions of buildings hereafter constructed shall be in accord, cordance with the Building Code,without openings and providedwith a 30-Inch(762 mm)parapet,arc allowed to be considered as anCt with Appendix III-A.Appendix III-A does not apply to strut- separate fire areas. tutus other than buildings. 4.3 Type I and Type II-F.Ii. Construction. The fire area of SECTION 2—DEFINITIONS buildings aanstmcted of Type I and Typo Il-1?It.construction shall For the purpose of Appendix III-A,certain terns are defined as be the Area of the three largest successive floors. follows. FI R AREA,Is the floor area,in square feet,used to determine SECTION 5---FIRE-FLOW REQUIREMENTS FOR the required fire flow. BUILDINGS 1N=FLOW is the flow rate of a water supply,measured at 20 psi(137.9 kPa)residual pressure,that is available for firefighting. 5.11 One-and Tiro-Family Dwellings. 71ie minimum firs flow and flow duration requirements for one.and two-family dwellings SECTION 3—MODIFICATIONS having a fire arcs which does not exceed 3,600 square toot(344.5 m�shall be,1,000 gallons per minute(3785.4 Umin.).Fire flow 3.1 Decreases. Firc-flow requirements may be modified down• and flow duration for dwellings having a firs area in excess of ward by the chief for Isolated buildings or a group of buildings in 3+6M square feet(344.5 m2)shall not be loss than that specified in rural areas or small communities where the development of frail Table A-TIT-A-1. fire-flow requirements is impractical. IOC MION3 A reduction In required firo flow of 50 powni,as 3.2 1w essee. Film flow may he modified upward by the chief apprn'cA is allowed when the building is provided with an epprovO Ij where conditions indicate an unusual susccptibr7ity to group fires automadoaprinklerayatem. or conflagrations.Ad upward modi6cadon shall not be more than 5:2 Buildings afher than One- and Two-Family Dwell- twice that rent kW for the building under consideration. bkge. The minimum fire How and flow duration for buildings oth- er than one. and two-family dwellings shall he as specified in SECTION 4—FIRE AREA Table A-TII-A-1. 4.1 general. The fire arcs shall be the total floor Brea of all floor RXCEIR'ION. A reductiou in mquirod faro flow of up to 75 par- oegr,as approved,is dlowed when the buildinngg Its pmvldad with an app-- Icvels within the exteflor wells,and under the horlmntal project proved autmatic sprialer system.The reeulBng fire flow andl not be Lions of the roof of a building,except as modified in Section 4. tea than 1,5110 Sallow per minute(5677.5 Idmin.). � 4 1-301 .S` `APPENDIX III-A. 1997 UNIFORM FIRE CODE TABLE A-111-A-1—MINIMUM REQUIRED FIRE FLOW AND FLOW DURATION FOR BUILDINGS Hill AREA I,Were 1ee0 )1Er PLOW w OAM ler ml: 1II am . r tvee I•F.h', -- Tf1e p OneaiR. TNe N ,T a NLQW JI•F.R. nI bne F.� Y�ne.11lf,f Type V Nl Y 4lnlaror RAIJON 0.22,7110 0.12,700 n-8,200 0-5,9O0 0-3,600 is00 22,701.30;20n 12,701-17,000 8,201-10,900 5,9n1.7,900 3,601-4,8n0 1,750 30,201-38,700 17,001-21,PM 10,901.12,900 7,901-9,R0n 4,801.6,200 2,000 18,701.48,300 21,en1-24,200 12,901-17,400 9,801-12,600 6,201-7,7nO 2,250 2 48,301-59,000 24.201-33,200 17001.21,300 M601-15,400 7,701.9,400 2,500 59,001-70,900 33,2f11-39,700 2001-25,5110 15,401-18,400 9,401-11,3n0 2,730 70,901-A3,700 39,701.47,106 25,501-30,100 18,401-21,800 11,301-13,400 3,000 83,701.97,70n 47,101-54,900 30,101-33,200 21,8n10,900 13,401-15,6n0 3,25n 97,701.11.2,700 54,90143,400 35,201.40,600 25,9014441m 15,601.18,000 3,500 3 112,701-128,700 63,401-12,400 40;6f11-46,400 29,301-33,500 18,00140,600 3,750. 14701-145,900 12,401.82,100 46,401-52,500 33,501-37.900 20,601-23,300 4,000 145,901-104,200 82,101-92,400 52;$01-59,100 37,901-42,7(1(1 23,301-26,300 4,250 164,201.183,4cm 92,401-103,100 59,101-66;Onn 42,701-47,700 26,301.29,300 4,500 181,401.-203,700 103,101-114,600 6d,001-73,300 47,701-53,OW 29,301-32,600 4,750 203,701.225,2110 114,401.126,700 73,301-81,100 53,001-58,600 32,601-36AM1 51000 225,2nt-247,700 126,701439,400 R1,101.891200 58,601-63,400 36,MIt39,600 512550 247,701-271,= L19,401-152,6110 69,201-97,700 65,401.70,600 39,601-43,400 5 sm 271,201.295,900 152,601-166,500 97,701-106,500 70r601-77,000 43,401-47,400 5,750 295,9n1-Ciroata 166,SOi-Qrcaocr 106,501.1151800 77,001-83,700 47,401.51500 64000 4 115,801-125,5m 83,701-90,6W 51,501,55,700 6,250 " 175,501-135,5W 90,601-97,900 55,701-60,200 6,300 " - 135,501-145,800 97,901-106,800 60,201.64,8Q0 6,750 " 145,801.1564700 106,801-113,200 64,An1=0.600 7,000 " 156,701-ib7,91M) 113,2n1-1R1,300 69,601.14,6(K1 7,230 167,901-179AW 12t,301.129,6W 74,601-79,800 7„S00 179,401-191,4nn 129,WI-138,311M 79,801.85;100 7,750 191,401-0Rata 128,301-0roawr 8,000 tyPca of construttlon ere txtsed uppoon the)3ulidin Code. ZMcusurcd Al 20 psi(137.9 kPA),Ste�Pcndix I A S-4194 2. r.• 1-302 ; ---- nrrartuix IH-B APPENDIX III-B FIRE HYDRANT LOCATIONS AND DISTRIBUTION (See UFC Section 903.4.2) SECTION 1 —SCOPE SECTION 4—CONSIDERATION OF EXISTING FIRE Fire hydrants shall be provided in accordance with Appendix HYDRANTS III-B for the protection of buildings,or portions of buildings,here- Existing fire hydrants on public streets are allowed to be eonsid- after constructed. eked as available. Usting fuE hydrants on adjacent properties shall not be considered available unless fire apparatus access SECTION Z—LOCATION roads extend between properties and easements are established to prevent obstruction of such roads. Fire hydrants shall be provided along required fire apparatus ac- eeae roads and adjacent public strcets, SECTION 5—DISTRIBUTION OF FIRE HYDRANTS SECTION 3---NUMBER OF FIRE HYDRANTS The average spacing between fire hydrants shall not exceed that listed in Table A-III-1914. 7be minimum number of fare hydrants available to a buildlni shall 11MCI P ONt TIC Chief may accept a deficiency of up to 10 per- not be laces than that listed iR Table A-III.134.The number of flro mat whore exiet1in8 fire hydrants pmvido aU or a portion of the tequired hydrants available to it complex of subdivision shah not be leas fire hydraotaonAm. than that determined by sppattring requirements listed in Thbic Regardless of the average spacing,Are hydrants shall be located A-III-B-1 when applicd to rm apparatus access roads and pedme- such that all points on streets rind access roads adjacent to a build. ter public streets from which fire operations could be conducted. ing are within the distances listed in Table A-1l1-B-1. TABLE/RANI-B-I—NUMBER AND DISTRIBUTION OF FIRE HYDRANTS 1NIt?1�1.01N IIEOUIItEaIENT(trnnr) •VQIA�SM0,M BE7YSEEN M1Y srti�T�FppIIOAD �MBr�qMq PRO W 1D s NrohAt e>.7M for L/mk% MINIMUM NO.C*HYDRANTS •804.6 for rnen 1,750 or Ic= 1 S00 250 -2,2-50 2 450 225 2,500 3 450 225 3,500-4,9DO 4 35S0 2210 4,50ct-5,000 S 300 180 S,SOo g 250 3Iq 00 6 �6,0 6,500-7,000 7 250 150 150 7,500 or more 8 or snores 200 120 Reduce by 100 feet(30 W mm)for dead-end slroetS or nwds, sWbore Streets are ppmmv�lded with median dividers which cut be croamod by fire�tcrx (ling hose knee,or Arterial atmcts ere provided with four or more rrsfc law and have a traffic eounl of more rain 30,000 vchick3 per day,hydrant shall avorAge 500 fed(152-4 m)on each rdde of the street and he attangcd on An allemating baitis up tontiro-flow raqulrcrncnt o(7,000 Salim pet minute(26 95 f.hnin.)and 400 feet(122 m)fot higher fire-flow requirements, 3Whoa raw water tnaim are oxteodod along Streets where hydrants are not needed for protWion of sowums or similar fire problems,fire hydrsnls Shall be prof. vidcd at npaclae not to exceed 1,000 feet(305 m)to pmvidc for Iranaporation hazards. 4Iteduce by 50 feet(1S 240 mm)for dead-end s(rcctq or'roads. SOne hydrant for each 1,000 gallons per minute(3795 Umin.)or fractlon thereof, AVERAGE DAY JUNCTION AND FIRE FLOW REPORT MAX DAY JUNCTION AND FIRE FLOW REPORT MAX HOUR JUNCTION AND FIRE FLOW REPORT nor U N T_ � W r a1 (D a) L W ro U (D tl Z � ac U C � a N w3 U a) O IL a7 W (D Lb M O n n n LO W 0 O O M M M N W W 0 W m n m m W W D 0 N N W m M O m W M O M N O W M 0 W W N M M W O N W N n � N m W ( rll� ( rl� ( m N m O ( N c m O O ( Nnr ( O O m r N r n 0) 0) CO (D n 00 0) 0) r r M Cl) Cl) (D N W 0 (O W M r M M M W M M m M v v 'q d' (0 (0 n n W 0 O r r M M M (O M (0 n (O W M 0 W W 0 00 t (O 0 M 0 0 W (n Cl) r O O O O O O O O O r r O O O O r r O O r O O O O O O O O O O r N a%ia 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 r r r r r r r r r r r rrrr .- r r r r r r r r r r r r r r r r r r r r + T 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 rrrr r r T n. 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N ILL E -i '•i � - =� m -i lLL LLL lL ILL Q � U -3 � � � � -i L LL 0 � n � � ILL M LL LL -� -7 '� '� =� '� -� lL ILL � � LL L LL LL -� 4 -; LL ^O WATER SERVICE CALCULATIONS I ®f Bozetnz� 34N Rouse.,-✓e• P® Box 1230 Bozeman MT 59771-1230 Phone: 4-06.582.2375 - Fax: 406.582.2355 Building Division Project Address:JOY41, 67,42PEN— FArniL'Y Owner/Contractor: Permit Number: Proposed Water Meter Size: MULTPLE-RESIDENTIAL WATER SERVICE CALCULATION WORKSHEET Standard Design Water Supply Fixture Units Appliances and Fixtures Fixture Units Number of Fixtures #Units Bathtub/Combination Tub/Shower 4.0 X = y Clothes washer 4.0 X 1 = 4- Dishwasher 1.5 X I = I•S Hose Bibb 2.5 X I Additional Hose Bibb(each) 1.0 X Lavatory 1.0 X _3 Kitchen Sink 1.5 X 1 Laundry Sink 1.5 X I Shower(per head) 2.0 X 2 = `� Water closet(1.6 GPF) 2.5 X _,3 = 4.5- Total Number of Fixture Units a9•S Fixture Unit Tables for Determining Water Pipe&Meter Size Pressure Range—Over 60 PSI Circle the length in feet to the farthest fixture and applicable service,meter and branch sizes below based on the total number of fixture units detailed above Maximum Allowable Leng1h in feet Meter Supply 60' 80' 100, 150' 200' and and Service Branches V V 20 20 20 17 13 '/a°' 1" 39 39 39 30 1" 1" 39 39 39 38 f32- V 1'/4" 39— 39 39 1" 1'/4" 78 78 78 74 62 1'/2" 1'/4" 78 78 78 78 74 1" 1%2"/2" 85 85 85 85 85 1'/Z" 1'/Z" 151 151 151 151 151 2" 1'/z" 151 151 151 151 151 1'/2" 2" 370 370 370 360 335 2" 2" 370 370 370 370 370 NOTE:Appendix A of the 2000 Uniform Plumbing Code:Recommended Rules for Sizing Water Sunnly Systems,_ a registered Montana mechanical engineers design,or manufacture's design specifications may be utilized in lieu of this design method.Provide information to the Building Division for review. 0 34 N Rouse—,_,e • PO Pox 1230 Bozeman MIS' 59771-1230 Phone: 406.582.2375 • Fax: 406.582.2355 Building Division Project Address: 1,0�& 64af ) N — alx-ri fknlLYOwner/Contractor: Permit Number: Proposed Water Meter Size: MULTPLE-RESIDENTIAL WATER SERVICE CALCULATION WORKSBEET Standard Design Water Supply Fixture Units Appliances and Fixtures Fixture Units Number of Fixtures #Units MUI,T1 FAM iLY N— PLFX 01 r-H a,/a [i�+TIF(z oon�s Bathtub/Combination Tub/Shower 4.0 X Clothes washer 4.0 X = I� Dishwasher 1.5 X _ _ LP Hose Bibb 2.5 X _4 = 117 Additional Hose Bibb(each) 1.0 X = Lavatory 1.0 X ►(� _ I la Kitchen Sink 1.5 X Laundry Sink 1.5 X q Shower(per head) 2.0 X g = I Lo Water closet(1.6 GPF) 2.5 X Total Number of Fixture Units 13a Fixture Unit Tables for Determining Water Pipe&Meter Size Pressure Rana e—Over 60 PSI Circle the length in feet to the farthest fixture and applicable service,meter and branch sizes below based on the total number of fixture units detailed above Maximum Allowable Length in feet Meter Supply 60' 80' 100, 150' 200' and and Service Branches 3/a" '/a" 20 20 20 17 13 3/4" 1" 39 39 39 35 30 1" 1" 39 39 39 38 32 3/4" 1'/0" 39 39 39 39 39 1" 1'/4" 78 78 78 74 62 1'/Z" 1'/4" 78 78 78 78 74 1" 1%"/ " 85 85 _ 85 85 1 w, 151 151 151 _1.�.1_? 2" 1'/Z" 151 151 151 151 151 1'/z" 2" 370 370 370 360 335 2" 2" 370 370 370 370 370 NOTE:Appendix A of the 2000 Uniform Plumbing Code:Recommended Rules for Sizing Water Supply Systems,a registered Montana mechanical engineers design,or manufacture's design specifications may be utilized in lieu of this design method.Provide information to the Building Division for review. 1� APPENDIX - Section 2 Sewer J:\2005\B05-002\SURVEY\PLATS and EMENTS\5002PLAT.dwg,Model,11/30/2005 11:50. ,1M,TDH Bozeman,RJD 0 BLOCK 1.1 BLOCK ]0 DLOCK .10 III.00k 9 �SsaC'itt11SN 1�5i....l gg g8o 'l.ltiGGf� ggR-'g IS '/�(oA;A fgy l{ 2g LQ�;I`H: H4S- 1 s5 g� tS LXi�V VG[; 1 .! 'mo /� $- $a 8^ 8� 8� 8� u 8' $a Sat y.. yo 8"• 8k 8� N y.- Nz S^a 8^xm 8 � S^ 8 8' A � z V P-� P-r P- P zy P,i �U 9 co ---- N -. � .� t•% n� ;3Z Sao - - - vas GN 'e + u r3w nu au RI�� ✓ a qu a auN va aaao r G� s $. s v ao t' <r N q' a v �, y x� a y�vas`� v yo a a �y�V � q- •G- 'V - _ a 1 qV `p it q bO yM u. 1 •f y g �.'� it y O y y" �'° b�Vds N3a �� 8y �- •% 80 � �m � '� ao � s v .o � ym '�' v a �u p 3� •o b 3�vas C0 iSo _ ��• r ,o .SI gi. yJ f 5Rao 'p N a y N G C. yu n a a a _ JA V q n C v ua 0 0 P� Hydraulic Flow in Circular Pipe using Mannings Equation n = 0.013 1 d/D =1 0.75 Slone= 0.004 Diameter= 8 D Theta R d Hydra Flow Flow I Flow Velocitv (ft) Radians (ft) (ft) Radius Area cfs) (m d) (fps) 0.67 4.189 0.33 0.50 0.201 0.281 0.70 0.45 2.48 313 gpm Hydraulic Flow in Circular Pipe using Mannings Equation n = 0.013 d/D = 0.75 Slope= 0.02 Diameter= 4 D Theta R d Hydra Flow I Flow Flow Velocity ft) Radians ft (ft) Radius Area cfs) (m d f s 0.33 4.189 0.17 0.25 0.101 0.070 0.25 0.16 3.49 11 110 pm Hydraulic Flow in Circular Pipe using Mannings Equation n = 0.013 d/D = 0.75 Slope = 0.0042 Diameter= 8 D Theta R d Hydra Flow Flow Flow Velocity (ft) Radians (ft) (ft) Radius Area (cfs) (mgd) (fps) 0.67 4.189 0.33 0.50 0.201 0.281 0.71 0.46 2.54 320.481 gpm Hydraulic Flow in Circular Pipe using Mannings Equation n = 0.013 d/D = 0.75 Slope= 0.004 Diameter= 8 D Theta R d Hydra Flow Flow Flow Velocity (ft) Radians (ft) (ft) Radius Area (cfs) (mgd) (fps) 0.67 4.189 0.33 0.50 0.201 0.281 0.70 0.45 2.48 312.758 gpm Loyal Garden 6/21/2006 Sewer Service Sizing 4 inch service @ 2%will carry 110 GPM with a friction Factor of 0.013 City of Bozeman Design Standard Method Block Lot Zone Units People Acres Peaking Flow Peak Flow Min. Service (2.54/unit) Factor, PF gpm gpm * PF Size 1 1 R-0 22 1.835 4.37 1.310 5.728 4" 1 2 R-0 21 1.685 4.38 1.203 5.267 4" 1 3 R-0 - 18 1.442 4.39 1.029 4.516 4" 1 4 R-3 1 2.54 0.126 4.46 0.140 0.624 4" 1 5 R-3 1 2.54 0.115 4.46 0.139 0.619 4" 1 6 R-3 1 2.54 0.115 4.46 0.139 0.619 4" 1 7 R-3 1 2.54 0.115 4.46 0.139 0.619 4" 1 8 R-3 1 2.54 0.115 4.46 0.139 0.619 4" 1 9 R-3 1 2.54 0.115 4.46 0.139 0.619 4" 1 10 R-3 1 2.54 0.149 4.46 0.143 0.635 4" 1 11 R-4 - 46 3.734 4.32 2.665 11.519 4" 3 1 R-3 1 2.54 0.194 4.46 0.147 0.656 4" 3 2 R-3 1 2.54 0.218 4.46 0.150 0.667 4" 3 3 R-3 - 8 0.689 4.42 0.492 2.173 4" 3 4 R-3 - 6 0.485 4.43 0.346 1.534 4" 3 5 R-3 1 2.54 0.115 4.46 0.139 0.619 4" 3 6 R-3 1 2.54 0.184 4.46 0.146 0.651 4" 3 7 R-3 1 2.54 0.194 4.46 0.147 0.656 4" 3 8 R-3 1 2.54 0.194 4.46 0.147 0.656 4" 3 9 R-3 1 2.54 0.194 4.46 0.147 0.656 4" 3 10 R-3 1 2.54 0.194 4.46 0.147 0.656 4" 3 11 R-3 1 2.54 0.216 4.46 0.149 0.666 4" 3 12 R-3 1 2.54 0.199 4.46 0.148 0.658 4" 3 13 R-3 1 2.54 0.206 4.46 0.148 0.661 4" 3 14 R-3 1 2.54 0.212 4.46 0.149 0.664 4" 4 1 R-2 1 2.54 0.177 4.46 0.145 0.648 4" 4 2 R-2 1 2.54 0.175 4.46 0.145 0.647 4" 4 3 R-2 1 2.54 0.217 4.46 0.150 0.667 4" 4 4 R-2 1 2.54 0.179 4.46 0.146 0.649 4" 4 5 R-2 1 2.54 0.216 4.46 0.149 0.666 4" 4 6 R-2 1 2.54 0.194 4.46 0.147 0.656 4" 4 7 R-2 1 2.54 0.194 4.46 0.147 0.656 4" 4 8 R-2 1 2.54 0.194 4.46 0.147 0.656 4" 4 9 R-2 1 2.54 0.194 4.46 0.147 0.656 4" 4 10 R-2 1 2.54 0.184 4.46 0.146 0.651 4" 4 11 R-2 1 2.54 0.115 4.46 0.139 0.619 4" 4 12 R-2 1 2.54 0.115 4.46 0.139 0.619 4" 4 13 R-2 1 2.54 0.184 4.46 0.146 0.651 4" 4 14 R-2 1 2.54 0.194 4.46 0.147 0.656 4" 4 15 R-2 1 2.54 0.194 4.46 0.147 0.656 4" 4 16 R-2 1 2.54 0.194 4.46 0.147 0.656 4" 4 17 R-2 1 2.54 0.194 4.46 0.147 0.656 4" 4 18 R-2 1 2.54 0.216 4.46 0.149 0.666 4" 4 19 R-2 1 2.54 1 0.192 4.46 0.147 0.655 4" Loyal Garden 6/21/2006 Sewer Service Sizing 4 inch service @ 2%will carry 110 GPM with a friction Factor of 0.013 City of Bozeman Design Standard Method Block Lot Zone Units People Acres Peaking Flow Peak Flow Min. Service (2.54/unit) Factor, PF gpm gpm * PF Size 4 20 R-2 1 2.54 0.164 4.46 0.144 0.642 4" 4 21 R-2 1 2.54 0.169 4.46 0.145 0.644 4" 4 22 R-2 1 2.54 0.179 4.46 0.146 0.649 4" 4 23 R-2 1 2.54 0.194 4.46 0.147 0.656 4" 5 1 R-2 1 2.54 0.216 4.46 0.150 0.666 4" 5 2 R-2 1 2.54 0.206 4.46 0.148 0.661 4" 5 3 R-2 1 2.54 0.218 4.46 0.150 0.667 4" 5 4 R-2 1 2.54 0.205 4.46 0.148 0.661 4" 5 5 R-2 1 2.54 0.198 4.46 0.148 0.658 4" 5 6 R-2 1 2.54 0.194 4.46 0.147 0.656 4" 5 7 R-2 1 2.54 0.185 4.46 0.146 0.652 4" 5 8 R-2 1 2.54 0.185 4.46 0.146 0.652 4" 5 9 R-2 1 2.54 0.185 4.46 0.146 0.652 4" 5 10 R-2 1 2.54 0.185 4.46 0.146 0.652 4" 5 11 R-2 1 2.54 0.184 4.46 0.146 0.651 4" 5 12 R-2 1 2.54 0.115 4.46 0.139 0.619 4" 5 13 R-2 1 2.54 0.115 4.46 0.139 0.619 4" 5 14 R-2 1 2.54 0.184 4.46 0.146 0.651 4" 5 15 R-2 1 2.54 0.185 4.46 0.146 0.652 4" 5 16 R-2 1 2.54 0.185 4.46 0.146 0.652 4" 5 17 R-2 1 2.54 0.185 4.46 0.146 0.652 4" 5 18 R-2 1 2.54 0.185 4.46 0.146 0.652 4" 5 19 R-2 1 2.54 0.194 4.46 0.147 0.656 4" 5 20 R-2 1 2.54 0.205 4.46 0.148 0.661 4" 5 21 R-2 1 2.54 0.178 4.46 0.146 0.649 4" 5 22 R-2 1 2.54 0.178 4.46 0.146 0.649 4" 5 23 R-2 1 2.54 0.197 4.46 0.148 0.658 4" 5 24 R-2 1 2.54 0.199 4.46 0.148 0.658 4" 5 25 R-2 1 2.54 0.230 4.46 0.151 0.673 4" 6 1 R-2 1 2.54 0.221 4.46 0.150 0.669 4" 6 2 R-2 1 2.54 0.201 4.46 0.148 0.659 4" 6 3 R-2 1 2.54 1.816 4.46 0.316 1.409 4" 6 4 R-2 1 2.54 0.209 4.46 0.149 0.663 4" 6 5 R-2 1 2.54 0.193 4.46 0.147 0.655 4" 6 6 R-2 1 2.54 0.192 4.46 0.147 0.655 4" 6 7 R-2 1 2.54 0.185 4.46 0.146 0.652 4" 6 8 R-2 1 -2.54 0.194 4.46 0.147 0.656 4" 6 9 R-2 1 2.54 0.194 4.46 0.147 0.656 4" 6 10 R-2 1 2.54 0.194 4.46 0.147 0.656 4" 6 11 R-2 1 2.54 0.194 4.46 0.147 0.656 4" 6 12 R-2 1 2.54 0.234 4.46 0.151 0.674 4" 6 13 R-2 1 2.54 0.293 4.46 0.157 0.702 4" 6 14 R-1 1 2.54 0.238 4.46 0.152 1 0.676 4" 6 15 R-1 1 2.54 0.240 4.46 0.152 1 0.677 4" Loyal Garden 6/21/2006 Sewer Service Sizing 4 inch service @ 2%will carry 110 GPM with a friction Factor of 0.013 City of Bozeman Design Standard Method Block Lot Zone Units People Acres Peaking Flow Peak Flow Min. Service (2.54/unit) Factor, PF gpm gpm * PF Size 6 16 R-1 1 2.54 0.231 4.46 0.151 0.673 4" 6 17 R-1 1 2.54 0.209 4.46 0.149 0.663 4" 6 18 R-1 1 2.54 0.209 4.46 0.149 0.663 4" 6 19 R-1 1 2.54 0.208 4.46 0.149 0.663 4" 6 20 R-1 1 1 2.54 0.183 4.46 0.146 0.651 4" 6 21 R-1 1 2.54 0.183 4.46 0.146 0.651 4" 6 22 R-1 1 2.54 0.197 4.46 0.148 0.657 4" 6 23 R-1 1 2.54 0.183 4.46 0.146 0.651 4" 6 24 R-1 1 2.54 0.183 4.46 0.146 0.651 4" 6 25 R-1 1 2.54 0.191 4.46 0.147 0.655 4" 6 26 R-1 1 2.54 1 0.226 4.46 0.151 0.671 4" 7 1 R-1 1 2.54 0.241 4.46 0.152 0.678 4" 7 2 R-1 1 2.54 0.232 4.46 0.151 0.674 4" 7 3 R-1 1 2.54 0.231 4.46 0.151 0.673 4" 7 4 R-1 1 2.54 0.231 4.46 0.151 0.673 4" 7 5 R-1 1 2.54 0.231 4.46 0.151 0.673 4" 7 6 R-1 1 2.54 0.238 4.46 0.152 0.677 4" 7 7 R-1 1 2.54 0.238 4.46 0.152 0.677 4" 7 8 R-1 1 2.54 0.232 4.46 0.151 0.674 4" 7 9 R-1 1 2.54 0.241 4.46 0.152 0.678 4" 7 10 R-1 1 2.54 0.238 4.46 0.152 0.676 4" 7 11 R-1 1 2.54 0.236 4.46 0.152 0.675 4" 7 12 R-1 1 2.54 0.260 4.46 0.154 0.687 4" 7 13 R-1 1 2.54 0.267 4.46 0.155 0.690 4" 7 14 R-1 1 2.54 0.261 4.46 0.154 0.687 4" 7 15 R-1 1 1 2.54 0.247 4.46 0.153 0.681 4" 7 16 R-1 1 2.54 0.230 4.46 0.151 0.673 4" 7 17 R-1 1 2.54 0.222 4.46 0.150 0.669 4" 7 18 R-1 1 2.54 0.217 4.46 0.150 0.667 4" 7 19 R-1 1 2.54 0.218 4.46 0.150 0.667 4" 7 20 R-1 1 2.54 0.217 4.46 0.150 0.667 4" 7 21 R-1 1 2.54 0.217 4.46 0.150 0.667 4" 7 22 R-1 1 2.54 0.219 4.46 0.150 0.668 4" 7 23 R-1 1 2.54 0.219 4.46 0.150 0.668 4" 7 24 R-1 1 2.54 0.242 4.46 0.152 0.678 4" 8 1 R-3 1 2.54 0.154 4.46 0.143 0.637 4" 8 2 R-3 1 2.54 0.115 4.46 0.139- 0.619 4" 8 3 R-3 1 2.54 0.115 4.46 0.139 0.619 4" 8 4 R-3 1 2.54 0.115 4.46 0.139 0.619 4" 8 5 R-3 1 2.54 0.115 4.46 0.139 0.619 4" 8 6 R-3 1 2.54 0.122 4.46 0.140 0.622 4" 8 7 R-3 1 2.54 0.138 4.46 0.141 0.630 4" 8 8 R-3 1 2.54 0.138 4.46 0.141 0.630 4" 8 9 R-3 1 2.54 0.115 4.46 0.139 0.619 4" Loyal Garden 6/21/2006 Sewer Service Sizing 4 inch service @ 2%will carry 110 GPM with a friction Factor of 0.013 City of Bozeman Design Standard Method Block Lot Zone Units People Acres Peaking Flow Peak Flow Min. Service (2.54/unit) Factor, PF gpm gpm * PF Size 8 10 R-3 1 2.54 0.115 4.46 0.139 0.619 4" 8 11 R-3 1 2.54 0.115 4.46 0.139 0.619 4" 8 12 R-3 1 2.54 0.196 4.46 0.147 0.657 4" 9 1 R-2 1 2.54 0.178 4.46 0.146 0.648 4" 9 2 R-2 1 2.54 0.115 4.46 0.139 0.619 4" 9 3 R-2 1 2.54 0.115 4.46 0.139 0.619 4" 9 4 R-2 1 2.54 0.115 4.46 0.139 0.619 4" 9 5 R-2 1 2.54 0.115 4.46 0.139 0.619 4" 9 6 R-2 1 2.54 0.115 4.46 0.139 0.619 4" 9 7 R-2 1 2.54 0.115 4.46 0.139 0.619 4" 9 8 R-2 1 2.54 0.115 4.46 0.139 0.619 4" 9 9 R-2 1 2.54 0.115 4.46 0.139 0.619 4" 9 10 R-2 1 2.54 0.184 4.46 0.146 0.651 4" 10 1 R-2 1 2.54 0.184 4.46 0.146 0.651 4" 10 2 R-2 1 2.54 0.115 4.46 0.139 0.619 4" 10 3 R-2 1 2.54 0.115 4.46 0.139 0.619 4" 10 4 R-2 1 2.54 0.115 4.46 0.139 0.619 4" 10 5 R-2 1 2.54 0.115 4.46 0.139 0.619 4" 10 6 R-1 1 2.54 0.161 4.46 0.144 0.641 4" 10 7 R-1 1 2.54 0.152 4.46 0.143 0.636 4" 10 8 R-1 1 2.54 0.152 4.46 0.143 0.636 4" 10 9 R-1 1 2.54 0.225 4.46 0.150 0.671 4" TOTAL 496 Q18+Pu.s - rr 4+Po.s LoY,4� G,4RD E�( 305--ooz(009) Sewer Ser�ic.2 S'��'ina -� $ascd o►n ZD03 U,v1if'or,•u +�lu,�.b'i�9 C� �iV-Ld SQ.foico- Nees for Lp� QF iB IOC L 3 ---� -iL.C) tea,y4a-c �i u-+"ve. -r,,6Cp- �4-- 3� ��l—PG E x� De.5CrlJoJimD 'a.o y • Clv+tlks v-,)aslL 3. o x 1-1 = is . l7 i SltiwaSl.i.a r • o x L4 = g LAvo-iof� 1.0 x 1(e = 1 - Ki�okevl e vLk 3.0 X y - Lavx8vu) Si�tk a.0 x Lq = 8 's�Dwer (peY �ad� 1. 0 x s U�a-1e� GloS& 65PF) 3.0 To`�al = 11 LA-n i �5 �- ►tut ('1V11- - �u Si:ae o+ (Vvy-l'izbvt+e4 o R 1 Lo > I l u ��!��r pe5 ayC OK 4cn a H-R-E',t Sl��� side avLd num bu o-L^ bui ld i l c.5 s OK leis 1 o+ Owe- am 4owpi ; Se r i Cis Ly Se W� -�VICrZ Sr Lc�� I LLvti+-13dcn 5-9 Se-Y 10 i C2 nc tyu box cs� �DLI'L i t)4 +S y ti (0 4" a y 5 Is, y" a 3 g W8 c-I" gri � �- a ;z Ll 1 3 a L DYfI zi '1, 5 6- FG Ocao S &/17/b6 NrS IV0 ctC��Sco- 0 IZ .19 pp - 609. S � S cc Peak� t P'/Z l gob" + �IM01,ti ov)V 2 L/ } /SbD//DOD A low p°pke X :7 a = s �� 10 D l vs 5,4119 tv X 3 $(Q Epn-L, o w p L c.✓t S o �U)C-s 3aaop � y C3--LD/jodp) Ih- AV,� rL* = 3 Dyo Pesc,k---F (d uw = (a 3,b y0 ��i�.c i�, pe-a-k p I oLO Loyal Garden 6/20/2006 Sewer Main Sizing City of Bozeman Desi0n Standard Method Flow in Peaking Peak Flow Cumulative Flow in Minimum Pipe# Block Lot Zone GPM Factor GPM Pipe @ down stream Main Size GPM*Peaking Factor GPM 1 8 13 R-1 0.094 4.470 0.421 0.8 8" 8 14 R-1 0.080 4.472 0.359 8 15 R-1 0.070 4.471 0.312 2 8 16 R-1 0.065 4.474 0.291 1.7 8" 8 17 R-1 0.068 4.475 0.303 8 18 R-1 0.068 4.474 0.303 3 8 19 R-1 0.068 4.474 0.303 2.6 8" 8 20 R-1 0.068 4.474 0.303 8 21 R-1 0.068 4.474 0.303 4 8 22 R-1 0.069 4.474 0.307 72.7 8" 8 23 R-1 0.063 4.452 0.281 ADD 40 ACRES TO SOUTHWEST 8 1 R-1 0.065 4.475 0.293 8 24 R-1 0.064 4.475 0.288 11 6 R-1 0.034 4.482 0.152 5 11 7 R-1 0.034 4.482 0.152 74.2 8" 11 8 R-1 0.034 4.482 0.152 11 9 R-1 0.034 4.482 0.152 11 10 R-1 0.068 4.474 0.304 8 11 R-1 0.069 4.474 0.311 6 8 12 R-1 0.081 4.472 0.364 1.3 8" 7 14 R-1 0.075 4.473 0.334 7 15 R-1 0.071 4.474 0.316 8 7 R-1 0.070 4.474 0.314 8 8 R-1 0.068 4.474 0.306 8 9 R-1 0.071 4.474 0.318 8 10 R-1 0.070 4.474 0.314 7 7 16 R-1 0.068 4.474 0.304 3.9 8" 7 17 R-1 0.062 4.475 0.276 7 18 R-1 0.062 4.475 0.276 7 19 R-1 0.059 4.476 0.263 7 20 R-1 0.053 4.477 0.238 8 4 R-1 0.070 4.474 0.314 8 5 R-1 0.070 4.474 0.314 8 8 6 R-1 0.070 4.474 0.314 5.7 8" 7 21 R-1 0.058 4.476 0.260 7 22 R-1 0.058 4.476 0.260 7 23 R-1 0.058 L 4.476 0.260 Loyal Garden 6/20/2006 Sewer Main Sizing City of Bozeman Design Standard Method Flow in Peak Flow Cumulative Flow in Minimum Pipe# Block Lot Zone GPM GPM Pipe @ down stream Main Size (3HM-HeaKing Factor GPM 8 2 R-1 0.068 4.474 0.305 9 8 3 R-1 0.070 4.474 0.314 6.8 8° 7 24 R-1 0.058 4.476 0.260 7 25 R-1 0,052 4.478 0.231 7 1 R-2 0.104 4.465 0.466 7 26 R-1 0.062 4.475 0.279 11 1 R-2 0.086 4.468 0.385 10 11 2 R-2 0.056 4.474 0.249 83.1 8" 11 3 R-2 0.056 4.474 0.249 11 4 R-2 0.056 4.474 0.249 11 5 R-2 0.056 4.474 0.249 7 10 R-2 0.094 4.467 0.420 7 11 R-2 0.094 4.467 0.421 7 12 R-2 0.113 4.463 0.506 11 7 13 R-2 0.152 4.458 0.676 3.2 8" 6 15 R-2 0.087 4.468 0.388 6 16 R-2 0.087 4.468 0.388 6 17 R-2 0.087 4.468 0.388 7 6 R-2 0.093 4.467 0,415 7 7 R-2 0.090 4.467 0.401 7 8 R-2 0.094 4.467 0.420 12 7 9 R-2 0.094 4.467 0.420 6.1 8" 6 18 R-2 0.087 4.468 0.388 6 19 R-2 0.094 4.467 0.420 6 20 R-2 0.093 4.467 0.414 7 4 R-2 0.101 4.465 0.452 13 7 5 R-2 0.093 4.467 0.417 7.8 8" 6 21 R-2 0.096 4.466 0.428 6 22 R-2 0.097 4.466 0.434 7 2 R-2 0.098 4.466 0.436 14 7 3 R-2 0.101 4.465 0.452 9.5 8" 6 23 R-2 0.096 4.466 0.428 6 24 R-2 0.091 4.467 0.405 Loyal Garden 6/20/2006 Sewer Main Sizing City of Bozeman Design Standard Method Flow in Peak Flow Cumulative Flow in Minimum Pipe# Block Lot Zone GPM GPM Pipe @ down stream Main Size GPM*Peaking Factor GPM 6 1 R-2 0.103 4.465 0.461 6 25 R-2 0.100 4.466 0.444 10 6 R-2 0.056 4.474 0.249 15 10 7 R-2 0.056 4.474 0.249 94.9 8" 10 8 R-2 0.056 4.474 0.249 10 9 R-2 0.056 4.474 0.249 10 10 R-2 0.086 4.468 0.385 6 6 R-2 0.094 4.467 0.420 6 7 R-2 0.087 4.468 0.388 6 8 R-2 0.087 4.468 0.388 6 9 R-2 0.087 4.468 0.388 16 6 10 R-2 0.087 4.468 0.388 4.0 8" 5 14 R-2 0.087 4.468 0.388 5 15 R-2 0.087 4.468 0.388 5 16 R-2 0.087 4.468 0.388 5 17 R-2 0.087 4.468 0.388 5 18 R-2 0.105 4.465 0.469 6 4 R-2 0.099 4.466 0.444 18 6 5 R-2 0.096 4.466 0.430 5.7 8" 5 19 R-2 0.094 4.467 0.420 5 20 R-2 0.085 4.468 0.380 6 2 R-2 0.100 4.466 0.444 19 6 3 R-2 0.106 4.465 0.473 7.3 8" 5 21 R-2 0.085 4.468 0.378 5 22 R-2 0.084 4.469 0.375 5 1 R-2 0.086 4.468 0.383 5 23 R-2 0.088 4.468 0.393 10 1 R-2 0.086 4.468 0.385 20 10 2 R-2 0.056 4.474 0.249 104.4 8" 10 3 R-2 0.056 4.474 0.249 10 4 R-2 0.056 4.474 0.249 10 5 R-2 0.056 4.474 0.249 5 6 R-2 0.087 4.468 0.388 5 7 R-2 0.087 4.468 0.388 5 8 R-2 0.087 4.468 0.388 21 5 9 R-2 0.087 4.468 0.388 3.8 8" 4 8 R-3 0.128 4.460 0.570 4 9 R-3 0.128 4.460 0.570 4 10 R-3 0.128 4.460 0.570 4 11 R-3 0.128 4.460 0.570 Loyal Garden 6/20/2006 Sewer Main Sizing Cit,, of Bozeman Design Standard Method Flow in Peak Flow Cumulative Flow in Minimum Pipe# Block Lot Zone GPM GPM Pipe @ down stream Main Size GPM*Peaking Factor GPM 5 3 R-2 0.105 4.465 0.470 5 4 R-2 0.087 4.468 0.388 22 5 5 R-2 0.105 4.465 0.469 6.4 8" 4 12 R-3 0.138 4.458 0.617 4 13 R-3 0.142 4.457 0.632 23 5 2 R-2 0.085 4.468 0.379 7.4 8" 4 14 R-3 0.147 4.457 0.654 4 15 R-3 0.151 4.456 0.674 9 8 R-3 0.106 4.463 0.475 24 9 9 R-3 0.082 4.468 0.366 114.6 8" 9 10 R-3 0.082 4.468 0.366 9 11 R-3 0.082 4.468 0.366 9 12 R-3 0.128 4.459 0.573 9 1 R-3 0.110 4.463 0.489 9 2 R-3 0.082 4.468 0.366 9 3 R-3 0.082 4.468 0.366 9 4 R-3 0.082 4.468 0.366 9 5 R-3 0.082 4.468 0.366 9 6 R-3 0.082 4.468 0.366 25 9 7 R-3 0.106 4.463 0.475 5.1 8" 3 1 R-3 0.110 4.463 0.489 3 2 R-3 0.082 4.468 0.366 3 3 R-3 0.082 4.468 0.366 3 4 R-3 0.082 4.468 0.366 3 5 R-3 0.082 4.468 0.366 3 6 R-3 0.082 4.468 0.366 4 1 R-3 0.138 4.458 0.617 26 4 2 R-3 0.156 4.4551 -1 0.694 121.5 8" 3 7 R-3 0.106 4.463 0.475 27 4 3 R-3 0.216 4.448 0.960 123.9 8" 4 4 R-3 0.307 4.438 1.362 28 4 5 R-3 0.414 4.428 1.832 125.7 8" 6 11 R-2 0.097 4.466 0.435 29 6 12 R-2 0.084 4.469 0.373 1.6 8" 6 13 R-2 0.084 4.469 0.373 6 14 R-2 0.097 4.466 0.435 Loyal Garden 6/20/2006 Sewer Main Sizing City of Bozeman Design Standard Method Flow in Peak Flow Cumulative Flow in Minimum Pipe# Block Lot Zone GPM GPM Pipe @ down stream Main Size GPM*Peaking Factor GPM 5 10 R-2 0.097 4.466 0.435 30 5 11 R-2 0.084 4.469 0.373 3.2 8" 5 12 R-2 0.084 4.469 0.373 5 13 R-2 0.097 4.466 0.435 31 100 acres east of Loyal Gardens 163.6 8" 1 1 R-0 1.310 4.374 5.728 32 1 2 R-0 1.234 4.377 5.400 15.7 8" 1 3 R-0 1.050 4.387 4.607 33 179.3 8" 34 4 6 R-3 0.130 4.459 0.581 183.8 8" 4 7 R-3 0.152 4.456 0.677 35 183.8 8" 36 309.5 8" 37 3 8 R-4 2.380 4.332 10.309 319.8 8" 38 319.822 8" Total Flow into Lift Station =319.8 gpm <320.5 gpm, 8"OK *Note: The last two pipes into the lift station are at 0.42%the remainder are at the minimum of 0.4% APPENDIX - Section 3 Inlet Capacity Calculations Spread Width Calculations Pipe Sizing Loyal Garden Subdivision Storm Drain Inlet Calcs-25 Year Event • Intel Basin Infer Intel Openlan Street ResrC Weighted Overland Oven Gutterk&i. Gutter Overland Gutter Total Rainfall 25 Yea #of # Area Area CoeH. Coeff. Coeff. Average Flow Flow Flow Flow Flow 4 Flow 4 t� Intensity Flow Inlets Sheet ResidentialC C C CAVG Distance Slope Distance Velocity Needed acres (aces) fl % Itft/s Fig.37 min Fig.I- min min ' in/hr) cfs i A 17 0.168 0.696 0.9 0.36 0.437 83.5 2.0 386.90 1.70 10.17 3.80 13.98 1.98 0.92 1 2 A 18 0.214 2.803 0.2 0.9 0.250 211.68 3,307 0.00 0 13.70 0 13.70 2.01 1.51 1 3 A 16 0.239 0.787 0.9 0.35 0.478 65.37 2 361. 3 1.70 9.00 3.56 12.56 2.12 1.04 1 4 A 6 0.143 0.707 0.9 0.35 OA43 11826 2 284.31 1.7&2.53 12.11 2.41 14.51 1.93 0.73 1 5 A 15 0.101 0.085 0.9 0.35 0.648 18 2 254.02 .7&1.5 1.7&2.53 4.72 2.11 6.83 3.13 0.38 1 6A 14 0.184 1.676 0.9 0.35 0.405 153.5 2 360.49 0.7 1.70 13.79 3.54 17.34 i.73 1.30 1 7 A 13 0.158 0.806 0.9 0.35 0.440 78.5 2 360.49 0.7 1.70 9.86 3.54 13.41 2.04 0.86 1 8 A 12 0.237 0.734 0.9 0.35 0.484 65 2 323.17 0.7 1.70 8.97 3.18 12.15 2.17 1.02 1 9 A 5 0.117 0.898 0.9 0.35 0.413 113 2 340.00 1.79 2.71 11.83 2.09 13.92 1.99 0.83 1 10A 11 0,099 0.072 0.9 0.35 0.668 18 2 234.12 1.79 2.7i 4.T2 1.44 6.16 3.35 0.36 1 11 A 4 0.117 0.898 0.9 0.35 0,413 113 2 340.00 1.55 2.52 11.83 225 14.08 1.97 0.83 1 12 A 10 0_505 2.476 0.9 0.35 0.443 143.5 2 567.75 D.7&1.5 1.7&2.52 13.33 4.73 18.06 1 1_68 2.22 i 13 A 3 0.117 0.898 0.9 0.35 0.413 113 2 340.00 1.55 2.52 11.83 2.25 14.08 1.97 0,83 1 14AI 9 1 0.490 1 2.139 0.9 0.35 0.453 143.5 2 563.33 17&1.5 1.7&2.52 13.33 4.69 18.02 1.68 2.00 1 1581 2 0.123 0.940 0.9 0.35 0:413 113 2 356.00 1.15 2,17 11.83 2.73 14.56 1.93 0.85 1 16 A 8 0.496 2.278 0.9 0.35 0.448 143.99 2 639.17 .7&1.1 1.7&2.17 13.36 5.68 19.04 1.63 2.02 1 17 Ali 1 0.23i 1 1.418 0.9 0.35 0.427 113 2 389.24 1.68 2.63 11.83 2.47 14.30 1.95 1.38 1 18 Al7 1 0.392 1 2.058 1 1 0.9 0.35 0.438 i 18.3 2 281.22 1.68 2.63 12.i 1 1.78 13.89 1.99 2.14 2 1 B 32 0.1185 1 0.825 0.9 0.35 0.451 83.5 2 231.07 0.7 1.70 10.17 2.27 12.44 1 2.13 0.97 1 1 2 B 33 0.198 1 1.146 0.2 0.9 0.303 86.34 5.21195 307.06 0.7 1.70 7.52 3.02 10.54 2.37 0.97 1 3 B 31 0.289 0.778 0.9 0.35 0.499 67.27 2 533.35 .7&1.6 1.7&2.6 9.13 4.89 14.02 1.98 1.05 1 4 B 43 0.113 0.310 02 0.9 0.387 21.22 2 334.15 .7&1. 1.7&2.6 5.13 2.33 7.46 2.96 0.49 1 5 B 29 0.194 0.841 0.9 0.35 0.453 78.5 2 389.92 0.70 1.70 9.86 3.83 13.70 2.01 0.94 1 6 B 30 0.2112 1.649 0.9 0.35 0.413 153.5 2 42i.95 0.70 1.70 13.79 4.15 17.94 1.69 1.30 1 7 B 42 0.131 0.650 0.2 0.9 0.3i8 65.3 2 395.98 1.64 2.59 9.00 2.54 11.54 2.24 0.56 1 8 B 28 0.310 0.8i4 0.9 0.35 0.501 6455 2 577.88 .7&1.6 1.7 8 2.6 8.94 5.20 14.14 1.97 1.11 1 9 B 26 0.237 1.040 0.9 0.35 0.452 78.01 2 526.56 0.70 1,70 9.83 5.18 15.01 -89 1.09 1 10 B 27 0259 1.615 0.9 0.35 0.4i9 148 2 413.66 0.70 1.70 13.54 4.07 17.61 1.71 1.48 1 i C 25 0.331 1.039 0.9 0.35 0.483 64.43 2 627.30 .7&1.3 1.7&2.39 8.9a 5.90 14.83 1.91 128 1 2 C 41 0.118 0.375 0.2 0.9 0.368 70 2 342.76 1.39 2.39 9.31 2.39 11.7i 2.22 0.40 1 3CI 23 1 0A97 1 0.829 1 0.9 1 0.35 1 0.456 83 1 2 1 427.591 0.70 1.70 1 10.14 4.20 1 14.35 1 1,96 1 0.91 1 1 4CI 24 1 0.221 1 1.625 1 1 0.9 1 0.35 1 0.416 1 145.75 1 2 1 437.491 0.70 1 1.70 1 13.44 4.30 1 17.74 1.70 1 1.31 1 1 D 22 0.289 0.920 0.9 0.35 0.481 75 2 535.2G .7&i.3 1.7&2.39 9.64 4.99 14.63 1.92 1.12 1 2D 40 0.116 0.460 02 0.9 0.3411 86.81 2 340.00 1.39 2.39 10.37 2.37 12.74 2.i0 0.41 1 221 39 1.789 1.918 0.2 0.9 0.538 158.06 2 2032.94 man man 13.99 16.45 30.45 120 2.40 1 4 D 38 8.054 0.039 0.9 US 0.671 12.97 2 85.67 0.70 1.70 4.01 0.84 5.00 3.1 0.24 1 501 21 0.718 3.538 0.9 0.35/0.5 0.477 153.5 2 722.01 _7&1. 1.7&2.44 13.79 6.i2 19.9i i.58 3.21 2 SDI 20 0240 0.360 0.2 0.9 0.480 138.87 2 333.85 1.45 2.44 13.12 2 28 15.40 1.86 0.54 1 1 E 37 0.353 0.934 0.9 0.6 0.682 236.91 2 394.47 0.7&i. 1.782.02 17.i3 3.44 20.57 1.55 1.36 1 35 B 0.057 0.200 0.9 0.6 0.667 55 2 118.85 0.70 1.70 8.26 1.17 9.42 2.55 0.44 1 2EI 36 1 0.101 1 0230 1 0-2 1 0.9 1 1 0.414 1 49.81 1 2 1 53.67 1 1.00 1 2.03 1 7.86 1 0.44 1 8.30 1 2.77 1 0.38 1 135AI 0.057 1 0.202 1 1 0.9 1 0.6 1 0.666 1 54.98 1 2 1 118,851 0.70 1 1.70 1 8.25 1 1.17 1 9.42 1 2.55 1 0.44 1 1.87(1.1-CC,),fD L T.= 913 or T°-v•60 Minumum lc=5 min from HEC 22,7.2.2. 0.78.T-0 64 iz5-- Q=C•i•A I so :5o 20 , v iv ' -- tL CI wVnt FEE ! I 3 zm 1 I 3 i 2 3 i4 20 VELOCITY , V (FT / SEC) Figure 37. Velocities for Upland Method of Estimating Time of Concentration s an illustration of the use of the Rational Formula consider the following example. A flooding problem exists along a farm road near Memphis, Tennessee. A low water crossing is to be replaced by a�culvert installation to'improve the road safety during rainstorms. The drainage area Iof the intermittent creek is as sketched below and has an area of 108.1' acres: The design storm is to be 25 years as determined by local .authorities. Determine. the maximum flow the culverts must pass for the indicated design storm. :P-rows f}6C ZZ v K,, { -Sro.7 Kw� 3.ag Ec,7QsLL- LAv�Hs Sp= 51 bpe 1 pe-rc.ev—F a a aaQaaa cn co co UU r M 't — — — — W 00 t— N r- � r r r o 0 0 0 0 0 0 0 Z o 0 O O to cn w w w w w o — (n 0 U) (/) to O N U) U) (1) y U) U) N U) N U) U) N (U (U cU (U (U (U N co (U (U (U co o � o � n � n nna n0. n Q � � na � 0nam � (o cU cU m c� m > > > T cU m cU cU > > m m cu cU Z U) cn U) to y rn m m co (n (n (o v) Co m O rn m m (n O O O O 0) C:) CDO O co O (.C) r Lo 't 00 It 0 0 C) C) N U) O O N CD O C)N a N 0 0 0 O O O O Il- O It L0 00 co O 0 C 0 O O O w O O M O 00 aa 0 V 0 0 0 r 0 0 0 0 N C or) O M (D M O O O O O N Ci O O N ,I: O O > O O O O O O O O O O O r O r O N C 0 0 0 0 0 0 0 0 C 0 0 L N d r N r 00 1- CA M 00 O 00 r U) M M O N 00 O O r 00 O l() M (U c (n N r 1� ti O (D r 0 M U) r M N M M 1� M I� CD O O 0 0 0 0 00 (� V (� U � Lo O U) (M N M O 1-- M 1- 1` t 00 CD r-- r M 0 1` r CF) N 1- CY) O O r r O O r O r 0 0 0 r O r O r r O O O O O r O O r r C ` U a (U O :,U 0000 MOr 00 00 00 a) (Dd' � 00rLnce) 00 (D 00000000000) Ln0000 N O C) C) r 00 O O O O O (I0 00 N M (n O r O O co O O O O O O O N N N Ln CM N N ti � M (O N ,t N N 1� r N N 1� O N N O Q C U M M M O O M M (M O O O r C) r O r M (D CM M O O CM M O O M M N -O Co N U Z t N U) O 1l- OI-t co 00 O 00 O E M 00 't ti Ln r In Lo L) 00 M 'q O r N OM O n (D O cD N O M M (D M O "T O Lo r (D � I- It (D (D d' C) (D 00 M (D 1- 0)O . (6 N r r r r C) r r r r O r r r N r N r N r r r r r r r r r r 'N O O C) C) C) O O O C) O C) O O C) O (DO O O O O O O O O O O O O O O oM Lo (D r O (D O Lo M M Iq O 00 L0 I,- U) O O Iq O (M Oo CD O f- Ln U � >> WM q 'tl M (DOMLn (DLn001- 1� M � M OONOM00 'o0 (U > - M (D N M r N U) CD N O O N It N 00 O d 00 (D q r (D cM 1-1,1: Nco3: Oa Lri (DLri4M (D Lei L64vi4 (DLr) I-� L600LAOo L6Ln -tMu) (64viL6co C ~ � o � (2 c (o (D O O Ln L) L0 L0 Lo Lo co co � L0 Ln Ln R O O. � c titif` 1` I- ti I- ti 1` I` hti Lo Lo f� 1-- U) Ln Lo Lo r r (D cD CD (D cD (D C O O O r r O 0 0 r r r s- r r O O r r O O r r 0 0 Q O � O J O N J 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 M M M WO' > 0 0 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 C 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 a1 �- G r N r I- 1� O M 00 N �t O r M U) M I'- CO O N CO N Lo �- co �- �- M "T C rn N r q N 1- O (D r 00 m O N 1l- Lo M 0 I` M ti CD to w � O d O O o0 co p O d (-j lc) O ti M N o0 O (� M r N r O N (D 1� r (n O NF Cn N O O Nt F' O r r O O r O r O O r N r M r M r O O r O O r O r r r to o 0 LL *> OOOOOOOOOOCY) 0 W Ln � 00 '' OOOOOOONOO (n � amp OOOOOOOO � O f� O � OMMOO OOOOOOOOOO Wd d (, OOOOOOOOrO NOMOMCOMO OOOOOOMNOO n O O O O O O O O O O O O O r O r O N 0 0 0 0 0 0 0 0 0 0 T m O` O C 3 r N r 1,- I,- O M M M q 1- r h O M U) Ln N W N M r 00 CD O M W c (n N r t N I-- O (D r CQ 00 N N N O It N I- M 1- 0 to 00 T 0 0 0 M O Lo O 1� M N M O M cM 00 N ao O M O M r O q O d: q N Ln r 0 � o m O r r O O r O r 0 0 0 N O N O N r N O O r O O r O r r r LL N ., to y y y N N O N N N N (n �' y M +' 0 (n O 0 O U N Co p O U N (U N CU N (U N CU O N 0 O N (U 0 0 0 0 0 0 c (0n 3 o c (n 3 0 3 0 3 0 3 0 3 0 c (n 3 0 0 (n 0 3 c rn aaaaaaaaaaaaaaaaaa mmmmmmm Mica m C r N M It Lo (D 1- 00 O Or r N M 't r (r0 1-- M r N M qt Lo CD 1- O O Or Cl) r N LO W _O O O J «- ., Z N U - N N ( N aaaC)) a vprndCD 0) rn CO 00 co U) Co y y y y � N 14- O O O LO 0 0 0 0 0 O O 1- r 0 0 (O C) O C) O C) O O fl- r 0 0 00 O O C) O O O O C) 0 C; 6 C; O C; Lf) '�t N ti O Iq O O O LO Lo O 00 N r 0 M N O M ti r O N m Lo 0) M O LO et N O LO h 00 O O O r r C=; N O qi O r O LO 00 00 O O 00 00 CO 00 00 00 00 N O O CM CO O O r 0 O O O LO N N O fl- N N 1t N N N O O CM M r 6 cM oM (D cM cM cM r q r (D lf) N ti (O cM LO N 00 CO 00 N CO 00 CO r CM CA It r ti N O N r r r r r r N O N r r r r r O O O O 000000 0000 O O CA qt C) 'It 00 O 1- r N M (O CO 'T N co qT r cn r 'It O 00 CY) f1 r 00 W O r M r N 00 ti N N 1- 00 O (O O C 64 L6C6 (OMtiMOC) M L64c64 O ;. _N 7 U cu 0 c) Cl 0 r O r O rr^^� w vl U (0 a (0 II � a) M ce) cM cM M M M cM M M M M c'r) M t O O O O O O O O O O 0000 O O O O O O O O O O O O O O .O a) M 'q N 1` LO 'IT O 0) O Lo M (O O O L In CM r 0 W N O M f- r U') M 00 q y ti CO CD n M CO Ln 'T N C) LO CM Iq M I C r O O r r O N O qt O r 0 6 0 O M (D O j (DNOO OOOLnO a o y W M O O 1- r 0 0 CO CD C) O O CDr� 0 ItNOO I- r0000O OOOO 000; 0 C; C; C; C; O M N N ti r M 0 0 CO _� (O O O COOr0 N 'qNNLO Lo M d Mq O N �t Cn M � r O O r r O N O M 0 �- O O O O II � Imo. Z 3 ac0i � 0 3r 0 0 0 0 a) U) U U U ol 0 0 0 0 o m W W r N C) � �- N CM � LO (O r N L-bY,�L C5)>4 )S Gz U-nC-C).5-C' S-r ►�- L Sr � ' ST l� q C Ponding - Weir Orifice Equ^+l'on Page 1 of 1 Weir & Orifice Flow Comparison • Instructions: — ' �� • Either Select catalog number(will = 3.3P(h)' (Orifice Flow Equation) automatically fill in Open Area and (Weir Equation) Perimeter)or enter your own values Q =Capacity in CFS • Enter head valueQ= Capacity in CFS . Press CALCULATE A= Free open area of grate in sq.ft. P= Feet perimeter g = 32.2(feet per sec/sec) h= Head in feet h= Head in feet The results will determine automatically if your situation falls into a Weir,Transitional or Orifice flow. Additionally, a pop-up window will Orifice Information offer Neenah grates which fall within I Weir Information the parameters chosen. Catalog number and grate type: R-3067 Diagonal _ Head in feet (h): 0.3 Feet perimeter (P): Free open area in sq. ft. (A): 5 9 FCalculate 1 9 -- Weir capacity in cfs: Transitional flow in cfs: Orifice capacity in cfs: 3.2 (Results assume no debris restriction.) NOTE:The above results do not account for the dome height of Beehive-type grates. Please take note of this when determining the Head(h)value. For additional information regarding Neenah Inlet Grate Capacities, please contact our Product Engineer, Steve Akkala, at 920-725-7000 or at sakkala-_nfco.com. R 1 t 5c�_o, Po s 1 4 ;o>t s, http://www.nfco.com/literature/brochures/gratecapacities/weir orifice.php?identifier=R-306... 5/8/2006 k-4 C7ira--� C r r e S Cock-, 1�o. — Iz— 3oroT 5 SL D• � z / O L� (�^ Cfl G= !� = glee r4 to c•es Q 3.3 PCk)"� �I �•s ,'. ��3-aog cis Grate K-Chart Page 1 of 2 To print K-chart, click ctrl-P. CAT. NO.- R- 067 DESCRIPTION- DIAGONAL. REVERSIBLE 173" FLOW 352 so K v& ST_ _ �a 40 C.._ - -- M � -�. 3 U 2fl zz 1� Ilia 0 2 3 4 5 6 ST S T = Transverse Gutter Slope % S L = Longitudinal Gutter Slope % K = Grate Inlet Coefficient http://www.nfco.com/literature/brochures/gratecapacities/k_chart.php?identifier=3067.gif 12/1/2005 On Grade Flow - Modified Manning Equation Page 1 of 1 On Grade Flow in Triangular Gutter Sections Where... Q = Channel flow in CFS (calculated) D z Z = Reciprocal of transverse slope (1/ST) D = Depth in feet _ 0.56��$ S = Longitudinal slope N = Roughness coefficient at constant (Modified Manning Equation) 0.016 (value for concrete and asphalt) Instructions Alternate One Alternate Two Altern Thre Depth of flow in feet (D): I.127 10.099 1.139 Transverse Slope in ft./ft. (ST): l p3 .03 .03 Longitudinal Slope in ft./ft. (SO: � .0156 1.0156 1.0179 0.016 0.016 0.01, Roughness coefficient (N): (value for concrete or (value for concrete or (value for col asphalt) asphalt) aspha Total flow in cfs (Q): UQ, 0.727 10.377 10.982 Spread of flow in feet: M 14.245 13.316 14.63 1 Catalog numbers and grate types that have K-charts: 13 13067 - Grate Coefficient from K-chart (K): 118 118 119 Grate capacity in cfs: dQ, 0.578 10.381 10.709 (Flow captured) (Flow captured) (Flow rapt Calculate Calculake, Ca(cult Reset Reset Rose T 0, H R 5119 ��- For additional information regarding Neenah Inlet Grate Capacities, please contact our Product Engineer,Steve Akkala, at 920-725-7000 or at sakkala D-nfco.com. http://www.nfco.com/literatureibrochures/gratecapacities/modified marming.php 5/15/2006 On Grade Flow - Modified Manning Equation Page 1 of 1 On Grade Flow in Triangular Gutter Sections T Where... —'� Q = Channel flow in CFS (calculated) Dz Z = Reciprocal of transverse slope (1/ST) D = Depth in feet 0.56 $ S = Longitudinal slope Q = ZDNSX N = Roughness coefficient at constant (Modified Manning Equation) 0.016 (value for concrete and asphalt) Instructions Alternate One Alternate Two Altern Th re Depth of flow in feet (D): ( o.o98 F149 0.194 Transverse Slope in ft./ft. (ST): .03 1.03 .03 Longitudinal Slope in ft./ft. (SO: � .0179 1.0155 .0155 0.016 0.016 0.01 Roughness coefficient (N): (value for concrete or (value for concrete or (value for col asphalt) asphalt) aspha Total flow in cfs (Q): M jo.384 11.1 2.221 ..........- . Spread of flow in feet: M 13.255 14.963 16.458 Catalog numbers and grate types that have K-charts: I:2-- 3067 Grate Coefficient from K-chart (K): 119 118 j 118 Grate capacity in cfs: p Y 0.396 10.754 11.17 (Flow captured) (Flow captured) (Flow rapt Calculate Calculate CaICUI; Reset Reset ResE —Pilo I 0 f) A la For additional information regarding Neenah Inlet Grate Capacities,please contact our Product Engineer,Steve Akkala,at 920-725-7000 or at sakkala@nfco.com. http://www.nfco.com/literature/brochures/gratecapacities/modified maiming.php 5/15/2006 On Grade Flow- Modified lVanning Equation Page 1 of 1 On Grade Flow in Triangular Gutter Sections Where... Q = Channel flow in CFS (calculated) 'D z Z = Reciprocal of transverse slope (1/ST) D = Depth in feet 0.56 z��l , S = Longitudinal slope N = Roughness coefficient at constant (Modified Manning Equation) 0.016 (value for concrete and asphalt) Instructions Alternate One Alternate Two Altern Thre Depth of flow in feet (D): UQ jo.153 0.218 0.164 i... Transverse Slope in ft./ft. (ST): I .03 F Loa o3 Longitudinal Slope in ft./ft. (S�): .0155 .0155 .0115 0.016 0.016 0.01, Roughness coefficient (N): (value for concrete or (value for concrete or (value for cot asphalt) asphalt) aspha Total flow in cfs (Q): dQ 1.173 13.055 11.233 Spread of flow in feet: I!) 15.084 17.279 —478 Catalog numbers and grate types that have K-charts: 13067 Grate Coefficient from K-chart (K): 118 118 17 Grate capacity in cfs: dQ 0.788 11.421 0.835 (Flow captured) (Flow captured) (Flow capt Calculate Calculate Calcul, Reset Reset ReSE For additional information regarding Neenah Inlet Grate Capacities, please contact our Product Engineer,Steve Akkala,at 920-725-7000 or at sakkala Dnfco.com. http://www.nfco.com/literature/brochures/gratecapacities/modified manning.php 5/15/2006 On Grade Flow - Modified Manning Equation Page 1 of 1 On Grade Flow in Triangular Gutter Sections Where... Q = Channel flow in CFS (calculated) o z Z = Reciprocal of transverse slope (1/ST) D = Depth in feet 0.56 ZDB S = Longitudinal slope N = Roughness coefficient at constant (Modified Manning Equation) 0.016 (value for concrete and asphalt) Instructions Alternate One Alternate Two Altern Thre Depth of flow in feet (D): 10.247 10.145 10.0108 Transverse Slope in ft./ft. (ST): .03 1.03 .03 Longitudinal Slope in ft./ft. (S�): 0115 .0165 .0165 0.016 0.016 0.01 Roughness Coefficient (N): (value for concrete or (value for concrete or (value for col asphalt) asphalt) aspha Total flow in cfs (Q): ,l) r3.657 11.052 10.485 Spread of flow in feet: ! 8.235 14.824 13.609 Catalog numbers and grate types that have K-charts: 1-1 13067 zi Grate Coefficient from K-chart (K): 117 119 119 Grate capacity in cfs: UQ 11.653 10.76 0.01 (Flow captured) (Flow captured) (Flow rapt Calculate Calculate Calauh Reset Reset Rese i V-� 4 -- (bit 3h y For additional information regarding Neenah Inlet Grate Capacities, please contact our Product Engineer,Steve Akkala, at 920-725-7000 or at sakkala-.nfco.com. http://www.nfco.tom/literature/brochures/gratecapacities/modified manning.php 5/15/2006 On Grade Flow - Modified Manning Equation Page 1 of 1 On Grade Flow in Triangular Gutter Sections Where... Q = Channel flow in CFS (calculated) a Z = Reciprocal of transverse slope (1/ST) D = Depth in feet Q _ 0.56 ZDS S = Longitudinal slope N = Roughness coefficient at constant (Modified Manning Equation) 0.016 (value for concrete and asphalt) Instructions Alternate One Alternate Two Altern Thre Depth of flow in feet (D): jo.139 0.161 10.181 Transverse Slope in ft./ft. (ST): .03 .03 1.03 Longitudinal Slope in ft./ft. (SL): 0165 .0165 1.0139 0.016 0.016 0.01 Roughness coefficient (N): (value for concrete or (value for concrete or (value for col asphalt) asphalt) aspha Total flow in cfs (Q): 0.941 11.401 1'1.759 Spread of flow in feet: ( I4.626 15.370 0.040 Catalog numbers and grate types that have K-charts: iQ 1.3067 - Grate Coefficient from K-chart (K): 119 119 117 Grate capacity in cfs: i 0.709 0.90 0.985 (Flow captured) (Flow captured) (Flow rapt Calculate Calculate Calculs Reset Reset R"e For additional information regarding Neenah Inlet Grate Capacities, please contact our Product Engineer,Steve Akkala, at 920-725-7000 or at sakkala nfco.com. http://www.nfco.com/literature/brochures/gratecapacities/modified manning.php 5/15/2006 On Grade Flow - Modified Manning Equation Page 1 of 1 On Grade Flow in Triangular Gutter Sections Where... i 1 Q = Channel flow in CFS (calculated) Dz Z = Reciprocal of transverse slope (1/ST) D = Depth in feet 0.56 s S = Longitudinal slope Q = ZD�S N = Roughness coefficient at constant (Modified Manning Equation) 0.016 (value for concrete and asphalt) Instructions Alternate One Alternate Two Altern Th re Depth of flow in feet (D): (fj 10.124 10.186 10.155 Transverse Slope in ft./ft. (ST): I� .03 1.03 03 Longitudinal Slope in ft./ft. (SL): JQ 1.0139 1.0139 .0139 0.016 0.016 0.01 Roughness coefficient (N): (value for concrete or (value for concrete or (value for col asphalt) asphalt) aspha Total flow in cfs (Q): jjj 0.634 1.895 0.524 Spread of flow in feet: 14,120 6.210 3.834 Catalog numbers and grate types that have K-charts: JZj 13067 Grate Coefficient from K-chart (K): 117 117 17 Grate capacity in cfs: M 10.524 11.03 1 10.76 (Flow captured) (Flow captured) (Flow rapt Calculate Calculate Calculi Reset Reset Rese + Gq (' ID Zl� For additional information regarding Neenah Inlet Grate Capacities, please contact our Product Engineer,Steve Akkala,at 920-725-7000 or at sakkala nfco.com. http-//www.nfco.com/literature/brochures/gratecapacities/modified manning.php 5/15/2006 3 CURRENT DATE : 02-21-2006 FILE DATE : 02-21-2006 xRRENT TIME : 14 : 13 :29 FILE NAME : 54HUFF ******************************************************************************* ************************** TAILWATER ************************** ******************************************************************************** ******* REGULAR CHANNEL CROSS SECTION **************** SIDE SLOPE H/V (X: 1) 3 .2 CHANNEL SLOPE V/H (ft/ft) 0 . 023 MANNING' S n ( . 01-0 . 1) 0 . 045 CHANNEL INVERT ELEVATION 4805 . 85 ft CULVERT NO. 1 OUTLET INVERT ELEVATION 4805 . 85 ft ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W. S .E . FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (ft) (f/s) (psf) 0 . 00 4805 . 85 0 . 000 0 . 00 0 . 00 0 . 00 10 . 00 4806 . 86 0 . 539 1 . 01 3 . 07 1 .45 20 . 00 4807 . 16 0 . 564 1 . 31 3 . 66 1 . 88 30 . 00 4807 . 37 0 . 578 1 . 52 4 . 04 2 . 18 40 . 00 4807 . 55 0 . 588 1 . 70 4 . 35 2 .43 50 . 00 4807 . 69 0 . 597 1 . 84 4 . 60 2 . 65 60 . 00 4807 . 82 0 . 604 1 . 97 4 . 81 2 . 83 68 . 80 4807 . 93 0 . 609 2 . 08 4 . 98 2 . 98 80 . 00 4808 . 05 0 . 615 2 . 20 5 . 17 3 . 16 90 . 00 4808 . 15 0 . 619 2 . 30 5 . 33 3 . 30 100 . 00 4808 . 24 0 . 623 2 . 39 5 . 47 3 .43 ************************ ROADWAY OVERTOPPING DATA ************************** ******************************************************************************** ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 79 . 00 ft CREST LENGTH 100 . 00 ft OVERTOPPING CREST ELEVATION 4817 . 19 ft ******************************************************************************** C 1 CURRENT DATE : 02-21-2006 FILE DATE : 02-21-2006 CURRENT TIME: 14 : 19 : 02 FILE NAME: 42CWOOD ************************* FHWA CULVERT ANALYSIS ************************** ************************** HY-8, VERSION 6 . 1 ************************** ******************************************************************************** C SITE DATA CULVERT SHAPE, MATERIAL, INLET U - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - _- -- - .. _ - - - - - - - - - - - - - - - - - - - L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET NO. (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 4812 . 72 4812 . 18 193 . 42 1 CSP 3 . 50 3 . 50 . 024 CONVENTIONAL 2 3 4 5 6 ******************************************************************************** ******************************************************************************** SUMMARY OF CULVERT FLOWS (cfs) FILE: 42CWOOD DATE : 02-21-2006 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 4812 . 72 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4814 . 34 10 . 0 10 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4815 . 10 20 . 0 20 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4815 . 74 30 . 0 30 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4816 .40 40 . 0 40 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4817 . 06 50 . 0 50 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4818 . 50 60 . 0 60 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 )4818 . 72 70 . 0 61 . 8 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 7 . 80 11 '4818 . 78 80 . 0 62 . 2 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 17 . 04 5 4818 . 84 90 . 0 61 . 5 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 27 . 92 5 4818 . 88 100 . 0 61 . 3 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 37 . 85 4 4818 . 63 61 . 0 61 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 OVERTOPPING ******************************************************************************** ******************************************************************************** SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: 42CWOOD DATE: 02-21-2006 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 4812 . 72 0 . 000 0 . 00 0 . 00 0 . 00 4814 . 34 0 . 000 10 . 00 0 . 00 0 . 00 4815 . 10 0 . 000 20 . 00 0 . 00 0 . 00 4815 . 74 0 . 000 30 . 00 0 . 00 0 . 00 4816 . 40 0 . 000 40 . 00 0 . 00 0 . 00 4817 . 06 0 . 000 50 . 00 0 . 00 0 . 00 4818 . 50 0 . 000 60 . 00 0 . 00 0 . 00 4818 . 72 -0 . 003 70 . 00 0 .44 0 . 63 4818 . 78 -0 . 004 80 . 00 0 . 79 0 . 99 4818 . 84 -0 . 003 90 . 00 0 . 60 0 . 67 4818 . 88 -0 . 005 100 . 00 0 . 84 0 . 84 ******************************************************************************** <1> TOLERANCE (ft) = 0 . 010 <2> TOLERANCE M = 1 . 000 ******************************************************************************** 2 CURRENT DATE : 02-21-2006 FILE DATE : 02-21-2006 RENT TIME : 14 : 19 : 02 FILE NAME : 42CWOOD PERFORMANCE CURVE FOR CULVERT 1 - 1 ( 3 . 50 (ft) BY 3 . 50 (ft) ) CSP ******************************************************************************** DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL GRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) ******************************************************************************** 0 . 00 4812 . 72 0 . 00 0 . 00 0-NF 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 10 . 00 4814 . 34 1 . 43 1 . 62 3-M2t 1 .42 0 . 94 1 . 28 1 . 28 3 . 13 3 . 05 20 . 00 4815 . 10 2 . 06 2 . 38 3-M2t 2 . 14 1 . 37 1 . 66 1 . 66 4 . 45 3 . 63 30 . 00 4815 . 74 2 . 63 3 . 02 3-M2t 3 . 04 1 . 69 1 . 93 1 . 93 5 . 51 4 . 02 40 . 00 4816 .40 3 . 18 3 . 68 3-M2t 3 . 50 1 . 96 2 . 15 2 . 15 6 .45 4 . 32 50 . 00 4817 . 06 3 . 75 4 . 34 3-M2t 3 . 50 2 . 20 2 . 34 2 . 34 7 . 32 4 . 57 60 . 00 4818 . 50 4 . 38 5 . 78 3-M2t 3 . 50 2 . 42 2 . 51 2 . 51 8 . 15 4 . 78 61 . 76 4818 . 72 4 . 50 6 . 00 3-M2t 3 . 50 2 . 46 2 . 65 2 . 65 7 . 91 4 . 97 • 62 . 17 4818 . 78 4 . 53 6 . 06 3-M2t 3 . 50 2 . 47 2 . 79 2 . 79 7 . 56 5 . 13 61 .48 4818 . 84 4 .48 6 . 12 3-M2t 3 . 50 2 . 46 2 . 92 2 . 92 7 . 20 5 .29 61 . 31 4818 . 89 4 .47 6 . 17 3-M2t 3 . 50 2 . 45 3 . 03 3 . 03 6 . 94 5 .43 ******************************************************************************** El . inlet face invert 4812 . 72 ft El . outlet invert 4812 . 18 ft El . inlet throat invert 0 . 00 ft El . inlet crest 0 . 00 ft ******************************************************************************** ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0 . 00 ft INLET ELEVATION 4812 . 72 ft OUTLET STATION 193 . 42 ft OUTLET ELEVATION 4812 . 18 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0 . 0028 CULVERT LENGTH ALONG SLOPE 193 . 42 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 3 . 50 ft BARREL MATERIAL CORRUGATED STEEL BARREL MANNING' S n 0 . 024 INLET TYPE CONVENTIONAL INLET EDGE AND WALL THIN EDGE PROJECTING INLET DEPRESSION NONE ******************************************************************************** 3 CURRENT DATE: 02-21-2006 FILE DATE: 02-21-2006 ,' 2RENT TIME: 14 : 19 : 02 FILE NAME : 42CWOOD ******************************************************************************** ************************** TAILWATER ************************** ******************************************************************************** ******* REGULAR CHANNEL CROSS SECTION **************** SIDE SLOPE H/V (X: 1) 2 . 0 CHANNEL SLOPE V/H (ft/ft) 0 . 008 MANNING' S n ( . 01-0 . 1) 0 . 030 CHANNEL INVERT ELEVATION 4812 . 18 ft CULVERT NO. 1 OUTLET INVERT ELEVATION 4812 . 18 ft ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W. S .E. FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (ft) (f/s) (psf) 0 . 00 4812 . 18 0 . 000 0 . 00 0 . 00 0 . 00 10 . 00 4813 .46 0 .476 1 .28 3 . 05 0 . 64 20 . 00 4813 . 84 0 .496 1 . 66 3 . 63 0 . 83 30 . 00 4814 . 11 0 . 509 1 . 93 4 . 02 0 . 96 40 . 00 4814 . 33 0 . 519 2 . 15 4 . 32 1 . 07 50 . 00 4814 . 52 0 . 526 2 . 34 4 . 57 1 . 17 60 . 00 4814 . 69 0 . 532 2 . 51 4 . 78 1 .25 70 . 00 4814 . 83 0 . 537 2 . 65 4 . 97 1 .33 80 . 00 4814 . 97 0 . 541 2 . 79 5 . 13 1 .39 90 . 00 4815 . 10 0 . 546 2 . 92 5 . 29 1 .46 100 . 00 4815 . 21 0 . 549 3 . 03 5 .43 1 .51 ************************** ROADWAY OVERTOPPING DATA ************************** ******************************************************************************** ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 29 . 00 ft CREST LENGTH 100 . 00 ft OVERTOPPING CREST ELEVATION 4818 . 63 ft ******************************************************************************** �'L&cki (o 1 CURRENT DATE : 02-22-2006 FILE DATE : 02-"2-2006 CURRENT TIME : 11 :27 : 05 FILE NAME: 18HUFF 4 ************************** FHWA CULVERT ANALYSIS ************************** ************************** HY-8 , VERSION 6 . 1 ************************** ******************************************************************************** C SITE DATA CULVERT SHAPE, MATERIAL, INLET U - -- - - - - - - - - - - - - - - - - - --- - - - ------------- - - - - - ---- -- -- - ---- - - - -- - - - - - - L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET NO. (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 4816 . 39 4815 . 34 144 . 33 1 CSP 1 . 50 1 . 50 . 024 CONVENTIONAL 2 3 4 5 6 ******************************************************************************** SUMMARY OF CULVERT FLOWS (cfs) FILE: 18HUFF DATE: 02-22-2006 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 4816 . 39 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4817 . 13 1 . 5 1 . 5 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4817 .49 3 . 0 3 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4817 . 81 4 . 5 4 . 5 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4817 . 99 6 . 0 6 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4818 . 37 7 . 5 6 .4 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 30 .4818 . 63 9 . 0 6 . 7 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 1 . 79 30 %4818 . 65 10 . 5 6 . 7 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 3 . 72 10 4818 . 67 12 . 0 6 . 7 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 5 . 26 9 4818 . 68 13 . 5 6 . 6 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 6 . 79 7 4818 . 69 15 . 0 6 . 5 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 8 . 39 7 4818 . 60 6 . 7 6 . 7 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 OVERTOPPING ******************************************************************************** ******************************************************************************** SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: 18HUFF DATE: 02-22-2006 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 4816 . 39 0 . 000 0 . 00 0 . 00 0 . 00 4817 . 13 0 . 000 1 . 50 0 . 00 0 . 00 4817 .49 0 . 000 3 . 00 0 . 00 0 . 00 4817 . 81 0 . 000 4 . 50 0 . 00 0 . 00 4817 . 99 0 . 000 6 . 00 0 . 00 0 . 00 4818 . 37 -0 . 009 7 . 50 1 . 08 14 .40 4818 . 63 -0 . 002 9 . 00 0 . 50 5 . 56 4818 . 65 0 . 000 10 . 50 0 . 07 0 . 67 4818 . 67 0 . 000 12 . 00 0 . 06 0 . 50 4818 . 68 0 . 000 13 . 50 0 . 08 0 . 59 4818 . 69 0 . 000 15 . 00 0 . 10 0 . 67 ******************************************************************************** <1> TOLERANCE (ft) = 0 . 010 <2> TOLERANCE M = 1 . 000 ******************************************************************************** 2 CURRENT DATE : 02-22-2006 FILE DATE : 02-22-2006 tRENT TIME: 11 : 27 : 05 FILE NAME : 18HUFF PERFORMANCE CURVE FOR CULVERT 1 - 1 ( 1 . 50 (ft) BY 1 . 50 (ft) ) CSP ******************************************************************************** DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL GRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) ******************************************************************************** 0 . 00 4816 . 39 0 . 00 0 . 00 0-NF 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 1 . 50 4817 . 13 0 . 68 0 . 74 2-M2c 0 . 57 0 . 46 0 . 46 0 . 27 3 . 29 1 . 57 3 . 00 4817 . 49 1 . 00 1 . 10 2-M2c 0 . 85 0 . 65 0 . 65 0 . 42 4 . 04 2 . 02 4 . 50 4817 . 81 1 . 30 1 . 42 2-M2c 1 . 14 0 . 81 0 . 81 0 . 55 4 . 62 2 . 32 6 . 00 4817 . 99 1 . 60 1 . 55 2-M2c 1 . 50 0 . 94 0 . 94 0 . 66 5 . 12 2 . 55 6 .42 4818 . 37 1 . 69 1 . 98 2-M2c 1 . 50 0 . 98 0 . 98 0 . 77 5 . 28 2 . 74 6 . 71 4818 . 62 1 . 76 2 . 23 2-M2c 1 . 50 1 . 00 1 . 00 0 . 88 5 .37 2 . 90 6 . 72 4818 . 63 1 . 76 2 . 24 2-M2c 1 . 50 1 . 00 1 . 00 0 . 98 5 . 37 3 . 04 6 . 67 4818 . 67 1 . 75 2 .28 3-M2t 1 . 50 1 . 00 1 . 07 1 . 07 4 . 94 3 . 16 6 . 63 4818 . 69 1 . 74 2 . 30 3-M2t 1 . 50 0 . 99 1 . 16 1 . 16 4 . 51 3 . 27 6 . 51 4818 . 70 1 . 71 2 . 31 3-M2t 1 . 50 0 . 98 1 . 26 1 .26 4 . 13 3 . 37 ******************************************************************************** El . inlet face invert 4816 . 39 ft El . outlet invert 4815 .34 ft El . inlet throat invert 0 . 00 ft El . inlet crest 0 . 00 ft ******************************************************************************** ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0 . 00 ft INLET ELEVATION 4816 . 39 ft OUTLET STATION 144 . 33 ft OUTLET ELEVATION 4815 . 34 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0 . 0073 CULVERT LENGTH ALONG SLOPE 144 . 33 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 1 . 50 ft BARREL MATERIAL CORRUGATED STEEL BARREL MANNING' S n 0 . 024 INLET TYPE CONVENTIONAL INLET EDGE AND WALL THIN EDGE PROJECTING INLET DEPRESSION NONE ******************************************************************************** 3 CURRENT DATE : 02-22-2006 FILE DATE : 02-22-2006 :RRENT TIME : 11 : 27 : 05 FILE NAME : 18HUFF ******************************************************************************** ************************** TAILWATER ************************** ******************************************************************************** ******* REGULAR CHANNEL CROSS SECTION **************** BOTTOM WIDTH 3 . 54 ft SIDE SLOPE H/V (X: l) 0 . 0 CHANNEL SLOPE V/H (ft/ft) 0 . 007 MANNING' S n ( . 01-0 . 1) 0 . 030 CHANNEL INVERT ELEVATION 4815 . 34 ft CULVERT NO. 1 OUTLET INVERT ELEVATION 4815 . 34 ft ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W. S .E. FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (ft) (f/s) (psf) 0 . 00 4815 .34 0 . 000 0 . 00 0 . 00 0 . 00 1 . 50 4815 . 61 0 .534 0 . 27 1 . 57 0 . 12 3 . 00 4815 . 76 0 . 548 0 .42 2 . 02 0 . 18 4 . 50 4815 . 89 0 . 552 0 . 55 2 . 32 0 . 24 6 . 00 4816 . 00 0 . 551 0 . 66 2 . 55 0 . 29 7 . 50 4816 . 11 0 .549 0 . 77 2 . 74 0 . 34 9 . 00 4816 .22 0 . 546 0 . 88 2 . 90 0 . 38 10 . 50 4816 . 31 0 . 543 0 . 98 3 . 04 0 .43 12 . 00 4816 .41 0 . 539 1 . 07 3 . 16 0 .47 13 . 50 4816 . 50 0 . 535 1 . 16 3 . 27 0 . 51 15 . 00 4816 . 60 0 . 531 1 .26 3 . 37 0 . 55 ************************** ROADWAY OVERTOPPING DATA ************************** ******************************************************************************** ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 80 . 00 ft CREST LENGTH 100 . 00 ft OVERTOPPING CREST ELEVATION 4818 . 60 ft ******************************************************************************** CURRENT DATE : 02-22-2006 FILE DATE : 02-22-2006 CURRENT 'TIME : 11 : 22 : 09 FILE NAME : 42HUFF ************************** FHWA CULVERT ANALYSIS ************************** ************************** HY-8 , VERSION 6 . 1 ************************** ******************************************************************************** C SITE DATA CULVERT SHAPE, MATERIAL, INLET U -- -- - - - -- - - - - - - - - - - - - - - - - - - - - - --- - --- ------------------- ------ - - - - - - - - - - - - L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET NO. (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 4816 . 01 4812 . 95 159 . 99 1 CSP 3 . 50 3 . 50 . 024 CONVENTIONAL 2 3 4 5 6 ******************************************************************************** SUMMARY OF CULVERT FLOWS (cfs) FILE : 42HUFF DATE: 02-22-2006 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY I TR 4816 . 01 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4817 . 41 10 . 0 10 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4818 . 05 20 . 0 20 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4818 . 61 30 . 0 30 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4819 . 16 40 . 0 40 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4819 . 73 50 . 0 50 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 ,4820 . 36 60 . 0 60 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 14821 . 08 70 . 0 70 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4821 . 92 80 . 0 80 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4822 . 13 90 . 0 82 . 3 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 6 . 98 10 4822 . 19 100 . 0 82 . 9 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 16 . 28 5 4822 . 05 81 . 3 81 . 3 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 OVERTOPPING ******************************************************************************** ******************************************************************************** SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: 42HUFF DATE : 02-22-2006 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 4816 . 01 0 . 000 0 . 00 0 . 00 0 . 00 4817 .41 0 . 000 10 . 00 0 . 00 0 . 00 4818 . 05 0 . 000 20 . 00 0 . 00 0 . 00 4818 . 61 0 . 000 30 . 00 0 . 00 0 . 00 4819 . 16 0 . 000 40 . 00 0 . 00 0 . 00 4819 . 73 0 . 000 50 . 00 0 . 00 0 . 00 4820 . 36 0 . 000 60 . 00 0 . 00 0 . 00 4821 . 08 0 . 000 70 . 00 0 . 00 0 . 00 4821 . 92 0 . 000 80 . 00 0 . 00 0 . 00 4822 . 13 -0 . 004 90 . 00 0 . 75 0 . 83 4822 . 19 -0 . 005 100 . 00 0 . 79 0 . 79 ******************************************************************************** <1> TOLERANCE (ft) = 0 . 010 <2> TOLERANCE W = 1 . 000 ******************************************************************************** 2 CURRENT DATE: 02-22-2006 FILE DATE: 02-22-2006 RRENT TIME : 11 : 22 : 09 FILE NAME : 42HUFF PERFORMANCE CURVE FOR CULVERT 1 - 1 ( 3 . 50 (ft) BY 3 . 50 (ft) ) CSP ******************************************************************************** DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL GRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) ******************************************************************************** 0 . 00 4816 . 01 0 . 00 0 . 00 0-NF 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 10 . 00 4817 . 41 1 .40 1 .40 1-S2n 0 . 85 0 . 94 0 . 74 0 . 28 6 . 76 2 . 87 20 . 00 4818 . 05 2 . 04 2 . 04 1-S2n 1 . 22 1 . 37 1 . 17 0 . 44 7 . 11 3 . 75 30 . 00 4818 . 61 2 . 60 2 . 60 1-S2n 1 . 53 1 . 69 1 . 53 0 . 56 7 .43 4 . 37 40 . 00 4819 . 16 3 . 15 3 . 15 1-S2n 1 . 81 1 . 96 1 . 76 0 . 67 8 .26 4 . 88 50 . 00 4819 . 73 3 . 72 3 . 72 5-S2n 2 . 08 2 . 20 2 . 00 0 . 77 8 . 79 5 . 30 60 . 00 4820 . 36 4 . 35 4 .35 5-S2n 2 . 36 2 .42 2 . 22 0 . 86 9 . 31 5 . 67 70 . 00 4821 . 08 5 . 08 4 . 98 2-M2c 2 . 68 2 . 61 2 . 61 0 . 95 9 . 11 6 . 00 80 . 00 4821 . 92 5 . 91 5 .44 2-M2c 3 . 13 2 . 79 2 . 79 1 . 04 9 . 72 6 . 30 82 . 27 4822 . 13 6 . 12 3 .28 2-M2c 3 . 50 2 . 82 2 . 82 1 . 12 9 . 88 6 . 58 82 . 93 4822 . 19 6 . 18 3 . 80 2-M2c 3 . 50 2 . 83 2 . 83 1 . 20 9 . 93 6 . 83 ******************************************************************************** El . inlet face invert 4816 . 01 ft El . outlet invert 4812 . 95 ft El . inlet throat invert 0 . 00 ft El . inlet crest 0 . 00 ft ******************************************************************************** ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0 . 00 ft INLET ELEVATION 4816 . 01 ft OUTLET STATION 159 . 96 ft OUTLET ELEVATION 4812 . 95 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0 . 0191 CULVERT LENGTH ALONG SLOPE 159 . 99 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 3 . 50 ft BARREL MATERIAL CORRUGATED STEEL BARREL MANNING' S n 0 . 024 INLET TYPE CONVENTIONAL INLET EDGE AND WALL THIN EDGE PROJECTING INLET DEPRESSION NONE ******************************************************************************** 3 CURRENT DATE : 02-22-2006 FILE DATE : 02-22-2006 2RENT TIME : 11 :22 : 09 FILE NAME : 42HUFF ******************************************************************************** ************************** TAILWATER ************************** ******************************************************************************** ******* REGULAR CHANNEL CROSS SECTION **************** BOTTOM WIDTH 12 . 24 ft SIDE SLOPE H/V (X: l) 0 . 0 CHANNEL SLOPE V/H (ft/ft) 0 . 019 MANNING' S n ( . 01-0 . 1) 0 . 030 CHANNEL INVERT ELEVATION 4812 . 95 ft CULVERT NO. 1 OUTLET INVERT ELEVATION 4812 . 95 ft ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W. S .E. FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (ft) (f/s) (psf) 0 . 00 4812 . 95 0 . 000 0 . 00 0 . 00 0 . 00 10 . 00 4813 .23 0 . 946 0 .28 2 . 87 0 .34 20 . 00 4813 . 39 1 . 000 0 .44 3 . 75 0 . 52 30 . 00 4813 . 51 1 . 030 0 . 56 4 .37 0 . 66 40 . 00 4813 . 62 1 . 049 0 . 67 4 . 88 0 . 80 50 . 00 4813 . 72 1 . 064 0 . 77 5 . 30 0 . 91 60 . 00 4813 . 81 1 . 075 0 . 86 5 . 67 1. 02 70 . 00 4813 . 90 1 . 084 0 . 95 6 . 00 1 . 13 80 . 00 4813 . 99 1 . 091 1 . 04 6 . 30 1 .23 90 . 00 4814 . 07 1 . 096 1 . 12 6 . 58 1 . 33 100 . 00 4814 . 15 1 . 101 1 . 20 6 . 83 1 .42 ************************** ROADWAY OVERTOPPING DATA ************************** ******************************************************************************** ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 80 . 00 ft CREST LENGTH 100 . 00 ft OVERTOPPING CREST ELEVATION 4822 . 05 ft ******************************************************************************** CURRENT DATE : 06-20-2006 FILE DATE : 06-20-2006 CURRENT TIME : 11 : 07 : 22 FILE NAME : FF ************************** FHWA CULVERT ANALYSIS ************************** ************************** HY-8, VERSION 6 . 1 ************************** ******************************************************************************** C SITE DATA CULVERT SHAPE, MATERIAL, INLET U - - - - - - - - - - - ---- - - - - - - - ---- - - -- - - ------ ------- ---- - - - -- - --- - - - - - - - - - -- - - - L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET NO. (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 4819 . 22 4818 . 44 115 . 60 1 CSP 3 . 00 3 . 00 . 024 CONVENTIONAL 2 3 4 5 6 SUMMARY OF CULVERT FLOWS (cfs) FILE: 18HUFF DATE: 06-20-2006 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY I TR 4819 . 22 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4820 . 84 10 . 0 10 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4821 . 62 20 . 0 20 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4822 . 33 30 . 0 30 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4822 . 90 40 . 0 40 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4823 . 05 50 . 0 41 . 6 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 7 . 93 9 )4823 . 12 60 . 0 41 . 6 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 17 . 97 6 4823 . 17 70 . 0 42 . 1 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 27 . 52 5 4823 . 21 80 . 0 42 .2 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 37 . 41 5 4823 . 25 90 . 0 42 . 1 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 47 .23 4 4823 . 29 100 . 0 42 . 8 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 56 . 80 4 4822 . 96 .40 . 6 40 . 6 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 OVERTOPPING ******************************************************************************** ******************************************************************************** SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: 18HUFF DATE: 06-20-2006 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 4819 .22 0 . 000 0 . 00 0 . 00 0 . 00 4820 . 84 0 . 000 10 . 00 0 . 00 0 . 00 4821 . 62 0 . 000 20 . 00 0 . 00 0 . 00 4822 . 33 0 . 000 30 . 00 0 . 00 0 . 00 4822 . 90 0 . 000 40 . 00 0 . 00 0 . 00 4823 . 05 -0 . 003 50 . 00 0 .49 0 . 98 4823 . 12 -0 . 002 60 . 00 0 .44 0 . 73 4823 . 17 -0 . 003 70 . 00 0 .41 0 . 59 4823 . 21 -0 . 002 80 . 00 0 . 39 0 . 49 4823 .25 -0 . 004 90 . 00 0 . 67 0 . 74 4823 . 29 -0 . 003 100 . 00 0 . 41 0 . 41 ******************************************************************************** <1> TOLERANCE (ft) = 0 . 010 <2> TOLERANCE M = 1 . 000 ******************************************************************************** 2 CURRENT DATE: 06-20-2006 FILE DATE : 06-20-2006 2RENT TIME : 11 : 07 :22 FILE NAME : 18HUFF PERFORMANCE CURVE FOR CULVERT 1 - 1 ( 3 . 00 (ft) BY 3 . 00 (ft) ) CSP ******************************************************************************** DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) ******************************************************************************** 0 . 00 4819 . 22 0 . 00 0 . 00 0-NF 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 10 . 00 4820 . 84 1 . 48 1 . 62 3-M2t 1 . 20 0 . 99 0 . 99 0 . 99 4 . 89 3 . 05 20 . 00 4821 . 62 2 .22 2 . 40 2-M2c 1 . 81 1 . 43 1 .43 1 . 33 6 . 01 3 . 62 30 . 00 4822 . 33 2 . 91 3 . 11 2-M2c 2 . 52 1 . 77 1 . 77 1 . 56 6 . 90 4 . 11 40 . 00 4822 . 90 3 . 68 3 . 46 2-M2c 3 . 00 2 . 06 2 . 06 1 . 74 7 . 75 4 .48 41 . 58 4823 . 03 3 . 81 3 . 73 2-M2c 3 . 00 2 . 10 2 . 10 1 . 89 7 . 87 4 . 84 41 . 59 4823 . 12 3 . 81 3 . 90 2-M2c 3 . 00 2 . 10 2 . 10 2 . 02 7 . 87 5 . 16 42 . 06 4823 . 17 3 . 86 3 . 94 3-M2t 3 . 00 2 . 11 2 . 13 2 . 13 7 . 85 5 .43 42 .20 4823 . 22 3 . 87 4 . 00 3-M2t 3 . 00 2 . 11 2 .22 2 .22 7 . 54 5 . 66 42 . 10 4823 . 25 3 . 86 4 . 03 3-M2t 3 . 00 2 . 11 2 . 31 2 . 31 7 . 23 5 . 87 42 . 79 4823 . 29 3 . 92 4 . 07 3-M2t 3 . 00 2 . 13 2 . 39 2 . 39 7 . 09 6 . 06 ******************************************************************************** El . inlet face invert 4819 . 22 ft El . outlet invert 4818 .44 ft El . inlet throat invert 0 . 00 ft El . inlet crest 0 . 00 ft ******************************************************************************** ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0 . 00 ft INLET ELEVATION 4819 . 22 ft OUTLET STATION 115 . 60 ft OUTLET ELEVATION 4818 .44 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0 . 0067 CULVERT LENGTH ALONG SLOPE 115 . 60 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 3 . 00 ft BARREL MATERIAL CORRUGATED STEEL BARREL MANNING' S n 0 . 024 INLET TYPE CONVENTIONAL INLET EDGE AND WALL THIN EDGE PROJECTING INLET DEPRESSION NONE ******************************************************************************** 3 CURRENT DATE : 06-20-2006 FILE DATE : 06-20-2006 , t2RENT TIME : 11 : 07 : 22 FILE NAME : 18HUFF ******************************************************************************** ************************** TAILWATER ************************** ******************************************************************************** ***** USER DEFINED CHANNEL CROSS-SECTION FILE NAME : 36HUFF MAIN CHANNEL AND LT & RT OVER BANKS FILE DATE : 02-22-2006 LEFT CHANNEL BOUNDARY 2 RIGHT CHANNEL BOUNDARY 6 MANNING n LEFT OVER BANK 0 . 030 MANNING n MAIN CHANNEL 0 . 045 MANNING n RIGHT OVER BANK 0 . 030 SLOPE OF CHANNEL 0 . 0178 ft/ft CROSS-SECTION X Y COORD. NO. (ft) (ft) 1 0 . 00 4821 . 11 2 10 .48 4820 .22 3 13 . 79 4818 . 71 4 14 .57 4818 .44 5 16 . 06 4818 . 50 6 18 . 71 4819 . 74 7 21 . 14 4820 . 54 ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W. S .E . FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (ft) (f/s) (psf) 0 . 00 4818 .44 0 . 000 0 . 00 0 . 00 0 . 00 10 . 00 4819 .43 0 . 684 0 . 99 3 . 05 0 . 64 20 . 00 4819 . 77 0 . 713 1 . 33 3 . 62 0 . 83 30 . 00 4820 . 00 0 . 735 1 . 56 4 . 11 1 . 00 40 . 00 4820 . 18 0 . 750 1 . 74 4 .48 1 . 14 50 . 00 4820 . 33 0 . 765 1 . 89 4 . 84 1 .28 60 . 00 4820 .46 0 . 777 2 . 02 5 . 16 1 .41 70 . 00 4820 . 56 0 . 787 2 . 13 5 .43 1 . 52 80 . 00 4820 . 66 0 . 796 2 . 22 5 . 66 1 . 62 90 . 00 4820 . 75 0 . 803 2 . 31 5 . 87 1 . 71 100 . 00 4820 . 83 0 . 809 2 . 39 6 . 06 1 . 79 Note : Shear stress was calculated using R. ******************************************************************************** ************************** ROADWAY OVERTOPPING DATA ************************** ******************************************************************************** ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 79 . 00 ft CREST LENGTH 100 . 00 ft OVERTOPPING CREST ELEVATION 4822 . 96 ft ******************************************************************************** _ l0 1 CURRENT DATE: 02-21-2006 FILE DATE : 02-21-2006 CURRENT TIME: 15 : 26 : 50 FILE NAME : 42STKY ****************************************************************************** ************************** FHWA CULVERT ANALYSIS ************************** ************************** HY-8 , VERSION 6 . 1 ************************** ******************************************************************************** C SITE DATA CULVERT SHAPE, MATERIAL, INLET U -- - --------------- - - - - - - - - - - - - -- - - - - -- -- - - - - - ----------------------- ----- - L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET NO. (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 2 . 60 2 . 05 44 . 50 1 RCP 3 . 50 3 . 50 . 012 CONVENTIONAL 2 3 4 5 6 ******************************************************************************** SUMMARY OF CULVERT FLOWS (cfs) FILE : 42STKY DATE : 02-21-2006 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 2 . 60 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4 . 18 15 . 0 15 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 5 . 06 30 . 0 30 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 5 . 77 45 . 0 45 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 6 .49 60 . 0 60 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 7 . 34 75 . 0 75 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 8 . 37 90 . 0 90 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 9 . 62 105 . 0 105 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 9 . 94 120 . 0 108 .4 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 10 . 75 9 10 . 03 135 . 0 109 .4 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 24 . 75 5 10 . 10 150 . 0 110 . 1 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 38 . 59 4 9 . 82 107 . 1 107 . 1 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 OVERTOPPING ******************************************************************************** ******************************************************************************** SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: 42STKY DATE: 02-21-2006 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 2 . 60 0 . 000 0 . 00 0 . 00 0 . 00 4 . 18 0 . 000 15 . 00 0 . 00 0 . 00 5 . 06 0 . 000 30 . 00 0 . 00 0 . 00 5 . 77 0 . 000 45 . 00 0 . 00 0 . 00 6 .49 0 . 000 60 . 00 0 . 00 0 . 00 7 . 34 0 . 000 75 . 00 0 . 00 0 . 00 8 . 37 0 . 000 90 . 00 0 . 00 0 . 00 9 . 62 0 . 000 105 . 00 0 . 00 0 . 00 9 . 94 -0 . 006 120 . 00 0 . 82 0 . 68 10 . 03 -0 . 006 135 . 00 0 . 89 0 . 66 10 . 10 -0 . 009 150 . 00 1 . 32 0 . 88 ******************************************************************************** <1> TOLERANCE (ft) = 0 . 010 <2> TOLERANCE M = 1 . 000 ******************************************************************************** 2 CURRENT DATE : 02-21-2006 FILE DATE : 02-21-2006 RRENT TIME : 15 :26 : 50 FILE NAME : 42STKY ****************************************************************************** PERFORMANCE CURVE FOR CULVERT 1 - 1 ( 3 . 50 (ft) BY 3 . 50 (ft) ) RCP ******************************************************************************** DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL GRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) ******************************************************************************** 0 . 00 2 . 60 0 . 00 0 . 00 0-NF 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 15 . 00 4 . 18 1 . 58 1 . 58 1-S2n 0 . 82 1 . 17 0 . 88 0 . 89 7 . 78 2 . 85 30 . 00 5 . 06 2 . 46 2 . 46 1-S2n 1 . 18 1 . 69 1 . 31 1 . 34 9 . 14 3 . 53 45 . 00 5 . 77 3 . 17 3 . 17 1-S2n 1 .47 2 . 09 1 . 66 1 . 69 10 . 00 3 . 98 60 . 00 6 . 49 3 . 89 3 . 89 5-S2n 1 . 74 2 .42 1 . 96 1 . 99 10 . 80 4 . 32 75 . 00 7 . 34 4 . 74 4 . 74 5-S2n 1 . 99 2 . 70 2 . 25 2 . 25 11 .48 4 . 60 90 . 00 8 . 37 5 . 77 5 . 77 5-S2n 2 . 24 2 . 92 2 . 51 2 .48 12 . 19 4 . 84 105 . 00 9 . 62 7 . 02 7 . 02 5-S2n 2 . 52 3 . 11 2 . 76 2 . 70 12 . 90 5 . 04 108 . 43 9 . 94 7 . 34 7 . 34 5-S2n 2 . 59 3 . 16 2 . 82 2 . 90 13 . 06 5 . 23 109 . 36 10 . 03 7 . 43 7 .43 5-S2n 2 . 60 3 . 17 2 . 83 3 . 09 13 . 11 5 . 39 110 . 09 10 . 10 7 . 50 7 . 50 5-S2n 2 . 62 3 . 18 2 . 87 3 .27 13 . 07 5 . 55 ******************************************************************************** El . inlet face invert 2 . 60 ft El . outlet invert 2 . 05 ft El . inlet throat invert 0 . 00 ft El . inlet crest 0 . 00 ft ******************************************************************************** ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0 . 00 ft INLET ELEVATION 2 . 60 ft OUTLET STATION 44 . 50 ft OUTLET ELEVATION 2 . 05 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0 . 0124 CULVERT LENGTH ALONG SLOPE 44 . 50 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 3 . 50 ft BARREL MATERIAL CONCRETE BARREL MANNING' S n 0 . 012 INLET TYPE CONVENTIONAL INLET EDGE AND WALL SQUARE EDGE WITH HEADWALL INLET DEPRESSION NONE ******************************************************************************** 3 CURRENT DATE: 02-21-2006 FILE DATE : 02-21-2006 RENT TIME : 15 : 26 : 50 FILE NAME : 42STKY ******************************************************************************** ************************** TAILWATER ************************** ******************************************************************************** ******* REGULAR CHANNEL CROSS SECTION **************** BOTTOM WIDTH 5 . 00 ft SIDE SLOPE H/V (X: 1) 1 . 0 CHANNEL SLOPE V/H (ft/ft) 0 . 012 MANNING' S n ( . 01-0 . 1) 0 . 045 CHANNEL INVERT ELEVATION 2 . 05 ft CULVERT NO. 1 OUTLET INVERT ELEVATION 2 . 05 ft ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W. S .E. FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (ft) (f/s) (psf) 0 . 00 2 . 05 0 . 000 0 . 00 0 . 00 0 . 00 15 . 00 2 . 94 0 . 531 0 . 89 2 . 85 0 . 67 30 . 00 3 . 39 0 . 538 1 .34 3 . 53 1 . 00 45 . 00 3 . 74 0 . 540 1 . 69 3 . 98 1 .26 60 . 00 4 . 04 0 . 540 1 . 99 4 . 32 1 .49 75 . 00 4 . 30 0 . 541 2 . 25 4 . 60 1 . 68 90 . 00 4 . 53 0 . 541 2 .48 4 . 84 1 . 86 105 . 00 4 . 75 0 . 541 2 . 70 5 . 04 2 . 02 120 . 00 4 . 95 0 . 541 2 . 90 5 .23 2 . 17 135 . 00 5 . 14 0 . 541 3 . 09 5 . 39 2 .32 150 . 00 5 . 32 0 . 541 3 .27 5 . 55 2 .45 ************************** ROADWAY OVERTOPPING DATA ************************** ******************************************************************************** ROADWAY SURFACE GRAVEL EMBANKMENT TOP WIDTH 35 . 00 ft CREST LENGTH 100 . 00 ft OVERTOPPING CREST ELEVATION 9 . 82 ft ******************************************************************************** Cwt v&v4 11 1 CURRENT DATE : 02 -22-2006 FILE DATE : 02-22-2006 CURRENT TIME : 10 : 28 : 29 FILE NAME : 30CWOOD ************************** FHWA CULVERT ANALYSIS ************************** ************************** HY-8 , VERSION 6 . 1 ************************** ******************************************************************************** C SITE DATA CULVERT SHAPE, MATERIAL, INLET U - - - - - - - - -- - - - - - - - - - - ------------------------------------- - - - - - - - - - - L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET NO. (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 4827 . 84 4827 . 39 34 . 56 1 CSP 2 . 50 2 . 50 . 024 CONVENTIONAL 2 3 4 5 6 ******************************************************************************** SUMMARY OF CULVERT FLOWS (cfs) FILE: 30CWOOD DATE: 02-22-2006 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 4827 . 84 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4828 . 67 2 . 5 2 . 5 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4829 . 08 5 . 0 5 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4829 . 39 7 . 5 7 . 5 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4829 . 66 10 . 0 10 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4829 . 86 12 . 5 12 . 5 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 ,4829 . 99 15 . 0 14 . 1 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 82 29 4830 . 02 17 . 5 14 .4 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 2 . 99 10 4830 . 04 20 . 0 14 . 6 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 5 . 20 7 4830 . 06 22 . 5 14 . 9 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 7 . 48 7 4830 . 07 25 . 0 15 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 9 . 75 5 4829 . 97 13 . 8 13 . 8 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 OVERTOPPING ******************************************************************************** ******************************************************************************** SUMMARY OF ITERATIVE SOLUTION ERRORS FILE : 30CWOOD DATE: 02-22-2006 HEAD HEAD TOTAL FLOW o FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 4827 . 84 0 . 000 0 . 00 0 . 00 0 . 00 4828 . 67 0 . 000 2 . 50 0 . 00 0 . 00 4829 . 08 0 . 000 5 . 00 0 . 00 0 . 00 4829 . 39 0 . 000 7 . 50 0 . 00 0 . 00 4829 . 66 0 . 000 10 . 00 0 . 00 0 . 00 4829 . 86 0 . 000 12 . 50 0 . 00 0 . 00 4829 . 99 0 . 000 15 . 00 0 . 12 0 . 80 4830 . 02 0 . 000 17 . 50 0 . 12 0 . 69 4830 . 04 -0 . 001 20 . 00 0 . 16 0 . 80 4830 . 06 0 . 000 22 . 50 0 . 16 0 . 71 4830 . 07 -0 . 001 25 . 00 0 . 25 1 . 00 ******************************************************************************** <1> TOLERANCE (ft) = 0 . 010 <2> TOLERANCE M = 1 . 000 ******************************************************************************** 2 CURRENT DATE: 02-22-2006 FILE DATE :T.ZRENT TIME : 10 : 28 : 29 FILE NAME : 30CWOOD PERFORMANCE CURVE FOR CULVERT 1 - 1 ( 2 . 50 (ft) BY 2 . 50 (ft) ) CSP ******************************************************************************** DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) ******************************************************************************** 0 . 00 4827 . 84 0 . 00 0 . 00 0-NF 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 2 . 50 4828 . 67 0 . 79 0 . 83 3-Mlt 0 . 53 0 . 51 0 . 57 0 . 57 2 . 95 1 . 61 5 . 00 4829 . 08 1 . 08 1 . 24 3-M2t 0 . 75 0 . 74 0 . 74 0 . 74 4 . 12 1 . 91 7 . 50 4829 . 39 1 . 35 1 . 55 2-M2c 0 . 93 0 . 90 0 . 90 0 . 86 4 . 69 2 . 11 10 . 00 4829 . 66 1 . 59 1 . 82 2-M2c 1 . 09 1 . 05 1 . 05 0 . 96 5 . 09 2 .27 12 . 50 4829 . 86 1 . 83 2 . 02 2-M2c 1 . 24 1 . 18 1 . 18 1 . 04 5 .47 2 .40 14 . 06 4829 . 98 1 . 97 2 . 14 2-M2c 1 . 33 1 . 26 1 . 26 1 . 11 5 . 66 2 . 51 14 . 38 4830 . 01 2 . 00 2 . 17 2-M2c 1 . 35 1 . 28 1 . 28 1 . 18 5 . 71 2 . 61 14 . 63 4830 . 04 2 . 02 2 . 20 2-M2c 1 . 36 1 . 29 1 . 29 1 . 24 5 . 75 2 . 70 14 . 85 4830 . 06 2 . 04 2 . 22 3-M2t 1 . 37 1 . 30 1 . 30 1 . 30 5 . 77 2 . 78 15 . 00 4830 . 10 2 . 05 2 . 26 3-M2t 1 . 38 1 . 30 1 . 35 1 . 35 5 . 55 2 . 86 ******************************************************************************** El . inlet face invert 4827 . 84 ft El . outlet invert 4827 . 39 ft El . inlet throat invert 0 . 00 ft El . inlet crest 0 . 00 ft ******************************************************************************** ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0 . 00 ft INLET ELEVATION 4827 . 84 ft OUTLET STATION 34 . 56 ft OUTLET ELEVATION 4827 . 39 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0 . 0130 CULVERT LENGTH ALONG SLOPE 34 . 56 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 2 . 50 ft BARREL MATERIAL CORRUGATED STEEL BARREL MANNING' S n 0 . 024 INLET TYPE CONVENTIONAL INLET EDGE AND WALL THIN EDGE PROJECTING INLET DEPRESSION NONE ******************************************************************************** 1 3 CURRENT DATE: 02-22-2006 FILE DATE : 02-22-2006 RENT TIME: 10 : 28 : 29 FILE NAME : 30CWOOD ************************** TAILWATER ************************** ******************************************************************************** ******* REGULAR CHANNEL CROSS SECTION **************** SIDE SLOPE H/V (X: l) 4 . 8 CHANNEL SLOPE V/H (ft/ft) 0 . 013 MANNING' S n ( . 01-0 . 1) 0 . 045 CHANNEL INVERT ELEVATION 4827 . 39 ft CULVERT NO. 1 OUTLET INVERT ELEVATION 4827 . 39 ft ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W. S .E. FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (ft) (f/s) (psf) 0 . 00 4827 . 39 0 . 000 0 . 00 0 . 00 0 . 00 2 . 50 4827 . 96 0 . 375 0 . 57 1 . 61 0 .46 5 . 00 4828 . 13 0 . 392 0 . 74 1 . 91 0 . 60 7 . 50 4828 . 25 0 .401 0 . 86 2 . 11 0 . 70 10 . 00 4828 . 35 0 .409 0 . 96 2 . 27 0 . 78 12 . 50 4828 .43 0 . 415 1 . 04 2 . 40 0 . 85 15 . 00 4828 . 50 0 .420 1 . 11 2 . 51 0 . 90 17 . 50 4828 . 57 0 .424 1 . 18 2 . 61 0 . 96 20 . 00 4828 . 63 0 . 427 1 . 24 2 . 70 1 . 01 22 . 50 4828 . 69 0 .430 1 . 30 2 . 78 1 . 05 25 . 00 4828 . 74 0 .433 1 . 35 2 . 86 1 . 10 ************************** ROADWAY OVERTOPPING DATA ************************** ******************************************************************************** ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 21 . 00 ft CREST LENGTH 100 . 00 ft OVERTOPPING CREST ELEVATION 4829 . 97 ft ******************************************************************************** o.., g ., _ 8 i ii'vG ♦ 1 iv 4S4f.. /94J.19 No .4a,Q ••M'TA 18i i% )I M ELEV.—1.44 4B4].4 7e40 3o vii 6 'I MIA a g 4a32se all j g 49J W -.+48. _. __ __ 1 •• M -4.]0. 1 I — AA 8 I 0 4827.96 I a Nks LOYAL GARDEN SUBDIVISION a ; By DATE DESDRR�� 13OZEMAN,MONTANA ev DAIE MCR Q�y OY d�TE OEBCR THOMAS,DEAN&HOSKINS,INC. SOUTHERN WETLAND DITCH TDBC eNctN¢ewNccoxsotxnrrrs N E g I a!E 4 14P4 wrA 44n J j g191J.4 - _.-- - if ,au cs 1,'. \' �� �•�' M 54 •�0000 Yt� g �I919.06_ M[lRV.410.90 I + - g PMST.1 4+99,5. het]]__ I ,1I 1 . I 1 44�7tA I (� nVI e � t { 1 • , O n_p LOYAL GARDEN SUBDIVISION S: or wrI DISCR `ate BOZEMAN,MONTANA d m pv w.rE .CSCR ov wtE oEscn TIIOAfAS,DEAN&HOSHINS,INC. NORTH DITCH SECTION TD&I� ENGINEERINGCONSUL'f VJ(S N 4 e k x �Ap� raL,wGtp, qNq 0 0 —�- - r0i 0_ T l'F J S +tttt 10 S CJ I N M � Q C9 c II t rn I .yc i1 I 0 0o c uNi t o e� 2 M O o �1 .0 N N 2 M� o ? a TL O � � LO TI S O c� o 11 II II II I 0 0 0 o $ o 0 (D 't N 0 0 w w 0 (U)uogena13 (� Ln 0 LO LO Ln LO Lo LO LO LO Ln Ln LO LO Ln Ln LO u) LO LO C r r r r r r r r r r" r r T r r r r 777 yW � ao ao ao 0o ao ao ao ao ao ao ao ao ao ao ao ao 0o Lp ao ao kW W LnLnLnooLn0000LnLnLnlnolnln (O M N N N M (D OW a�oa�oa�ooNoalloaoa�oaoco000ao000 00N0OODOODcoo 0 � ooLn000000000000Lno v� ,�0 0 � O CO a0 0 0 tt O O O O N N 00 ap O In 0 0 0 Ln 0 0 0 0 Ln 0 Ln In O O LO O LO O qt (O M It (O N Il- O0 O M W P-: (O (O (O M (O O W II Lh lL �..CO CO co I-- P, m w O O w m w O I- r- I` 1` (O (OD 2 k Circular Pipe Flow Project: LOYAL GARDEN SUBDIVISION Pipe ID: NEW DITCH PIPES TC d - _," ?Low angae Arm l �; i E � 3 Design Information(Input) Pipe Invert Slope So= 0.0174 ft/ft Pipe Manning's n-value n= 0.0120 Pipe Diameter D= 24.00 inches Design discharge Q= 12.3 cfs Full-flow Capacity(Calculated) Full-flow area Af= 3.14 sq ft Full-flow wetted perimeter Pf= 6.28 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= 32.4 cfs --.4 ay tt �f Calculation of Normal Flow Condition Half Central Angle(0<Theta<3.14) Theta= 1.42 rad Flow area An= 1.28 sq ft Top width Tn= 1.98 ft Wetted perimeter Pn= 2.85 ft Flow depth Yn= 0.85 ft Flow velocity Vn= 9.60 fps Discharge Qn= 12.3 cfs Normal Depth Froude Number Fr„= 2.10 Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 1.83 rad Critical flow area Ac= 2.09 sq ft Critical top width Tc= 1.93 ft Critical flow depth Yc= 1.26 ft Critical flow velocity Vc= 5.89 fps Critical Depth Froude Number Fri= 1.00 UD-Culvert_DITCH.xis, Pipe 2/22/2006,2:39 PM Circular Pipe Flow Project: LOYAL GARDEN SUBDIVISION Pipe ID: NEW DITCH PIPES rTc - � E) ` g I ul E y Design Information(Input) Pipe Invert Slope So= 0.0174 ft/ft Pipe Manning's n-value n= 0.0120 Pipe Diameter D= 30.00 inches Design discharge Q= 12.3 cfs Full-flow Capacity(Calculated) Full-flow area Af= 4.91 sq ft Full-flow wetted perimeter Pf= 7.85 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= 58.8 cfs 30 (f Calculation of Normal Flow Condition Half Central Angle(0<Theta<3.14) Theta= 1.18 rad Flow area An= 1.30 sq ft Top width Tn= 2.31 ft Wetted perimeter Pn= 2.96 ft Flow depth Yn= 0.78 ft Flow velocity Vn= 9.46 fps Discharge Qn= 12.3 cfs Normal Depth Froude Number Fr„= 2.22 Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 1.51 rad Critical flow area Ac= 2.27 sq ft Critical top width Tc= 2.50 ft Critical flow depth Yc= 1.18 ft Critical flow velocity VC= 5.41 fps Critical Depth Froude Number Fr.= 1.00 UD-Culvert_DITCH.xis, Pipe 5/8/2006,8:51 AM Circular Pipe Flow Project: LOYAL GARDEN SUBDIVISION Pipe ID: NEW HUFFINE DITCH PIPES Tc claw ��e ArFn f Y 1 � Design Information(Input) Pipe Invert Slope So= 0.0100 ft/ft Pipe Manning's n-value n= 0.0120 Pipe Diameter D= 24.00 inches Design discharge Q= 9.5 cfs Full-flow Capacity Calculated Full-flow area Af= 3.14 sq ft Full-flow wetted perimeter Pf= 6.28 ft Half Central Angle Theta= 3.14 rad Full-flow capacity Qf= 24.6 cfs4---"r Calculation of Normal Flow Condition Half Central Angle(0<Theta<3.14) Theta= 1.43 rad Flow area An= 1.29 sq ft Top width Tn= 1.98 ft Wetted perimeter Pn= 2.86 ft Flow depth Yn= 0.86 ft Flow velocity Vn= 731 fps Discharge Qn= 9.5 cfs Normal Depth Froude Number Fr„= 1.59 Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 1.67 rad Critical flow area Ac= 1.77 sq ft Critical top width Tc= 1.99 ft Critical flow depth Yc= 1.10 ft Critical flow velocity Vc= 5.34 fps Critical Depth Froude Number Fr.= 1.00 UD-Culvert_HUFFINE.xls, Pipe 2/22/2006,2:40 PM i APPENDIX Section 7 Pavement Design Test Pit Locations Test Pit Logs w z �7 U ; O v) z F � a ° z � °_ - -- - - - _- - W �Ym In w u w w w O y.WZ o o O oon m m m DRAWN BY: NMJ DESIGNED BY: r I 1\ OUAALfiYCHECK: DATF� 01-23.06 i ` 1 Joe NO. 805-0024)09 FIELDBOOK 137 CO � 11 1 Z wa O � � z Q O az � a N uj O N 1p El ❑aaoa�❑ o :� o aaaa � Doa o00 aoa CAD NO 13 02BASE OV SHEET I OF LOG OF TEST PIT TP-A1 Elevation: 4810.78 Date: 2/3/05 Excavated by: Tracked Excavator Logged by: Jim Pierce, P.E. with TD&H Depth Unified Soil (feet) Classification Soil Description 0.0 TSOM Topsoil, organic material 1.0 ML clayey, silt, dark brown, very moist 2.0 GW Gravel, sandy; wet to saturated, to +6" size; W.G. 8.5 B.O.H., 10' PVC installed LOG OF TEST PIT TP-A2 Elevation: 4813.63 Date: 2/3/05 Excavated by: Tracked Excavator Logged by: Bill Flynn with TD&H Depth Unified Soil (feet) Classification Soil Description 0.0 TSOM Topsoil 0.8 ML Clayey silt (more silt), moist, light brown 1.8 GW Gravels, sandy, moist to saturated 8.0 B.O.H. LOG OF TEST PIT TP-A3 Elevation: 4816.05 Date: 2/3/05 Excavated by: Tracked Excavator Logged by: Bill Flynn with TD&H Depth Unified Soil (feet) Classification Soil Description 0.0 GW Road gravel 0.8 Fill; ML Fill, silt and gravel, moist, to 6" size 6.0 GW Sandy gravel, moist to saturated (septic), to 6" size, W.G. 10.0 B.O.H., 10' PVC installed LOG OF TEST PIT TP-A4 Elevation: Date: 2/3/05 Excavated by: Tracked Excavator Logged by: Bill Flynn with TD&H Depth Unified Soil (feet) Classification Soil Description 0.0 GW Road gravel 1" 0.5 ML clayey silt, light brown, moist 2.5 ML Silt gravel mix, light brown, moist 4.0 GW Sandy Gravel, moist, to 5" size, W.G. 8.2 B.O.H. LOG OF TEST PIT TP-B 1 Elevation: 4818.20 Date: 2/3/05 Excavated by: Tracked Excavator Logged by: Bill Flynn with TD&H Depth Unified Soil (feet) Classification Soil Description 0.0 TSOM Topsoil 1.2 ML Clayey silt (mostly clay), light brown, moist to fairly wet 2.4 GW Gravels, sandy, moist to saturated, to 6" size, W.G. 8.0 B.O.H. LOG OF TEST PIT TP-132 Elevation: 4818.82 Date: 2/3/05 Excavated by: Tracked Excavator Logged by: Bill Flynn with TD&H Depth Unified Soil (feet) Classification Soil Description 0.0 TSOM Topsoil 0.9 ML clayey silt, light brown, moist 2.0 GW Gravel, sandy, wet, to 8" size, W.G. 8.0 B.O.H., 10' PVC installed LOG OF TEST PIT TP-133 Elevation: 4819.93 Date: 2/3/05 Excavated by: Tracked Excavator Logged by: Bill Flynn with TD&H Depth Unified Soil (feet) Classification Soil Description 0.0 TSOM Topsoil 0.9 ML Clayey silt, medium brown, moist 2.0 GW Gravel, sandy, moist to saturated 8.0 BOH LOG OF TEST PIT TP-134 Elevation: 4820.86 Date: 2/3/05 Excavated by: Tracked Excavator Logged by: Bill Flynn with TD&H Depth Unified Soil (feet) Classification Soil Description 0.0 TSOM Topsoil 1.8 ML Clayey silt, light brown, moist 3.4 GW Gravels, sandy, moist to saturated, to 6" size, W.G. 8.5 BOH, 10' PVC installed LOG OF TEST PIT TP-C 1 Elevation: 4825.07 Date: 2/3/05 Excavated by: Tracked Excavator Logged by: Bill Flynn with TD&H Depth Unified Soil (feet) Classification Soil Description 0.0 TSOM Topsoil 1.1 ML Clayey silt, light brown, moist 2.3 GW Gravels, sandy, moist to saturated, to 6" size, W.G. 8.5 BOH, 10' PVC installed LOG OF TEST PIT TP-C2 Elevation: 4826.53 Date: 2/3/05 Excavated by: Tracked Excavator Logged by: Bill Flynn with TD&H Depth Unified Soil (feet) Classification Soil Description 0.0 TSOM Topsoil 1.0 ML Clayey silt (more clay), light brown, moist 2.0 GW Gravels, sandy, moist, to 6" size, W.G. 8.5 BOH LOG OF TEST PIT TP-C3 Elevation: 4827.17 Date: 2/3/05 Excavated by: Tracked Excavator Logged by: Bill Flynn with TD&H Depth Unified Soil (feet) Classification Soil Description 0.0 TSOM Topsoil 1.0 ML Clayey silt, brown, moist 1.4 GW Sandy gravel, wet, to 6" size, W.G. 9.0 BOH, 10' PVC installed LOG OF TEST PIT TP-C4 Elevation: 4828.52 Date: 2/3/05 Excavated by: Tracked Excavator Logged by: Bill Flynn with TD&H Depth Unified Soil (feet) Classification Soil Description 0.0 TSOM Topsoil 2.4 ML Clayey silt (mostly clay), light gray, moist 3.5 GW Gravels, sandy, moist to wet, to 6" size, W.G. 8.5 BOH Al LOG OF TEST PIT TP-D 1 Elevation: 4832.64 Date: 2/3/05 Excavated by: Tracked Excavator Logged by: Bill Flynn with TD&H Depth Unified Soil (feet) Classification Soil Description 0.0 TSOM Topsoil 1.2 ML Clayey silt, light brown, moist 2.5 GW Gravels, sandy, moist, to 6" size, W.G. 8.5 BOH LOG OF TEST PIT TP-D2 Elevation: 4834.12 Date: 2/3/05 Excavated by: Tracked Excavator Logged by: Bill Flynn with TD&H Depth Unified Soil (feet) Classification Soil Description 0.0 TSOM Topsoil 1.1 ML Clayey silt, moist 2.4 GW Gravels, sandy, moist, to 6" size, W.G. 9.3 BOH, 10' PVC installed LOG OF TEST PIT TP-D3 Elevation: 4834.26 Date: 2/3/05 Excavated by: Tracked Excavator Logged by: Bill Flynn with TD&H Depth Unified Soil (feet) Classification Soil Description 0.0 TSOM Topsoil 1.0 ML Clayey silt (more clay), light brown, moist 2.4 GW Gravels, sandy, moist, to 5" size, W.G. 8.6 BOH LOG OF TEST PIT TP-D4 Elevation: 4833.77 Date: 2/3/05 Excavated by: Tracked Excavator Logged by: Bill Flynn with TD&H Depth Unified Soil (feet) Classification Soil Description 0.0 TSOM Topsoil 0.5 ML Clayey silt, with gravels 1.0 GW Gravel, sandy, moist, to 8" size, W.G. 9.0 BOH, 10' PVC installed LOG OF TEST PIT TP-El Elevation: 4840.56 Date: 2/3/05 Excavated by: Tracked Excavator Logged by: Bill Flynn with TD&H Depth Unified Soil (feet) Classification Soil Description 0.0 TSOM Topsoil 1.2 ML Clayey silt, light brown, moist 3.0 GW Gravels, sandy, moist, to 6" size, W.G. 10.1 BOH, 10' PVC installed LOG OF TEST PIT TP-E2 Elevation: 4840.30 Date: 2/3/05 Excavated by: Tracked Excavator Logged by: Bill Flynn with TD&H Depth Unified Soil (feet) Classification Soil Description 0.0 TSOM Topsoil 0.9 ML Clayey silt, light brown, moist 1.8 GW Gravels, sandy, moist, to 6" size, W.G. 9.6 BOH, 10' PVC installed LOG OF TEST PIT TP-E3 Elevation: 4842.73 Date: 2/3/05 Excavated by: Tracked Excavator Logged by: Bill Flynn with TD&H Depth Unified Soil (feet) Classification Soil Description 0.0 TSOM Topsoil 1.1 ML Silt, clay (more silt), light brown, moist 2.2 GW Gravels, sandy, moist, to 6" size, W.G. 9.5 BOH, 10' PVC installed LOG OF TEST PIT TP-E4 Elevation: 4842.68 Date: 2/3/05 Excavated by: Tracked Excavator Logged by: Bill Flynn with TD&H Depth Unified Soil (feet) Classification Soil Description 0.0 TSOM Topsoil 1.0 ML Clayey silt, light brown, moist 2.0 ML Clays, brown, moist 4.0 GW Gravels, sandy, moist, to 6" size, W.G. 9.6 BOH � LOG OF TEST PIT TP-F1 Elevation: 4847.22 Date: 2/3/05 Excavated by: Tracked Excavator Logged by: Bill Flynn with TD&H Depth Unified Soil (feet) Classification Soil Description 0.0 TSOM Topsoil 0.9 ML Silty clay, medium brown, moist 1.5 ML Clay, very light gray, moist 2.0 ML Silty, clays, medium brown, moist 2.8 GW Gravels, sandy, moist, W.G. 10.4 BOH i LOG OF TEST PIT TP-F2 Elevation: 4846.50 Date: 2/3/05 Excavated by: Tracked Excavator Logged by: Bill Flynn with TD&H Depth Unified Soil (feet) Classification Soil Description 0.0 TSOM Topsoil 1.1 ML Silty clay (more silty), light brown, moist 2.0 GW Gravels, sandy, moist, W.G. 10.6 BOH, 10' PVC installed LOG OF TEST PIT TP-F3 Elevation: 4846.01 Date: 2/3/05 Excavated by: Tracked Excavator Logged by: Bill Flynn with TD&H Depth Unified Soil (feet) Classification Soil Description 0.0 TSOM Topsoil 1.2 ML Silty clay (more silts), light brown, moist 2.6 GW Gravels, sandy, moist, to 6" size, W.G. 9.8 BOH, dry LOG OF TEST PIT TP-F4 Elevation: 4845.36 Date: 2/3/05 Excavated by: Tracked Excavator Logged by: Bill Flynn with TD&H Depth Unified Soil (feet) Classification Soil Description 0.0 TSOM Topsoil 0.6 ML Clayey silt, with gravels, moist 1.5 GW Gravel, sandy, moist, to 8" size, W.G. 10.0 BOH, 10' PVC installed 1 APPENDIX - Section 8 100-Year Flood i Loyal Garden - Runoff B05-002-009 6/20/2006 Predicted runoff of area detailed on USGS maps for 100 year storm event Area 1 = Contributing area inbetween Huffine Lane and Farmers Canal, 24" CMP Area 2 = Contributing area inbetween Huffine Lane and Farmers Canal, 54"CMP Area 3 = Contributing area west of Cottonwood and south of Farmers Canal Area 4 = Contributing area east of Cottonwood, 30"CMP Area 5 = Contributing area inbetween Stucky and Blackwood,42"CMP Area 6 = Contributing area inbetween Huffine Lane and Stucky Area 7 = Contributing area inbetween Stucky and Blackwood, easterly Area 8 = Contrubuting area south of Blackwood *assume all of the area is openland Equations: 1.87(i.1-CCf)D'/2 TC = 1/3 *From COB DS&SP pg. 27 I(100)=1.01 TC 67 *From COB DS&SP pg. 29-30 Q= CiA *From COB DS&SP pg. 25 Area C Cf D S Tc I Q ac ft % hr in/hr cfs Area 1 64.96 0.29 1.25 2897.56 1.311448 1.130364 0.93039 17.52706 Area 2 46.61 0.40 1.25 2511.22 1.460115 0.826016 1.147993 21.40318 Area 3 61.9 0.20 1.25 3863.42 1.612762 1.404122 0.804563 9.960491 Area 4 121.89 0.20 1.25 5151.22 1.446366 1.681273 0.713089 17.38368 Area 5 327.83 0.20 1.25 5344.39 1.510262 1.688007 0.711182 46.62934 Area 6 409.6 0.20 1.25 5725.30 1.397306 1.79299 0.683005 55.95181 Area 7 293.06 0.20 1.25 5280.00 1.585821 1.650726 0.721904 42.31221 Area 8 314.551 0.201 1.25 4881.5094 1.868 1.502891 0.768741 48.36149 Total: 1640.4 w f I 1 r -- �— —— - p' —�- , _. m —ROA 9-9 air BLACKWOOD v r 4 1Vr oil Ic _ C Q J 'l§TUCKY ROAD � O. � � 1 •�1{ L1 1 V• •1 C In cli O) N N C, a ppCli _ pp i O O Q� J N O 6� 6� O� (A J O W N 6) �I NC) CAcf) cj� V) cf) � c') LOYAL GARDEN SUBDIVISION f ev dt. oes�81 ' BOZEMAN,MONTANA e• er atE o�fBCNR o 100-YEAR CULVERT CAPACITITES& A �& THOMAS•DEAN&HOSKINS•INC. ENGINEERING CONSUI.TAM 9 RUNOFF RATES s „�r"'wrrnw•wvru-Krn., aacwaron Loyal Garden Subdivision-Stormdrain Design 25 Year Storm Event Location Runoff Calculation Stom Drain Desi n Comments Pipe Drainage Runoff CA Sum CA Tc Across Cumulative Tc Rainfall Runoff(cfs) Pipe Dia. Manning's Pipe Pipe Velocity Pipe Flow Pipe Pipe Pipe Area A Coeff. C (acre) (acre) Area(min) (min) Intensity (In) coefficient Slope Length Of Flow Time(min) Capacity Velocity Capacity (acre) I I (in/hr) "n" (ft/ft) (ff) (ft/s) (cfs) Check Check A 1.06 0.44 0.46 13.98 1.98 0.92 12 0.013 0.50% 30.99 321 0,16 2,52 OK ADEQUATE Inlet 1 B 302 0.25 0.75 1.22 13.70 14A4 1.97 2.A0 15 0.013 0.70% 64.32 4.40 024 5.40 OK ADEQUATE Inlet1,2 C 0.00 1.22 14.36 1.95 2.37 15 0 013 0.70% 194.61 4,40 074 5.40 OK ADEQUATE Inlet 1.2 D 1.03 1 0.48 0.49 12.56 2,12 1.04 12 0.013 0.70% 124.93 3,79 0.55 2.98 OK ADEQUATE Inlet E 0.00 1.71 15.12 1.88 322 15 0.013 1.56% 104.38 6.57 0.26 8.06 OK ADEQUATE Inlet 1.2,3 F 0.85 0.44 038 145 1.03 073 12 0.013 0.50% 31 3,21 0.16 2,52 OK ADEQUATE Inlet 4 G 0.19 0.65 0.12 220 6.8 15.36 1.86 411 15 0.013 1.56% 64.32 6.57 0.16 8.06 OK ADEQUATE Inlet1,2,3,4,5 H 1.86 0.40 0,75 j 17.3 1.73 130 12 0.013 0.50% 30.99 3.21 0,16 2.52 OK ADEQUATE Inlet 0.96 0.44 042 1,18 13.4 17 50 1.72 2.02 15 1 0.013 0.70% 64.32 4.40 0,24 5,40 OK ADEQUATE Inlet 6,7 J 0.00 3.38 15,55 1.85 6.28 15 0.013 1.79% 181.5 7.04 0,43 8,63 OK JADEQUATE Inlet 1,2,3..7 K 0.97 0.48 047 12.2 217 1.02 12 0.013 0.70% 124.93 3.79 0.55 2.98 OK ADEQUATE Inlet 8 L 0.00 3.85 15,97 1.82 7.01 15 0.013 1 79% 94.39 7.04 0.22 8,63 OK ADEQUATE Inlet 1,2,3...8 M 1.01 0.41 0,42 13.9 1,99 083 12 0.013 0.50% 31 3.21 0.16 2.52 OK ADEQUATE Inlet9 V 0.17 0.67 0.11 4.39 6.2 1620 1 80 701 15 0.013 1.55% 340 8.55 086 8,03 OK ADEQUATE Inlet 1,2,3...10 0 1.01 041 042 14.1 1.97 0.83 12 0.013 0,50% 31 3.21 0.16 2.62 OK ADEQUATE I Inlet 11 P 2.98 0.44 1.32 613 18.1 1606 1.68 10.30 18 0.013 1.55% 340 7.40 0,77 13.08 1 OK ADEQUATE Inlet 1,2,3..12 Q 1.01 0.41 0.42 14.1 1.97 0.83 12 0.013 0,50% 31 3.21 0-16 2.52 OK ADEQUATE Inlet 13 R 2.63 0.45 1.19 7.74 18.0 18.83 1.64 12.67 21 0.013 1.15% 356 7.06 0.B4 16.97 OK ADEQUATE Inlet 1,2,3...14 S 1.06 0.41 0." 14.6 1.93 0.85 12 0.013 0.50% 31 1 3.21 0-16 2.52 OK ADEQUATE Inlet 15 T 2.77 0.45 1.24 9.42 19.0 19.67 1.59 15-00 21 0.013 1.68% 389.24 8.54 0,76 20.52 OK ADEQUATE Inlet 1,2,3...16 U 1.65 0.43 1 0.70 14.0 IN 1.40 12 0.013 0.50% 31 321 0-16 252 OK ADEOUATE Inlet 17 V 2.45 0.44 107 11.20 13.9 20.43 1-55 17.40 24 0.013 0.60% 109.97 5.58 0.33 17.50 OK ADEQUATE Inlet 1,2,3..18 W 0.00 1120 2076 1.54 17.23 1 24 0.013 1 0.60% 81.5 5.58 024 17.50 OK ADEQUATE Inlet 1,2,3...18 B1 1.01 0.45 046 12.4 2A3 0.07 12 0.013 0.50% 31 321 016 252 OK ADEQUATE Inlet lb B2 1.34 0.30 041 0.86 10.5 12.61 212 1.83.. 15 0.013 0.50% 172.14 3-72 0.77 4.56 OK ADEQUATE Inlet 1 b,2b I33 0.00 0.86 13.38 2.04 1.76 15 0.013 0.50% 58.7 3.72 0.26 4.56 OK ADEQUATE Inlet 1b,2b 84 0.00 0.86 13.64 2,01 1.74 15 0.013 1.65% 283.94 676 070 829 OK ADEQUATE Inlet 1b,2b I135 1.07 0.50 0 53 14.0 1.98 1 05 12 0.013 0.50% 31 3.21 0.16 2.52 OK ADEQUATE Inlet 3b B6 0.42 0.39 0,16 1,56 7.5 14.34 1,95 3.04 15 0.013 1.65% 60.01 6,76 015 829 OK ADEQUATE Inlet lb...4b B7 1.03 0.45 0-47 13.7 2.01 0.94 12 0.013 0.50% 31.01 1 3.21 0.16 2,52 OK ADEQUATE Inlet5b B8 1.86 0.41 0.77 1,24 17.9 1.69 1.30 15 0.013 0.70% 90.97 4.40 034 5.40 OK JADEOUATE Inlet 5b,6b B9 0.00 280 1449 1.94 5.41 15 0.013 1.65% 338.03 6.76 0.83 8.29 OK ADEQUATE Inlet lb...6b B10 1.12 0.50 a56 14.1 1.97 1,11 12 0.013 0.50% 30.99 321 0,16 2.52 OK ADEQUATE InletBb 1311 0.78 0.32 025 3.61 11.5 15.32 1.87 6.74 15 0 013 1.65% 66.1 6.76 0,16 820 OK ADEQUATE Inlet 1b..8b B12 1.28 0.45 0,58 15.0 1,89 1.09 12 0.013 0.50% 31 3.21 016 2.52 OK ADEQUATE Inlet9b B13 2.07 0.42 0 87 1.45 17.6 1.71 2.47 15 0.013 0.70% 81.19 4.40 0,31 1 5.40 OK ADEQUATE Inlet 9b,10b 314 0.00 505 1540 1 1,86 1 9.38 21 0.013 0-70% 74.45 5.51 1 0.23 1 1324 OK ADEQUATE I Inlet I b...10b C1 1.37 0.48 0.66 14.8 1.91 1.26 12 0.013 0.50% 31 3.21 016 2.52 OK ADEQUATE Inlet lc 02 0.49 0.37 0.18 0.64 11.7 14,99 1 89 160 15 0.013 1.39% 60.19 6.20 016 7.61 OK ADEQUATE Inlet 1c,2c C3 1.03 0.46 0.47 14.3 1 95 0,91 12 0.013 0.50% 31 3.21 0.16 2 52 OK ADEQUATE Inlet 3c C4 1.85 0.42 0.77 1,24 17.7 170 210 15 0.013 0.70% 91.19 440 0.35 540 OK ADEQUATE Inlet3c,4c C5 0.00 2.08 18.09 t6B 3,49 15 0.013 0.70% 54.09 440 0,20 5.40 OK ADEQUATE Inlet 1c...4c D1 1.21 0.48 0.58 14.6 192 112 12 0.013 0.50% 31 3.21 0.16 2.52 OK ADEQUATE Inlet1d D2 0.58 034 0.20 078 12.7 14,79 191 1.49 15 0.013 1.39% 81.19 620 0.22 7,61 OK ADEQUATE Inlet 1d,2d D3 3.71 0.54 1,99 30.4 1.20 240 12 0.013 0.50% 31 3.21 0.16 252 OK ADEQUATE Inlet 3d IN 009 0.67 0.06 2,06 5.0 30.61 120 2,47 15 0.013 0.70% 61.1 4.40 0.23 5.40 OK ADEQUATE Inlet 3d,4d D5 000 2,83 30.84 1.19 3.39 15 0.013 1.45% 221.08 634 058 7,77 OK ADEQUATE Inletld. 4d D6 0.00 2,83 31.42 118 3.34 15 0.013 1.45% 115.53 6,34 0.30 7.77 OK ADEQUATE Inlet Id...4d D7 4.26 0.48 2-03 19.9 1_58 321 15 0.013 0.50% 31 3.72 0.14 456 OK ADEQUATE I Inlet 5d 138 0,60 0.48 0.29 515 15.4 31,73 117 6,04 18 0.013 0.50% 55.02 1 420 1 026 7.42 OK ADEOUATE Inlet1d.6d 37 129 0.68 0.88 20.6 1,55 1.36 358 0.26 0.67 0,17 9.4 2,55 0,44 E1 1.54 20,57 1.80 12 0.013 0.50% 31 3.21 016 252 OK ADEQUATE Inlet le 36 0.33 0.41 014 83 2,77 0.38 35 A 0.26 0.67 0,17 9.4 255 0.44 E2 0.59 0.82 15 0.013 0.50% 65 3 72 029 4 56 OK ADEQUATE Inlet1e,2e i25 = 0.78 •T,-64 Q C i A V 1.486 R2i3 sI12 t-� Q V A n APPENDIX - Section 4 Detention Pond Sizing Calculations z o z 0 w z a i d � m Z a o z z z o z I Z �a z w w o w Oz zo 0 o 0 o j m d o 0 o m N z z w o zJri o o ¢ n c~i, r m a Z < S Q O z 3 3 3 In w F m a m o [ wV V z z z UP U � Z w I F� W U + J Z_ 1 I ouw — V) ' X Zz w + o z o WWI } z 0S A w4o z avoa00oN011Oo avoa00oMN0109 s��- - ? UoJ�i W Nei --�- -_�_'-=y�--�+ar 1: �'�.�.'..s'3+s�y � a,�=3'�"' �'_-h .+"` _�:�3�.s�► ...r0_:�u L-�a.'ib�.'� �y'1—_- s.�.+.�j�6at► �-- �,c- -- -t' t}-�K�,�r'!�•�.v`� �'r r.% -- � � ��� j� =' br ��,__ � � �s+�•�•�•�•...�•�1 ��• a «.�+�.. �• sa - _�.2' ~ ✓r�`.�fn°` f+.' ��•�w°.��o wyw -_,�``- �. t '�` ��-g` ( F ��� lil C .,P` gyp., I / �.' �--• V ��� i �y, _�./ Il ' n I � 1 i�•� �„'+; � F�!- mt, Z' e /,r ,� ���..���{� o a o N I r,t W `\, ,,� `I ^�1 � p�, �1 T.� Jz -/r,r' / 1 , t i ( ; �i r - ,r ' mI t 'ram `t i / ✓ 1 0 ',�, ..y�yr!- ._, ■ 1 I Q= 13; r `•, p 1 co (_ ( ...�e► ( gjti I Z r a` 1 319a10 rn p { ' �(cf 1 ;_ \ I ' i I m o}O m + do r x`` 13NO1Si MUDD f .r- �'�'' ,I `' •• r'm i iN C— i I ..d•.,. /I E DRAWN BY: EWB "Ptt Y i �; ( ! 4 I t1(��+ .. xorl���' .. ... �f �.e (I i .. •�' '�__ tl s� ` '' ., ✓' i I` I1�, I DESIGNED BY: KW EBrNJ •� I 1 l� V \�. ` ¢ It /' �... ��... s f ' O�•"r! + y\ i: .r•^"� 1 ' ' o ♦ i` { c)I ( QUALITY CHECK: a. ;,.?/� 1 - t7 I ♦ .-r•"•• \, I I • '� { I OATS: S130100 a •�, J `yj,-• 1Q w�,.,, y...• r.,, ••( t 4 i.,, , , .✓` ✓..{%--i �..•�''% \ 09 I .., j }ji/ I JOB NO. 805002 '3 I .r1,'� OS ,� bw `�� �"�lii� { �4 � ', •.'•�,�r. „�.�••^Y� � \i `'•.� .•%'`'r�l` '`�� ..,,,rr�' '; { ..,ram'; f •• \111;! i FIELDeoox �''O'1 P _ ` -- w_ ! _ ,7%N 'Q J..q •_� �\; , -♦ � � r�.r"t ^l �� ! �;•.1'"� � �' '.•^I N�:� ! ,,.,.{•-" �3'`� �jf �, 6j ``�9{ cq$� In 1 I` i - ,: .!' ,,..'r' J ; r IC1 •r , t rl''�N r , ..:-•'•' { , L_ ` _...�^-r 1 'l;� {. I �� '..•,� L I r � 1 r , -/� �•� �., �I t N1 i q %'IoTf 1 j E'.%r'�.. r +r_..•-'� i �\ •sue.... `J 1 , S�\: .`dINIlk '1 p `j{ •�`! �' '��: 1. - - •y \ , +,` N1 i �,,�• ,iil { ", i Ii1 �'��`tb. ` 04 Lo i y it - ~ @.96" E v 1 \ ..•�"'�••r N - , ... '�� l!i I vv' I , :�`..- 1� ' i `;`,n'11�Y/ I 1 . • ♦ \ ♦` O W 1 ,p, I Q .il.'^ i � \. � I , •y.% ` l y 1 �r • � � �r�% c ` �1' � i'"��r. ♦•' 1 `��{ �`r,s'Q . p t �.�- a ♦ ! 1 ai �''J. ` ;t 1 .... ;t.; ;: ly i/�..1- 1 ` i .� �u�' it ♦< { �� ? � Z C . , ~'•. %� I I 1 `) �. �•' .-•.-^. /.`, `\ .�`%' t I v,• 1J 't % }„"":• V I 0_ �%IL I N Z S LL ��:. I 1 I— n2 �' '� { \ 1 i re• /I ` , i ' ,✓� 1 �• ��•''•..- '\ �� �'... �, a .v Q ` , ' `' I� = i :.;' aq ;`\ ` -� 'I �� i ♦ +� .•ram.. ` `• Z d CL rn 1I ` r,dp -?s �`~%\ �♦ 'vim j I _ { �--�r t.-1-t I 1� I N O Q •N ' '. tl'1 s t\ ,�`•...� � ,,,,s.�"''` i``' it/ I•' ` .•1,.. , ►�i � /•Y.'^^ ' Pi .�1`_ 1 � �:�-- IP �; ` cb 1 i� � � ,�t•,15� I Z � Z 0 + `� ` E 1 t I .r '~1 K I 1 1• t \ -- •}� '�� { 1 i I II I ',` 1 ' 1 `f tA., i wZ � I i 1 I3. :r^' I� i -/' ^•,....•• I 1 ��t \ 1•Y� - { '>K('� �� �I�t--"-� i r, � i ;J � a N I •`� �•� ,9`°" -� ; o . ,r� ft^�.t,.. `'� w`r.^- � � '��r,...^�'•'"`, f=^r � , ��\ I � 7 I R � � �, � 1' �+ '� �" �' �`, I /ate N A; S\ \� ~ CL 1 / 1 \ 11 _— ! �JL.. ,1 ,66vb• '\„, a ti RA ia0 arena l Lo CAD NO. 005.002SD,DWG SHEET 'I OF Loyal Garden Subdivision Pond 1 & 2-Detention Calculations- 10 Year Event Contributina Areas: 1 -18 Tc* 10 yr Flow C Area Slope Distance Total i Q ac % ft min in/hr cfs Pre 0.200 26.703 1.470 2518 74.28 0.557 2.98 Post 0.419 26.703 21.00 1.266 14.18 *Tc minimum of 5 minutes 1.87(1.1—CCf)-�D— = 0.64 T — 65 Q=C•i•A T� — s1/3 — i i0 c Storm Intensity Developed Developed Undeveloped Required Duration 10 Yr Flow Runoff Runoff Storage (min) (in/hr) (cfs) (cf) (cf) (cf) 46.14 0.759 8.50 23533 8237 15297 *Use solver to solve for maximum required storage by iterating the Storm Duration. Minimum Basin Area Minimum Volume= 15297 cf Minimum Area(18"depth)= 10198 sf Minimum Area for Sediment Control—>145 sf per 1 cfs Peak Developed Flow= 14.18 cfs Minimum Area= 2056 sf Minimum Area= 10198 sf Pond 1 = 3399.2 sf :j Pond 2= 6798.4 sf Loyal Garden Subdivision Pond 3-Detention Calculations- 10 Year Event Contributina Areas:26-33 and 42-43 Tc* 10 yr Flow C Area Slope Distance Total i Q ac % ft min in/hr cfs Pre 0.200 11.996 1.931 932 41.25 0.816 1.96 Post 0.421 11.996 15.71 1.529 7.73 *Tc minimum of 5 minutes T _ 1.87(1.1—CC,).NfD-- ilo = 0.64 - T,-.65 Q=C-i-A S.113 Storm Intensity Developed Developed Undeveloped Required Duration 10 Yr Flow Runoff Runoff Storage (min) (in/hr) (cfs) (cf) (Cf) (cf) 25.81 1.108 5.60 8666 3033 5633 *Use solver to solve for maximum required storage by iterating the Storm Duration. Minimum Basin Area Minimum Volume= 5633 cf Minimum Area(18"depth)= 3755 sf Minimum Area for Sediment Control—>145 sf per 1 cfs Peak Developed Flow= 7.73 cfs Minimum Area= 1121 sf Minimum Area= 3755 sf 11 Pond 3= 3755 sf Loyal Garden Subdivision Pond 4-Detention Calculations- 10 Year Event Contributing Areas:23-25 and 41 Tc` 10 yr Flow C Area Slope Distance Total i Q ac % ft min in/hr cfs Pre 0.200 4.737 1.628 430 29.66 1.012 0.96 Post 0.439 4.737 18.29 1.385 2.88 "Tc minimum of 5 minutes 1.87(1.1-CC, ),fD— i = 0.64 • T -'fi5 Q=C•i-A T� = S113 - to Storm Intensity Developed Developed Undeveloped Required Duration 10 Yr Flow Runoff Runoff Storage (min) (in/hr) (cfs) (cf) (Cf) (cf) 19.77 1.317 2.74 3248 1137 2111 "Use solver to solve for maximum required storage by iterating the Storm Duration. Minimum Basin Area Minimum Volume= 2111 cf Minimum Area(18"depth)= 1407 sf Minimum Area for Sediment Control—>145 sf per 1 cfs Peak Developed Flow= 2.88 cfs Minimum Area= 418 sf Minimum Area= 1407 sf 11 Pond 4= 1407 sf Loyal Garden Subdivision Pond 5-Detention Calculations- 10 Year Event Contributina Areas:20-22 and 38-40 Tc* 10 yr Flow C Area Slope Distance Total I Q ac % ft min in/hr cfs Pre 0.200 10.440 1.324 529 35.25 0.904 1.89 Post 0.493 10.440 31.98 0.963 4.96 *Tc minimum of 5 minutes T _ 1.87(1.1—CC,),/D ilo = 0.64 • T�-_65 Q=C•i•A — Sv3 Storm Intensity Developed Developed Undeveloped Required Duration 10 Yr Flow Runoff Runoff Storage (min) (in/hr) (cfs) (cf) (0) (cf) 28.12 1.047 5.39 9103 3186 5917 *Use solver to solve for maximum required storage by iterating the Storm Duration. Minimum Basin Area Minimum Volume= 5917 cf Minimum Area(18"depth)= 3945 sf Minimum Area for Sediment Control->145 sf per 1 cfs Peak Developed Flow= 4.96 cfs Minimum Area= 720 sf Minimum Area= 3945 sf Pond 5= 3945 sf Loyal Garden Subdivision Pond 6-Detention Calculations- 10 Year Event Contributina Areas:35-37 Tc* 10 yr Flow C Area Slope Distance Total i Q ac % ft min in/hr cfs Pre 0.200 2.135 1.267 513 35.22 0.905 0.39 Post 0.637 2.135 30.45 0.995 1.35 "T,minimum of 5 minutes 1.87(1.1—CC,),(D— iio = 0.64 • T -.65 Q=C•i•A - sl/3 Storm Intensity Developed Developed Undeveloped Required Duration 10 Yr Flow Runoff Runoff Storage (min) (in/hr) (cfs) (cf) (cf) (cf) 41.60 0.812 1.10 2755 964 1791 "Use solver to solve for maximum required storage by iterating the Storm Duration. Minimum Basin Area Minimum Volume= 1791 cf Minimum Area(18"depth)= 1194 sf Minimum Area for Sediment Control—>145 sf per 1 cfs Peak Developed Flow= 1.35 cfs Minimum Area= 196 sf Minimum Area= 1194 sf Pond 6= 1194 sf X IV C w CI N V lQ l0 0 O J C E ` U)o r 0 0_ a� [Y c rn 'N N w w w m m m L 0 d d CL 0. W W W 9 U U Y U Y rn Q Q O Q O 0 CR � � ORM 0) N O N O V V V V V ON 0 m O G� 0� O CCi O 0 co O O o N � N o (0 •U) N O O O O (M ,a O II U C6 -1 O •- O � � N y r•\ L r- In LO v C OO co LO ~ co ~ 6 L6 CM M J M M co co M 0 N 0 a v 00 CO CD 0) CA 2 w a.� CA CA CA co M a m V CV O O c C 0 0) m C7 c m Q J c O N F- m 0 u (M It Cn CO m � N o (D O O O O O o v � a a a a a a APPENDIX - Section 5 Test Pit Locations Groundwater Depths 0 0 N W z U # � z 01 H con aux ox Aw Z -2- -4 7 Ir- Q N woo www N✓ -- - coo WWI mmm H �1 5 , 1 DESIGNED NMJ D ED BY: ® ® ® CHECK: DATE: � DATE: 01-23-00 } JOB NO. BOS-002-009 FIFI-0000K 137 \1 11 ®r Z zz p ED � o � z Q � FL ui O N I- J O N El, 1a�a o o 0 o m W ao ooa ova MF] aoo a CAS NO. 115070ASF.DNM> SHEET 1 OF Madill Subdivision Groundwater Monitoring Survey Information Cap Distance Ground Monitor Well Elevation to Ground Elevation A-1 4813.28 1.74 4811.54 A-3 4816.05 0.00 4616.05 B-2 4821.44 2.20 4819.24 B-4 4823.14 2.28 4820.86 C-1 4826.91 1.46 4825.45 C-3 4828.73 1.22 4827.51 D-2 4836.31 1.85 4834.46 NA 4834.55 0.90 4833.65 E-1 4842.47 1.72 4840.75 E-2 4842.95 1.90 484105 E-3 4843.62 0.89 4842.73 F-2 4848.28 2.10 4846.18 F-4 4847.97 2.59 4845.38 519 4827.51 1. Enter Initials in Column 2. Enter Date in Column 3.Enter Measurements down from Cap in yellow cells 4. bgs=below ground surface Initials RJD RJD I RJD RJD RJD MAE MAE MAE MAE Date 3/29/2005 4/13/2005 5/4/2005 5/16/2005 5/31/2005 6/13/2005 7/212005 7/17/015 8/10/2005 Monitor Well A-1 3.69 3.89 3.43 3.55 3.72 2.51 3.19 3.28 2.41 GW Elevation 4809.59 4809.39 4809.85 4809.73 4809.56 481077 4810.09 4810.00 4810.87 bgs 1.95 2.15 1 1.69 1.81 1.98 0.77 1 1.45 1.54 0.67 A•3 7.01 6.84F4810�59550 6.6 6.01 4.59 5.07 5A 5.55 GW Elevation 4809.04 4809,21 . 4809.45 4810.04 481146 4810.98 4810.65 4810,50 b s 7.01 6.B4 .55 6.60 6.01 4.59 5.07 5.40 5.55 6-2 6 12 5.99 5 78 5.93 56 4.5 4.82 493 5 GW Elevation 4815.32 4815.45 4815.66 4815.51 4815.84 4816.94 4816.62 4816.51 4816.44 bgs 3.92 3.79 3.58 3.73 3.40 2.30 2.62 2.73 2.80 B-4 7.48 NA 7,78 778 6 7 5.78 6.03 6.38 6.6 GW Elevation 4815.66 #VALUEI 4815.36 4815.36 4816.44 4817.36 4817.11 4816.76 4816.54 bgs 5.20 #VALUE! 5.50 5,50 442 3.50 3.75 4.10 4.32 C-1 6,53 6.23 5,9 6.05 5,78 4.58 A.A9 4.2 4.68 GW Elevation 4820.38 4820.68 4821.01 4820.86 4821.13 4822.33 4 l22.42 4822.71 4822.23 bgs 5.07 4,77 444 4.59 4.32 3.12 303 2,74 3.22 C-3(2) 7.22 XI 6.41 6.56 5.35 3.31 3.43 4 73 4.79 GW Elevation 4821.51 4821.92 4822.32 4822.17 4823.36 4825.42 4825.30 4824.00 4823.94 bgs 6.00 5.59 5.19 1 5.34 4.13 2.09 2.21 1 3.51 3.57 5-2 10-31 10.62 1 9.36 9.51 8.88 6.97 6.37 8.5 6.51 GW Elevation 4826.00 482569 4826.95 4826.80 4827.43 4829.34 4829.94 4829.81 4829.60 bgs 8.46 1 877 7.51 7.66 1 703 5.12 4.52 4.65 4.66 NA 6.66 NA NA NA NA NA NA NA NA GW Elevation 4827.89 #VALUEI #VALUEI #VALUE: #VALUE: #VALUEI #VALUE! #VALUEI #VALUE! bgs 5.76 I#VALUE: #VALUE: #VALUE:�#VALUP: *VALUE! #VALUE! #VALUE: #VALUE! [-1 11.2 DRY DRY DRY 9.73 7.55 6.59 6.65 6.73 GW Elevation 4831.27 #VALUEI #VALUE! #VALUE: 4832.74 4834.96 4835.88 4835.82 4835.74 bgs 9.48 #VALUE: #VALUE! #VALUE! 8.01 5.79 4.87 1 4.93 5.01 E-2 DRY 7,89 10 12 10.25 8.28 577 S.t 529 5.24 GW Elevation #VALUE: 4835.08 4832.83 4832.70 4834.67 4837,18 4837.85 4837.66 4837.71 bgs #VALUE! 5.99 8.22 8,35 6.38 3.87 3 20 339 3.34 E-3 DRY DRY 9.58 DRY 7.A 4.82 4.42 4.48 4.37 GW Elevation #VALUE: #VALUE: 4834.04 #VALUE! 4836.38 4838.80 4839.20 4839.14 48337 bgs 1#VALUEl #VALUEI 8.69 #VALUEI 6.35 3.93 3.53 3.59 3.48 F-2 DRY RY DRY 7.2 3 4.38 25 GW Elevation #VALUE LU 8 43DE! #VALU 40 48 .0 3 bgs #VALUEI #VALUEI #VALUEI #VALUE! 5.18 2.57 2.43 2,78 315 F-4 8.21 8.55 6.99 7.04 4.14 3.22 3.69 4 3,89 GW Elevation 4839.76 4839.42 4840.98 4840.93 4843.83 4844.75 4844.28 4843.97 4844.08 bus 5.62 5.96 4.40 4.45 1.55 0.63 1.10 1.41 1.30 HI 3.92 4.92 4.76 0 0 Rod 7 55 8,36 8.4 Pond I Water Elev _ 4823.881 4824.071_4823.87 4627.510 48207.51 HI 3.92 4.92 4.76 0 0 Rod 13.9 14,14 14.2 0 0 Pond 2 Water Elev 4817.53 4818.29 4818.07 4827.51 4827.51 HI 3:92 0 4.76 0 0 Rod 16.45 0 18.46 0 0 Pond 3 Water Elev 4614.98 4827.51 4813.81 4827.51 4827.51 Dale:I V30/2005 File:502G WData As APPENDIX - Section 6 Culvert Calculations Loyal Garden -Runoff B05-002-009 6/20/2006 Predicted runoff of area detailed on USGS maps for 25 year storm event Area 1 = Contributing area inbetween Huffine Lane and Farmers Canal, 24" CMP Area 2 = Contributing area inbetween Huffine Lane and Farmers Canal, 54" CMP Area 3 = Contributing area west of Cottonwood and south of Farmers Canal Area 4 = Contributing area east of Cottonwood, 30" CMP Area 5 = Contributing area inbetween Stucky and Blackwood, 42"CMP Area 6 = Contributing area inbetween Huffine Lane and Stucky Area 7 = Contributing area inbetween Stucky and Blackwood, easterly Area 8 = Contrubuting area south of Blackwood *assume all of the area is openland Equations: 1.87(1.1-CC,)D112 TC = - - 51/3 *From COB DS&SP pg.27 1(25 ) = Q.78 T c 64 *From COB DS&SP pg. 29-30 Q= CiA *From COB DS&SP pg.25 Area C Cf D S Tc I Q ac ft % hr in/hr cfs Area 1 64.96 0.29 1.25 2897.56 1.311448 1.135331 1 0.719145 13.42643 Area 2 46.61 0.40 1.25 2511.22 1.460115 0.826016 0.8815 16.43468 Area 3 61.9 0.20 1.25 3863.42 1.612762 1.404122 0.627705 7.770986 Area 4 121.89 0.20 1.25 5151.22 1.446366 1.681273 0.559353 13.63591 Area 5 327.83 0.20 1.25 5344.39 1.510262 1.688007 0.557924 36.58085 Area 6 409.6 0.20 1.25 5725.30 1.397306 1.79299 0.53679 43.97387 Area 7 293.06 0.20 1.25 5280.00 1.585821 1.650726 0.565956 33.17181 Area 81 314.55 1 0.20 1.25 4881.5094 1.868 1.502891 0.600981 37.80774 Total: 1640.4 Size Capacity in cfs Culvert 1 18 6.7 Culvert 2 18 10.6 Culvert 3 24 22.2 Culvert 4 54 173.0 Culvert 5 42 61.0 Culvert 6 18 6.7 Culvert 7 42 81.3 Culvert 8 36 40.6 Culvert 9 36 66.0 Culvert 10 42 107.0 Culvert 11 30 13.8 \ ' ) 0, /71 A 1 CURRENT DATE : 06-20-2006 FILE DATE : 06- - 006 CURRENT TIME: 10 : 55 :41 FILE NAME: 18HUFF ************************** FHWA CULVERT ANALYSIS ************************** ************************** HY-8 , VERSION 6 . 1 ************************** ******************************************************************************** C SITE DATA CULVERT SHAPE, MATERIAL, INLET U -- -- ---- ------------- - - -- -- - -- - -------- ---------- - - - - -- - - _ _ _ -- - - - - - - - L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET NO. (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 4816 . 39 4815 . 34 144 . 33 1 CSP 1 . 50 1 . 50 . 024 CONVENTIONAL 2 3 4 5 6 ******************************************************************************** SUMMARY OF CULVERT FLOWS (cfs) FILE: 18HUFF DATE: 06-20-2006 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 4816 . 39 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4817 . 13 1 . 5 1 . 5 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4817 .49 3 . 0 3 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4817 . 81 4 . 5 4 . 5 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4817 . 99 6 . 0 6 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4818 . 37 7 . 5 6 .4 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 30 4818 . 63 9 . 0 6 . 7 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 1 . 79 30 4818 . 65 10 . 5 6 . 7 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 3 . 72 10 4818 . 67 12 . 0 6 . 7 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 5 .20 8 4818 . 68 13 . 5 6 . 7 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 6 . 67 7 4818 . 69 15 . 0 6 . 7 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 8 . 19 7 4818 . 60 6 . 7 6 . 7 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 OVERTOPPING ******************************************************************************** ******************************************************************************** SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: 18HUFF DATE: 06-20-2006 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 4816 . 39 0 . 000 0 . 00 0 . 00 0 . 00 4817 . 13 0 . 000 1 . 50 0 . 00 0 . 00 4817 .49 0 . 000 3 . 00 0 . 00 0 . 00 4817 . 81 0 . 000 4 . 50 0 . 00 0 . 00 4817 . 99 0 . 000 6 . 00 0 . 00 0 . 00 4818 . 37 -0 . 009 7 . 50 1 . 08 14 .40 4818 . 63 -0 . 002 9 . 00 0 . 50 5 . 56 4818 . 65 0 . 000 10 . 50 0 . 07 0 . 67 4818 . 67 0 . 000 12 . 00 0 . 08 0 . 67 4818 . 68 0 . 000 13 . 50 0 . 11 0 . 81 4818 . 69 0 . 000 15 . 00 0 . 09 0 . 60 ******************************************************************************** <1> TOLERANCE (ft) = 0 . 010 <2> TOLERANCE (%) = 1 . 000 ******************************************************************************** 2 CURRENT DATE: 06-20-2006 FILE DATE : 06-20-2006 ,''RRENT TIME: 10 : 55 :41 FILE NAME : 18HUFF PERFORMANCE CURVE FOR CULVERT 1 - 1 ( 1 . 50 (ft) BY 1 . 50 (ft) ) CSP ******************************************************************************** DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL GRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) ******************************************************************************** 0 . 00 4816 . 39 0 . 00 0 . 00 0-NF 0 . 00 0 . 00 0 . 00 -4 .40 0 . 00 0 . 00 1 . 50 4817 . 13 0 . 68 0 . 74 2-M2c 0 . 57 0 .46 0 .46 -3 . 73 3 . 29 2 . 31 3 . 00 4817 . 49 1 . 00 1 . 10 2-M2c 0 . 85 0 . 65 0 . 65 -3 . 59 4 . 04 2 . 62 4 . 50 4817 . 81 1 . 30 1 . 42 2-M2c 1 . 14 0 . 81 0 . 81 -3 .47 4 . 62 2 . 85 6 . 00 4817 . 99 1 . 60 1 . 55 2-M2c 1 . 50 0 . 94 0 . 94 -3 . 38 5 . 12 3 . 03 6 .42 4818 . 37 1 . 69 1 . 98 2-M2c 1 .50 0 . 98 0 . 98 -3 . 29 5 . 28 3 . 18 6 . 71 4818 . 62 1 . 76 2 . 23 2-M2c 1 . 50 1 . 00 1 . 00 -3 . 21 5 . 37 3 . 32 6 .72 4818 . 63 1 . 76 2 .24 2-M2c 1 . 50 1 . 00 1 . 00 -3 . 14 5 . 37 3 . 43 6 . 72 4818 . 63 1 . 76 2 . 24 2-M2c 1 .50 1 . 00 1 . 00 -3 . 07 5 . 37 3 . 54 6 . 72 4818 . 63 1. 76 2 .24 2-M2c 1 . 50 1 . 00 1 . 00 -3 . 01 5 .37 3 . 64 6 . 72 4818 . 63 1 .76 2 . 24 2-M2c 1 .50 1 . 00 1 . 00 -2 . 95 5 . 37 3 . 73 ******************************************************************************** El . inlet face invert 4816 . 39 ft El . outlet invert 4815 . 34 ft El . inlet throat invert 0 . 00 ft El . inlet crest 0 . 00 ft ******************************************************************************** ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0 . 00 ft INLET ELEVATION 4816 . 39 ft OUTLET STATION 144 . 33 ft OUTLET ELEVATION 4815 . 34 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0 . 0073 CULVERT LENGTH ALONG SLOPE 144 . 33 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 1 . 50 ft BARREL MATERIAL CORRUGATED STEEL BARREL MANNING'S n 0 . 024 INLET TYPE CONVENTIONAL INLET EDGE AND WALL THIN EDGE PROJECTING INLET DEPRESSION NONE ******************************************************************************** 3 CURRENT DATE: 06-20-2006 FILE DATE : 06-20-2006 YRENT TIME: 10 : 55 :41 FILE NAME: 18HUFF ******************************************************************************** ************************** TAILWATER ************************** ******************************************************************************** ***** USER DEFINED CHANNEL CROSS-SECTION FILE NAME : 18HUFF MAIN CHANNEL AND LT & RT OVER BANKS FILE DATE: 02-21-2006 LEFT CHANNEL BOUNDARY 3 RIGHT CHANNEL BOUNDARY 6 MANNING n LEFT OVER BANK 0 . 045 MANNING n MAIN CHANNEL 0 . 030 MANNING n RIGHT OVER BANK 0 . 045 SLOPE OF CHANNEL 0 . 0092 ft/ft CROSS-SECTION X Y COORD. NO. (ft) (ft) 1 3 . 86 4816 . 39 2 18 . 84 4815 . 32 3 30 .47 4814 .20 4 36 . 96 4810 . 94 5 38 . 08 4811 . 26 6 41 .38 4813 . 99 7 43 .28 4814 . 71 8 44 . 20 4814 . 92 9 44 .20 4816 . 39 ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W. S .E. FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (ft) (f/s) (psf) 0 . 00 4810 . 94 0 . 000 -4 .40 0 . 00 0 . 00 1 . 50 4811 . 61 0 . 662 -3 . 73 2 . 31 0 . 19 3 . 00 4811 . 75 0 .680 -3 . 59 2 . 62 0 .23 4 . 50 4811 . 87 0 . 693 -3 .47 2 . 85 0 .27 6 . 00 4811 . 96 0 . 702 -3 . 38 3 . 03 0 .29 7 . 50 4812 . 05 0 .710 -3 .29 3 . 18 0 .31 9 . 00 4812 . 13 0 .717 -3 .21 3 .32 0 .34 10 . 50 4812 .20 0 .722 -3 . 14 3 .43 0 .35 12 . 00 4812 .27 0 . 727 -3 . 07 3 . 54 0 .37 13 . 50 4812 . 33 0 .732 -3 . 01 3 . 64 0 . 38 15 . 00 4812 . 39 0 .736 -2 . 95 3 . 73 0 .40 Note: Shear stress was calculated using R. ******************************************************************************** ************************** ROADWAY OVERTOPPING DATA ************************** ******************************************************************************** ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 80 . 00 ft CREST LENGTH 100 . 00 ft OVERTOPPING CREST ELEVATION 4818 . 60 ft ******************************************************************************** CURRENT DATE : 02-21-2006 FILE DATE : 0 -21-2006 CURRENT TIME :, 13 : 56 :28 FILE NAME : 8HUFF2 F************************* FHWA CULVERT ANALYSIS ************************** ************************** HY-8 , VERSION 6 . 1 ************************** ******************************************************************************** C SITE DATA CULVERT SHAPE, MATERIAL, INLET U - - - - ----- --- - - -- ------- - - - - ---------- -- --- - - - - - -- -- - - - - - -- - - - - - - - - - - - - - - L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET NO. (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 4812 . 17 4810 . 06 208 . 17 1 RCP 1 . 50 1 . 50 . 012 CONVENTIONAL 2 3 4 5 6 ******************************************************************************** ******************************************************************************** SUMMARY OF CULVERT FLOWS (cfs) FILE: 18HUFF2 DATE: 02-21-2006 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 4812 . 17 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4814 .43 10 . 0 10 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4814 . 70 20 . 0 11 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 8 . 86 13 4814 . 76 30 . 0 11 . 2 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 18 . 58 7 4814 . 81 40 . 0 11 .4 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 28 . 22 5 4814 . 85 50 . 0 11 . 5 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 38 . 07 5 4814 . 90 60 . 0 11 . 7 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 48 . 07 5 =4814 . 93 70 . 0 11 . 8 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 57 . 70 4 ,4814 . 97 80 . 0 11 . 9 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 67 . 64 4 4815 . 00 90 . 0 12 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 77 . 69 4 4815 . 04 100 . 0 12 . 1 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 86 . 87 3 4814 . 60 10 . 6 10 . 6 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 OVERTOPPING ******************************************************************************** ******************************************************************************** SUMMARY OF ITERATIVE SOLUTION ERRORS FILE : 18HUFF2 DATE: 02-21-2006 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 4812 . 17 0 . 000 0 . 00 0 . 00 0 . 00 4814 .43 0 . 000 10 . 00 0 . 00 0 . 00 4814 . 70 -0 . 001 20 . 00 0 . 16 0 . 80 4814 . 76 -0 . 001 30 . 00 0 . 23 0 . 77 4814 . 81 -0 . 003 40 . 00 0 .40 1 . 00 4814 . 85 -0 . 002 50 . 00 0 . 39 0 . 78 4814 . 90 -0 . 001 60 . 00 0 . 25 0 . 42 4814 . 93 -0 . 003 70 . 00 0 . 50 0 . 71 4814 . 97 -0 . 003 80 . 00 0 .44 0 . 55 4815 . 00 -0 . 003 90 . 00 0 . 28 0 . 31 4815 . 04 -0 . 007 100 . 00 0 . 98 0 . 98 ******************************************************************************** <1> TOLERANCE (ft) = 0 . 010 <2> TOLERANCE (%) = 1 . 000 ******************************************************************************** 2 CURRENT DATE : 02-21-2006 FILE DATE: 02-21-2006 " RENT TIME : 13 : 56 : 28 FILE NAME : 18HUFF2 PERFORMANCE CURVE FOR CULVERT 1 - 1 ( 1 . 50 (ft) BY 1 . 50 (ft) ) RCP ******************************************************************************** DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL GRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) ******************************************************************************** 0 . 00 4812 . 17 0 . 00 0 . 00 0-NF 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 10 . 00 4814 . 43 2 . 26 2 . 26 5-S2n 1 . 09 1 . 22 1 . 02 0 . 53 7 . 86 5 . 26 10 . 98 4814 . 69 2 . 52 2 . 52 5-S2n 1 . 18 1 . 26 1 . 06 0 . 75 8 . 22 6 . 34 11 . 19 4814 . 75 2 . 58 2 . 58 5-S2n 1 . 20 1 .27 1 . 07 0 . 90 8 . 30 7 . 06 11 . 38 4814 . 80 2 . 63 2 . 63 5-S2n 1 . 23 1 .28 1 . 18 1 . 03 7 . 65 7 . 60 11 . 54 4814 . 85 2 . 68 2 . 68 5-S2n 1 . 25 1 . 28 1 . 18 1 . 14 7 . 71 8 . 05 11 . 68 4814 . 89 2 . 72 2 . 72 5-S2n 1 . 27 1 . 29 1 . 19 1 . 24 7 . 76 8 .44 11 . 80 4814 . 93 2 . 76 2 . 76 5-S2n 1 . 29 1 . 30 1 .20 1 . 33 7 . 81 8 . 78 11 . 92 4814 . 96 2 . 79 2 . 54 3-Mlt 1 . 31 1 . 30 1 . 41 1 .41 6 . 96 9 . 08 12 . 03 4815 . 00 2 . 83 2 . 58 3-Mlt 1 . 32 1 . 31 1 .49 1 .49 6 . 84 9 . 36 12 . 14 4815 . 03 2 . 86 2 . 60 3-M1f 1 . 34 1 . 31 1 . 50 1 . 56 6 . 87 9 . 61 ******************************************************************************** El . inlet face invert 4812 . 17 ft El . outlet invert 4810 . 06 ft El . inlet throat invert 0 . 00 ft El . inlet crest 0 . 00 ft ******************************************************************************** ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0 . 00 ft INLET ELEVATION 4812 . 17 ft OUTLET STATION 208 . 16 ft OUTLET ELEVATION 4810 . 06 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0 . 0101 CULVERT LENGTH ALONG SLOPE 208 . 17 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 1 . 50 ft BARREL MATERIAL CONCRETE BARREL MANNING' S n 0 . 012 INLET TYPE CONVENTIONAL INLET EDGE AND WALL SQUARE EDGE WITH HEADWALL INLET DEPRESSION NONE ******************************************************************************** 3 CURRENT DATE : 02-21-2006 FILE DATE : 02-21-2006 -TRENT TIME : 13 : 56 : 28 FILE NAME : 18HUFF2 ************************** TAILWATER ************************** ******************************************************************************** ******* REGULAR CHANNEL CROSS SECTION **************** BOTTOM WIDTH 2 . 00 ft SIDE SLOPE H/V (X: l) 3 . 0 CHANNEL SLOPE V/H (ft/ft) 0 . 101 MANNING' S n ( . 01-0 . 1) 0 . 045 CHANNEL INVERT ELEVATION 4810 . 06 ft CULVERT NO. 1 OUTLET INVERT ELEVATION 4810 . 06 ft ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W. S .E. FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (ft) (f/s) (psf) 0 . 00 4810 . 06 0 . 000 0 . 00 0 . 00 0 . 00 10 . 00 4810 . 59 1 .274 0 .53 5 . 26 3 .34 20 . 00 4810 . 81 1 .295 0 . 75 6 . 34 4 . 69 30 . 00 4810 . 96 1 .308 0 . 90 7 . 06 5 . 69 40 . 00 4811 . 09 1 .319 1 . 03 7 . 60 6 . 51 50 . 00 4811 . 20 1 . 327 1 . 14 8 . 05 7 . 20 60 . 00 4811 . 30 1 . 335 1.24 8 .44 7 . 83 70 . 00 4811 . 39 1 . 341 1 .33 8 . 78 8 . 39 80 . 00 4811 .47 1 . 347 1 .41 9 . 08 8 . 90 90 . 00 4811 . 55 1 . 352 1 .49 9 . 36 9 . 38 100 . 00 4811 . 62 1 . 357 1 . 56 9 . 61 9 . 82 ****************************************************************************** ************************** ROADWAY OVERTOPPING DATA ************************** ******************************************************************************** ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 80 . 00 ft CREST LENGTH 100 . 00 ft OVERTOPPING CREST ELEVATION 4814 . 60 ft ******************************************************************************** C ' . vex 4- 1 CURRENT DATE : 06-20-2006 FILE DATE : 06-2 - 006 CURRENT TIME: 11 : 02 : 54 FILE NAME: JgHUFF ************************** FHWA CULVERT ANALYSIS ************************** ************************** HY-8 , VERSION 6 . 1 ************************** ******************************************************************************** C SITE DATA CULVERT SHAPE, MATERIAL, INLET U -- - - - - - - - - - - - - - -- - -- - - --- - - .. - - - - - - - - - . .- _ - -- - - - - - -- - - -------- - - - - - - - - - - - - - L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET NO. (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 4808 . 87 4807 . 63 126 . 58 1 CSP 2 . 00 2 . 00 . 024 CONVENTIONAL 2 3 4 5 6 ******************************************************************************** SUMMARY OF CULVERT FLOWS (cfs) FILE: 18HUFF DATE: 06-20-2006 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 4808 . 87 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4810 . 80 10 . 0 10 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4813 . 98 20 . 0 20 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4815 . 16 30 . 0 22 .4 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 7 .42 13 4815 .22 40 . 0 22 . 5 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 17 . 12 6 4815 . 27 50 . 0 22 . 6 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 26 . 93 5 �4815 . 32 60 . 0 22 . 7 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 36 . 97 5 4815 . 36 70 . 0 22 . 8 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 46 . 63 4 4815 .40 80 . 0 22 . 8 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 56 . 67 4 4815 .44 90 . 0 22 . 9 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 66 . 69 4 4815 .47 100 . 0 23 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 76 . 69 4 4815 . 07 22 . 2 22 .2 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 OVERTOPPING ******************************************************************************** ******************************************************************************** SUMMARY OF ITERATIVE SOLUTION ERRORS FILE : 18HUFF DATE: 06-20-2006 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 4808 . 87 0 . 000 0 . 00 0 . 00 0 . 00 4810 . 80 0 . 000 10 . 00 0 . 00 0 . 00 4813 . 98 0 . 000 20 . 00 0 . 00 0 . 00 4815 . 16 -0 . 001 30 . 00 0 .21 0 . 70 4815 . 22 -0 . 002 40 . 00 0 .39 0 . 97 4815 . 27 -0 . 003 50 . 00 0 .48 0 . 96 4815 . 32 -0 . 002 60 . 00 0 . 35 0 . 58 4815 . 36 -0 . 004 70 . 00 0 . 62 0 . 89 4815 .40 -0 . 004 80 . 00 0 . 50 0 . 63 4815 . 44 -0 . 003 90 . 00 0 .41 0 .46 4815 .47 -0 . 003 100 . 00 0 . 34 0 . 34 ******************************************************************************** <1> TOLERANCE (ft) = 0 . 010 <2> TOLERANCE M = 1 . 000 ******************************************************************************** 2 CURRENT DATE: 06-20-2006 FILE DATE: 06-20-2006 TRENT TIME : 11 : 02 : 54 FILE NAME: 18HUFF ****************************************************************************** PERFORMANCE CURVE FOR CULVERT 1 - 1 ( 2 . 00 (ft) BY 2 . 00 (ft) ) CSP ******************************************************************************** DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL GRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) ******************************************************************************** 0 . 00 4808 . 87 0 . 00 0 . 00 0-NF 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 10 . 00 4810 . 80 1 . 82 1 . 93 2-M2c 1 . 38 1 . 13 1 . 13 0 . 52 5 . 48 1 . 60 20 . 00 4813 . 98 3 .44 5 . 11 2-M2c 2 . 00 1 . 60 1 . 60 0 . 64 7 .40 2 . 00 22 . 37 4815 . 15 3 . 98 6 . 28 2-M2c 2 . 00 1 . 67 1 . 67 0 . 73 7 . 99 2 . 32 22 . 49 4815 . 21 4 . 01 6 . 34 2-M2c 2 . 00 1 . 68 1 . 68 0 . 81 8 . 02 2 . 57 22 . 59 4815 . 27 4 . 03 6 .40 2-M2c 2 . 00 1 . 68 1 . 68 0 . 87 8 . 04 2 . 78 22 . 68 4815 . 31 4 . 06 6 .44 2-M2c 2 . 00 1 . 68 1 . 68 0 . 93 8 . 06 2 . 96 22 . 76 4815 . 35 4 . 08 6 .48 2-M2c 2 . 00 1 . 69 1 . 69 0 . 98 8 . 08 3 . 11 22 . 83 4815 . 39 4 . 09 6 . 52 2-M2c 2 . 00 1 . 69 1 . 69 1 . 03 8 . 10 3 . 24 22 . 90 4815 . 43 4 . 11 6 . 56 2-M2c 2 . 00 1 . 69 1 . 69 1 . 08 8 . 11 3 . 37 22 . 97 4815 .47 4 . 13 6 . 60 2-M2c 2 . 00 1 . 69 1 . 69 1 . 16 8 . 13 3 .24 ******************************************************************************** El . inlet face invert 4808 . 87 ft El . outlet invert 4807 . 63 ft El . inlet throat invert 0 . 00 ft El . inlet crest 0 . 00 ft ******************************************************************************** ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0 . 00 ft INLET ELEVATION 4808 . 87 ft OUTLET STATION 126 . 57 ft OUTLET ELEVATION 4807 . 63 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0 . 0098 CULVERT LENGTH ALONG SLOPE 126 . 58 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 2 . 00 ft BARREL MATERIAL CORRUGATED STEEL BARREL MANNING' S n 0 . 024 INLET TYPE CONVENTIONAL INLET EDGE AND WALL THIN EDGE PROJECTING INLET DEPRESSION NONE ******************************************************************************** 3 CURRENT DATE : 06-20-2006 FILE DATE : 06-20-2006 ,IRRENT TIME: 11 : 02 : 54 FILE NAME: 18HUFF ******************************************************************************** ************************** TAILWATER ************************** ******************************************************************************** ***** USER DEFINED CHANNEL CROSS-SECTION FILE NAME: 24HUFF MAIN CHANNEL AND LT & RT OVER BANKS FILE DATE: 06-20-2006 LEFT CHANNEL BOUNDARY 2 RIGHT CHANNEL BOUNDARY 8 MANNING n LEFT OVER BANK 0 . 030 MANNING n MAIN CHANNEL 0 . 045 MANNING n RIGHT OVER BANK 0 . 030 SLOPE OF CHANNEL 0 . 0152 ft/ft CROSS-SECTION X Y COORD. NO. (ft) (ft) 1 0 . 00 4809 . 04 2 17 .37 4808 . 77 3 22 . 95 4808 . 74 4 24 . 67 4808 . 12 5 34 . 05 4807 . 63 6 39 . 86 4807 . 90 7 43 . 59 4807 . 91 8 54 . 52 4808 . 21 9 65 . 73 4808 . 55 ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W. S .E. FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (ft) (f/s) (psf) 0 . 00 4807 . 63 0 . 000 0 . 00 0 . 00 0 . 00 10 . 00 4808 . 15 0 . 568 0 . 52 1 . 60 0 .23 20 . 00 4808 .27 0 . 600 0 . 64 2 . 00 0 . 33 30 . 00 4808 . 36 0 . 623 0 . 73 2 . 32 0 .41 40 . 00 4808 .44 0 . 639 0 . 81 2 . 57 0 .48 50 . 00 4808 .50 0 . 651 0 . 87 2 . 78 0 . 54 60 . 00 4808 . 56 0 . 661 0 . 93 2 . 96 0 . 59 70 . 00 4808 . 61 0 . 669 0 . 98 3 . 11 0 . 63 80 . 00 4808 . 66 0 . 677 1 . 03 3 .24 0 . 68 90 . 00 4808 . 71 0 . 683 1 . 08 3 . 37 0 . 71 100 . 00 4808 . 79 0 . 677 1 . 16 3 . 24 0 . 67 Note : Shear stress was calculated using R. ******************************************************************************** ************************** ROADWAY OVERTOPPING DATA ************************** ******************************************************************************** ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 81 . 00 ft CREST LENGTH 100 . 00 ft OVERTOPPING CREST ELEVATION 4815 . 07 ft ******************************************************************************** Uklve,v4 `� 1 CURRENT DATE : 02-21-2006 FILE DATE : 02-21-2006 CURRENT TIME : 14 : 13 : 29 FILE NAME : TUFF p*** t�c* ttt�cic�c�c******it* t�cicict*****�rkicktF* ticicic***�ck�c�ct*�t�c**ic*�c*ic�ck�c**icic*** t�c* t** kic ************************* FHWA CULVERT ANALYSIS ************************** ************************** HY-8 , VERSION 6 . 1 ************************** ******************************************************************************** C SITE DATA CULVERT SHAPE, MATERIAL, INLET U - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - -- -- -- L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET NO. (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 4808 . 00 4805 . 85 134 . 38 1 CSP 4 . 50 4 . 50 . 024 CONVENTIONAL 2 3 4 5 6 SUMMARY OF CULVERT FLOWS (cfs) FILE: 54HUFF DATE : 02-21-2006 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 4808 . 00 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4809 . 37 10 . 0 10 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4809 . 86 20 . 0 20 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4810 . 31 30 . 0 30 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4810 . 73 40 . 0 40 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4811 . 12 50 . 0 50 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4811 .49 60 . 0 60 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 P811 . 82 68 . 8 68 . 8 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4812 .24 80 . 0 80 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4812 . 64 90 . 0 90 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4813 . 05 100 . 0 100 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4817 . 19 173 . 2 173 . 2 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 OVERTOPPING ******************************************************************************** ******************************************************************************** SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: 54HUFF DATE: 02-21-2006 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 4808 . 00 0 . 000 0 . 00 0 . 00 0 . 00 4809 . 37 0 . 000 10 . 00 0 . 00 0 . 00 4809 . 86 0 . 000 20 . 00 0 . 00 0 . 00 4810 . 31 0 . 000 30 . 00 0 . 00 0 . 00 4810 . 73 0 . 000 40 . 00 0 . 00 0 . 00 4811 . 12 0 . 000 50 . 00 0 . 00 0 . 00 4811 .49 0 . 000 60 . 00 0 . 00 0 . 00 4811 . 82 0 . 000 68 . 80 0 . 00 0 . 00 4812 . 24 0 . 000 80 . 00 0 . 00 0 . 00 4812 . 64 0 . 000 90 . 00 0 . 00 0 . 00 4813 . 05 0 . 000 100 . 00 0 . 00 0 . 00 ******************************************************************************** <1> TOLERANCE (ft) = 0 . 010 <2> TOLERANCE M = 1 . 000 ******************************************************************************** 2 CURRENT DATE: 02-21-2006 FILE DATE : 02-21-2006 DENT TIME : 14 : 13 : 29 FILE NAME : 54HUFF **************************************************************************** PERFORMANCE CURVE FOR CULVERT 1 - 1 ( 4 . 50 (ft) BY 4 . 50 (ft) ) CSP ******************************************************************************** DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL GRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) ******************************************************************************** 0 . 00 4808 . 00 0 . 00 0 . 00 0-NF 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 10 . 00 4809 . 37 1 . 37 1 . 37 1-S2n 0 . 81 0 . 89 0 . 69 1 . 01 6 .29 3 . 07 20 . 00 4809 . 86 1 . 86 1 . 86 1-S2n 1 . 15 1 . 26 1 . 06 1 . 31 6 . 93 3 . 66 30 . 00 4810 . 31 2 . 31 2 . 31 1-S2n 1 .43 1 . 55 1 . 35 1 . 52 7 .45 4 . 04 40 . 00 4810 . 73 2 . 73 2 . 73 1-S2n 1 . 67 1 . 82 1 . 62 1 . 70 7 . 75 4 . 35 50 . 00 4811 . 12 3 . 12 3 . 12 1-S2n 1 . 89 2 . 03 1 . 83 1 . 84 8 . 21 4 . 60 60 . 00 4811 . 49 3 .49 3 .49 1-S2n 2 . 10 2 . 25 2 . 05 1 . 97 8 . 50 4 . 81 68 . 80 4811 . 82 3 . 82 3 . 82 1-S2n 2 . 28 2 .41 2 . 21 2 . 08 8 . 86 4 . 98 80 . 00 4812 . 24 4 .24 4 . 24 1-S2n 2 .49 2 . 61 2 .41 2 .20 9 .23 5 . 17 90 . 00 4812 . 64 4 . 64 4 . 64 5-S2n 2 . 69 2 . 78 2 . 58 2 . 30 9 . 56 5 . 33 100 . 00 4813 . 05 5 . 05 5 . 05 5-S2n 2 . 89 2 . 93 2 . 83 2 . 39 9 . 51 5 .47 ******************************************************************************** El . inlet face invert 4808 . 00 ft El . outlet invert 4805 . 85 ft El . inlet throat invert 0 . 00 ft El . inlet crest 0 . 00 ft ******************************************************************************** ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0 . 00 ft INLET ELEVATION 4808 . 00 ft OUTLET STATION 134 . 36 ft OUTLET ELEVATION 4805 . 85 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0 . 0160 CULVERT LENGTH ALONG SLOPE 134 . 38 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 4 . 50 ft BARREL MATERIAL CORRUGATED STEEL BARREL MANNING' S n 0 . 024 INLET TYPE CONVENTIONAL INLET EDGE AND WALL THIN EDGE PROJECTING INLET DEPRESSION NONE ******************************************************************************** 1 CURRENT DATE : 02-22-2006 FILE DATE : 02-22-2006 CURRENT TIME: 13 : 22 : 05 FILE NAME : 54FLOOD ************************** FHWA CULVERT ANALYSIS ************************** ************************** HY-8 , VERSION 6 . 1 ************************** ******************************************************************************** C SITE DATA CULVERT SHAPE, MATERIAL, INLET U - - - -- - --- - - - - - - - - - - - -- ---- ----- - - - - - - -- - ------------------------ - - ---- - L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET NO. (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 4808 . 00 4805 . 85 134 . 38 1 CSP 4 . 50 4 . 50 . 024 CONVENTIONAL 2 3 4 5 6 ******************************************************************************** ******************************************************************************** SUMMARY OF CULVERT FLOWS (cfs) FILE: 54FLOOD DATE: 02-22-2006 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 4808 . 00 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4809 . 73 17 . 3 17 . 3 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4810 . 51 34 . 6 34 . 6 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4811 . 19 51 . 9 51 . 9 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4811 . 83 69 . 2 69 . 2 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4812 . 50 86 . 5 86 . 5 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4812 . 77 93 . 3 93 . 3 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 44814 . 06 121 . 1 121 . 1 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4814 . 93 138 .4 138 .4 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4815 . 98 155 . 7 155 . 7 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4817 . 17 173 . 0 173 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 00 1 4817 . 19 173 . 3 173 . 3 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 OVERTOPPING ******************************************************************************** ******************************************************************************** SUMMARY OF ITERATIVE SOLUTION ERRORS FILE : 54FLOOD DATE: 02-22-2006 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 4808 . 00 0 . 000 0 . 00 0 . 00 0 . 00 4809 . 73 0 . 000 17 . 30 0 . 00 0 . 00 4810 . 51 0 . 000 34 . 60 0 . 00 0 . 00 4811 . 19 0 . 000 51 . 90 0 . 00 0 . 00 4811 . 83 0 . 000 69 . 20 0 . 00 0 . 00 4812 . 50 0 . 000 86 . 50 0 . 00 0 . 00 4812 . 77 0 . 000 93 . 30 0 . 00 0 . 00 4814 . 06 0 . 000 121 . 10 0 . 00 0 . 00 4814 . 93 0 . 000 138 .40 0 . 00 0 . 00 4815 . 98 0 . 000 155 . 70 0 . 00 0 . 00 4817 . 17 0 . 000 173 . 00 0 . 00 0 . 00 ******************************************************************************** <1> TOLERANCE (ft) = 0 . 010 <2> TOLERANCE (%) = 1 . 000 2 CURRENT DATE: 02-22-2006 FILE DATE: 02-22-2006 `RRENT TIME : 13 : 22 : 05 FILE NAME : 54FLOOD PERFORMANCE CURVE FOR CULVERT 1 - 1 ( 4 . 50 (ft) BY 4 . 50 (ft) ) CSP ******************************************************************************** DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL GRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) ******************************************************************************** 0 . 00 4808 . 00 0 . 00 0 . 00 0-NF 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 17 . 30 4809 . 73 1 . 73 1 . 73 1-S2n 1 . 07 1 . 16 0 . 96 1 . 24 6 . 92 3 . 53 34 . 60 4810 . 51 2 . 51 2 . 51 1-S2n 1 . 54 1 . 68 1 . 48 1 . 61 7 . 59 4 . 19 51 . 90 4811 . 19 3 . 19 3 . 19 1-S2n 1 . 93 2 . 08 1 . 88 1 . 87 8 . 27 4 . 64 69 . 20 4811 . 84 3 . 84 3 . 84 1-S2n 2 . 28 2 . 42 2 . 22 2 . 08 8 . 87 4 . 99 86 . 50 4812 . 50 4 . 50 4 . 50 1-S2n 2 . 62 2 . 72 2 . 52 2 . 26 9 .43 5 . 27 93 . 30 4812 . 77 4 . 77 4 . 77 5-S2n 2 . 75 2 . 83 2 . 63 2 . 33 9 . 68 5 . 37 121 . 10 4814 . 06 6 . 01 6 . 06 2-M2c 3 . 34 3 . 23 3 . 23 2 . 57 9 . 92 5 . 73 138 .40 4814 . 93 6 . 93 6 . 57 2-M2c 3 . 84 3 . 45 3 .45 2 . 70 10 . 61 5 . 93 155 . 70 4815 . 98 7 . 98 6 . 16 2-M2c 4 . 50 3 . 64 3 . 64 2 . 82 11 . 27 6 . 11 173 . 00 4817 . 17 9 . 17 8 . 57 2-M2c 4 . 50 3 . 80 3 . 80 2 . 94 12 . 13 6 . 27 ******************************************************************************** El . inlet face invert 4808 . 00 ft El . outlet invert 4805 . 85 ft El . inlet throat invert 0 . 00 ft El . inlet crest 0 . 00 ft ******************************************************************************** ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0 . 00 ft INLET ELEVATION 4808 . 00 ft OUTLET STATION 134 . 36 ft OUTLET ELEVATION 4805 . 85 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0 . 0160 CULVERT LENGTH ALONG SLOPE 134 . 38 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 4 . 50 ft BARREL MATERIAL CORRUGATED STEEL BARREL MANNING' S n 0 . 024 INLET TYPE CONVENTIONAL INLET EDGE AND WALL THIN EDGE PROJECTING INLET DEPRESSION NONE ******************************************************************************** 3 CURRENT DATE: 02-22-2006 FILE DATE : 02-22-2006 J RENT TIME : 13 :22 : 05 FILE NAME: 54FLOOD ******************************************************************************** ************************** TAILWATER ************************** ******************************************************************************** ******* REGULAR CHANNEL CROSS SECTION **************** SIDE SLOPE H/V (X: 1) 3 . 2 CHANNEL SLOPE V/H (ft/ft) 0 . 023 MANNING' S n ( . 01-0 . 1) 0 . 045 CHANNEL INVERT ELEVATION 4805 . 85 ft CULVERT NO. 1 OUTLET INVERT ELEVATION 4805 . 85 ft ******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL FLOW W. S .E. FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (ft) (f/s) (psf) 0 . 00 4805 . 85 0 . 000 0 . 00 0 . 00 0 . 00 17 . 30 4807 . 09 0 . 558 1 . 24 3 . 53 1 . 78 34 . 60 4807 .46 0 . 583 1 . 61 4 . 19 2 . 31 51 . 90 4807 . 72 0 . 598 1 . 87 4 . 64 2 . 68 69 . 20 4807 . 93 0 . 609 2 . 08 4 . 99 2 . 99 86 . 50 4808 . 11 0 . 618 2 . 26 5 .27 3 .25 93 . 30 4808 . 18 0 . 621 2 . 33 5 . 37 3 . 34 121 . 10 4808 .42 0 . 630 2 . 57 5 . 73 3 . 69 138 .40 4808 . 55 0 . 636 2 . 70 5 . 93 3 . 88 155 . 70 4808 . 67 0 . 641 2 . 82 6 . 11 4 . 05 173 . 00 4808 . 79 0 . 645 2 . 94 6 . 27 4 .21 ************************** ROADWAY OVERTOPPING DATA ************************** ******************************************************************************** ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 79 . 00 ft CREST LENGTH 100 . 00 ft OVERTOPPING CREST ELEVATION 4817 . 19 ft ******************************************************************************** 100 — YEAR WATER SURFACE ELEV = 4813.37 4816 f--— 4816 4814 4814 - ---- / ��D 4BA4 pb U f' . t 4816 _ i 4816� f j4818 �i 481;� I q 'sr 00 rr b Z - W � J c U � - o 0 100' 200' 300' I I I S C A L E LOYAL GARDEN SUBDIVISION THOMAS,DEAN& HOSKINS,INC. STD ENGINEERING CONSULTANTS BOZEMAN,MONTANA 1 L� SAl l(ILLLS-BOZEMAN-KALISPELL-NELENA MONTANA SPOKANE WASHI'oATIO�N LEWISTON DRAWN BY: NMJ DATE: 6-20-05 100-YEAR FLOOD LINE DESIGNED BY: JOB NO. BOS-002-009 SHEET OLIAL.TYCNECK: CAD NO, BS02.DWG APPENDIX - Section 9 Farmer's Canal Calculations } Hydraulic Flow in Circular Pi e using Mannings Equation n = 0.013 d/D = 0.9 Slope = 0.004 Diameter = 72 D Theta R d Hydra Flow Flow Flow Velocity (ft) Radians (ft) (ft) Radius Area (cfs) (mgd) (fps) 6.00 4.996 3 .00 5.40 1.788 26.803 285.64 184.64 10.66 128,206 gpm i l I I � I Calckla�+ Slade �q(.. a59, j 7ake✓I A Uj U.,i.0 +ij iU ua eJ)en sn 0 Upsfreuvv� X CU N v � �c.4 , Ib3, S9 �t + �a X a fc-lam q I. 7 B9 2 _ Ll, G-7U - 30(.9'4 (�, - Q. �aa = •035; I i I C z `7o o\jecAow qo ,-I , 6 MoIj- \r\p,,jo a VIVI 10�fVj,,j�,Vj CS C7 (2 V)C(a( 6(fd QQ,(C)Ck- MCA= A O(V 0 Q oll,0111) vj� vwd �wct qwdes (e Ova ds, CuAwet A-- c"t APPENDIX - Section 10 Traffic Signage Plan ' o 0 n 0 o w Z Q U �•1 o Cf) 3 O O � O � ------------------------------------------------ ----------- ----------- - _---------------------- avow 000MNo uoo m �y GM]OOOMNOLL00 41 U x ---------- ------------- ---------- ----------------------------------------------------------- --------------- ------ --- -- --- CL 7 7 �a Li I —-- a QQQ NW , WWI im-ml IW' - WZ / /I ZL r�rhhN I .riZ 34 1 — �i� // TLU V t;V) Z I ®3Z 1 \m 1 / W W W // �❑� � p=�5 I ;wo�z W a10 � �N 310 �`.� 3NO1S213N2J00 _ ® ko a. '.-.,,,..•• \' t ``'`!_--..' `\� - N \•W DRAWN BY: ES r' / !' ®\'J \ •-"r t .••-'/ , .ram". J-•�-' 1 \ \ DESIGNED BY: KW,EB,NJ In / a .+••• t 1 t ; ... ` "" u .�' ,./' QUALITY CHECK: 5130/06 JOB NO. BOS-002 to LLI M LL lJ t \6 LLcq ` 1 - mil•` \ -.•'' 1\ \ ` i..• \ U t` _ 7Q \ t\ t r-- l\�- "/' ,\� -••.i•. \ !,�" �`I -••'"...� ` t i t �_ ' ICI 33- MV1 \ 1\ Z U g � w� v) O Z 1 4 i 3 i 1 i - - I I I I • I W 2ELU � I • i I � � a C� — --- -- --- -- ----- -----�--- ONWfiV---� Q N a --- ----- 3AI80BONVA�1t+----- ---- ------ -- 00 o } m uj V I � I O N ._ N - wnw \l C 1/ _ AML W J W f71� ow Z It ®;-L 91 Z t, i S Z 1 ® U 3 O 2 V 3 0 Not ;o Z� po mpI-O 2 Z�2 .0 C; 7 V Z IC2 W W m W m m p O p �V Q o0 CAD NO.805-002SIp..0 a SHEET 1 OF 'I