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HomeMy WebLinkAboutDrainage Reports - 05/17/1989DRAINAGE REPORT TAFT HILL ROADMORSETOOTH ROAD INTERSECTION CITY OF FORT COLLINS, COLORADO City of Fort Collins PREPARED BY: DEVELOPMENT SERVICES/ENGINEERING MAY 17, 1989 Development Services Engineering Department ' City of Fort Collins DRAINAGE REPORT ' TO: Bob Smith, Director of Storm Drainage ' THRU: Gary Diede, Director of Engineering FROM: Mark E.. Sears, Civil Engineer III -ACIA ,� ' DATE: May 17, 1989 ' PROTECT TITLE: TAFT HILL ROAD AND HORSETOOTH ROAD INTERSECTION PROTECT NUMBER: 305-2823000 SCOPE OF 'The project includes the construction of all four legs of the intersection to arterial street standards, and the east half of Taft Hill adjacent to the Rossborough Subdivision. Tri-Trend Inc. will be responsible for paying the developers share of an arterial street adjacent to the Rossborough Subdivision. ' Figure 1, shows the extent of construction proposed for this project. Staff has proposed to the School District, that they pay for the construction of ' Horsetooth Road west of. the project to provide access to their proposed new school. But, to date an agreement has not been reached. The intersection design requires that an extensive storm drainage system be constructed. The storm sewer, as shown in Figure 2, was designed to meet immediate and future needs. The pipes can be extended with future street improvements. The storm sewer will outfall into the existing Rossbourgh Subdivision drainage channel, which was designed to carry the runoff from this drainage basin. Erosion control measures will be installed around all inlet end sections during 1 construction and will remain in place until the grass is established. The street right of ways will be seeded with non -irrigated native grasses and mulched. Trees will be planted in the landscaped areas as designated in Figure ' 1, and will be irrigated with a bubbler irrigation system. The medians will be covered with red exposed aggregate concrete and the bulbs landscaped. The slopes behind the sidewalks and in the drainage swale will be seeded with native ' grasses and mulched with crimped straw. Riprap will be installed at all outlet end sections. The riprap was designed using the Urban Storm Drain Criteria Manual and the riprap specified according to the City of Fort Collins Storm Drainage Standards. Figure 20, shows the typical details and a table with the appropriate lengths for each location. The calculations for the riprap are shown in Figures 21-31. 1 300 LaPorte Avenue • P.O. Box 580 • Fort Collins, CO 80522-0580 • (303) 221-6605 Drainage Report - Taft Hill Road/Horsetooth Road Intersection May 17, 1989 ' Page 2 The storm sewer was designed to handle the "2 Year Storm," and the streets were designed to handle the run-off and prevent flooding during a "100 Year Storm," ' in accordance with the City of Fort Collins Storm Drainage Design Criteria. REM Technical Consultants was hired to assist with the storm sewer design. They helped determined the amount of run-off from each type of storm and helped size ' the storm sewer system. The storm sewer system is shown in Figure 2. Vic Weidmann was hired to size the inlets and the riprap. The calculations for the inlets are shown in Figures 32-52. 1 The project is scheduled to be constructed from June through September of 1989. Seeding, landscaping, and cleanup, will be completed by the end of October. ' DRAINAGE BASIN SOUTH WEST OF THE IlNTERSECTION 1 This report is broken into two parts. The first half deals with the runoff from the area southwest of the intersection and the storm drainage system designed to handle the "2 Year Storm" flows, and the streets capabilities to handle the "100 ' Year Storm" flows. The second half of the report deals with the drainage from west of Taft Hill Road and the runoff generated on Taft Hill Road north of the intersection. Figure 3, shows the extent of the basin southwest of the intersection which drains across this project, and it shows how the basin was divided into subareas. The following is a brief discription of those areas. ' AREA_A is the existing Springfield P.U.D., with detention facilities in place. Discharge from this area is computed based upon the required orfice plate (not now in place). AREA is the University Mobile Home Park, paved but without curb and gutter, at 7.6 units per acre. This area has two minor discharge points and drains directly into the intersection. ARE C is Horsetooth Village modular/mobile home park, has paved streets with gutters and drains to point C. 1 AREA D is the Boats Unlimited commercial area with two large structures and future paving; detention will probably be required at the time of full development. AREA_E is the north half of the Horsetooth Road R.O.W. west of the intersection and AARRFAF is the south half of the R.O.W., both will be paved. AREA G is the west half of Taft Hill Road R.O.W. south of the intersection and AREA H is the east half of the R.O.W., both will be paved. 1 The runoff south of County Road 38E will not reach this intersection under present conditions. Reference was made to the City's drainage basin studies for both Mail / McClelland Creek and Spring Creek drainages. This assumption is 1 consistant with those studies. Summarized flows, computed by the Rational Method for the Initial Storm - 2 year ' frequency and the Major Storm - 100 year frequency, are show in Figures 4 - 7 for design points.l - 6. Figure 8, is a diagram showing the resulting drainage system designed to collect both offsite runoff and runoff generated onsite from an Initial Storm and discharge it into the Rossborough Subdivision drainage ' swale. Figure 81 shows the location of the design points 1 - 6. Figure 2, shows the resulting system as it relates to the project. ' Drainage Report - Taft Hill Road/Horsetooth Road Intersection May 17, 1989 ' Page 3 SYSTEM DESCRIPTION FOR BASIN SOUTH WEST OF THE INTERSECTION ' The 2 yr. discharge from Area A will be collected at the west end of the project with a 15" RCP end section. In the future when Horsetooth Road is extended west ' the 15" RCP will be extended to an inlet on the west side on the entrance to the University Mobile Home Park. The discharge from the Springfield Subdivision detention pond will be discharged to the inlet. ' The 2 yr. discharge from Area B will collected in three locations. An existing shallow 10" CMP which drains out of the mobile home park onto Horsetooth Road will be intercepted with a 15" RCP. An area drain will be constructed at the ' junction of the two pipes to serve as a cleanout since the pipes.are too shallow for a manhole. An existing 12" CMP which drains out of the mobile home park onto Taft Hill Road will be intercepted with a 15" RCP. The majority of the ' runoff will be collected with a 33" RCP end section at the south west corner of the intersection. Presently this is where the drainage from the mobile home park discharges. ' The 2 yr. discharge from Area C and Area D will be collected at the south end of the project with a 24" RCP end section. In the future when Taft Hill Road is extended south the 24" RCP main will be extend to the south, and the 24" RCP ' lateral will be extended to the west to a future curb inlet. For the present the 24" RCP main will be stubbed out and plugged. ' The 2 yr. discharge from Area E will be collected with a 10' Type R inlet just west of the intersection with no carryover flow. The 2 yr. discharge from Area T will be collected with a 5' Type R inlet in a sump condition just west of the intersection with no carryover flow. The 2 yr. discharge from Area G will be ' totally collected with a 15' Type R inlet just south of the intersection. The 2 yr. discharge from Area H will be collected with a 10' Type R inlets just south of the intersection with 1.7 cfs carryover flow. The collected runoff is piped across the intersection and is discharged out of a 36" RCP end section into the upper end'of the Rossborough Subdivision drainage ' swale. The allowable street flows for the Initial Storm are shown in Figure 10 for the various street slopes. As shown the anticipated flows are well below the ' allowables. Figure 11 shows the anticipated flows during a Major Storm as they relate to the ' intersection. Both the Major Storm flows and the allowable flows are shown. Figure 12 shows the calculations for the allowable street flows and Figure 13 shows the calculations for the allowable flow across the intersection. The flows will be directed to the northeast corner of the intersection to discharge ' into the Rossborough Subdivision drainage swale. The runoff going past the intersection to the north will eventually top the curb and flow into the drainage swale along the east side of Taft Hill Road. Any runoff going past the ' intersection to the east will top the curb just west of Dunbar Street and will flow through the Rossborough Subdivision per the drainage report prepared for the Rossborough Subdivision by James Stuart and Associates, April 13, 1979. Drainage Report - Taft Hill Road/Horsetooth Road Intersection May 17, 1989 ' Page 4 A 5' Type R inlet will be installed on Horsetooth Road east of Taft Hill Road at Goodell Lane to eliminate the need for a cross pan. The carryover flow of 1.7 cfs from Taft Hill Road south of Horsetooth Road plus the discharge of 0.9 cfs generated between Taft Hill Road and Goodell Lane on the south side of ' Horsetooth Road will be collected with the 5' Type R inlet placed just west of Goodell Lane with a carryover of 1.0 cfs. Also a 15" RCP will be extended out the back of the inlet to collect any runoff which collects in the low area on ' the southwest corner of Goodell Lane. The inlet will be drained with a 15" RCP which will be placed across Goodell Lane and discharged into a drainage ditch along the south side of Horsetooth Road east of Goodell Lane. In the future the 15" RCP will be extended to the east to discharge into an existing pipe which ' crosses under Horsetooth Road into the Rossborough Subdivision drainage system as planned for in the drainage report for the subdivision. ' DRAINAGE BASIN NORTH AND WEST OF THE INTERSECTION Figure 14, a diagram of the required drainage system for Taft Hill Road north of ' Horsetooth Road, shows the five contributing areas north and west of the intersection. ' AREA M is the proposed Horsetooth West Master Plan site which will be approximately 56 acres of mixed uses. Figure 15 shows the calculations for the Historic runoff from a "2 Year Storm", assumming that this development will be required to provide detention for runoff above the "2 Year Storfi". Figure 16 shows the calculated flows for AREAS I.J.K. and L, which are sections of the Taft Hill Road R.O.W. Runoff from Area I will be collected with 5' Type R Inlets on each side of the street and dropped into a 15" RCP which will be placed across Taft Hill Road. By doing this cross pans will not be needed across Bronson Drive on both sides of Taft Hill Road. There will be a carryover flow from both inlets of 0.8 cfs. Runoff from Area M will be collected with an 18" RCP end section and taken under Taft Hill Road in an 18" RCP to the Rossborough Subdivision drainage Swale.. In the future when the west side of Taft Hill Road is completed the 18" pipe will be extended to an inlet, and the flow out the Horsetooth West detention pond will be brought through the inlet. Area J plus the carryover flows from Area I will be collected with 10' Type R inlets on each side of the street in a sump condition and dropped into the 18" RCP descriped above, with no carryover flows. Runoff from Area K will be collected with a 5' Type R Inlet on the east side of Taft Hill Road with no carryover flow and discharged through a 15" RCP into the Rossborough Subdivision drainage swale. Area L will be collected with a 5' Type R Inlet on the east side of Taft Hill Road with a carryover flow of less then 1 cfs and discharged through a 15" RCP into the Rossborough Subdivision drainage swale. Drainage Report - Taft Hill Road/Horsetooth Road Intersection May 17, 1989 Page 5 An existing storm drain system at Primrose Drive collects the runoff on the west ' side of Taft Hill Road adjacent to Area K and discharges it into the Rossborough Subdivision drainage swale. The area on the west side adjacent to Area L will flaw onto the north in a drainage ditch along Taft Hill Road. ' Figure 14 shows the pipe sizing data and the resulting pipe sizes, inlets, and end sections required. Figure 17 shows the calculations for the allowable flow in the drainage swale. The maximum anticipated flaw is less than 230 cfs and the allowable is 255 cfs. The actual flow which will be diverted into the Swale is unknown, some of the flow will go to the east down Horsetooth and some will continue to the north"on Taft Hill Road until it tops the curb on the east ' side and flaws into the Swale along Taft Hill Road. Figure 18 shows the culvert design for Bronson Drive which indicates that the maximum flow through the culvert is 70 cfs. The culvert is designed for the Initial Storm flows with a ' head water less than 1.5 times the diameter. During the Major Storm the drainage swale will backup, the runoff will overtop Bronson Drive, and will flow east on Bronson Drive. Bronson Drive with a slope of over 1 percent has the ' capacity of tarring over 90 cfs, which is more than the anticipated amount of flaw thpping the Swale., ' RDODMMENDATIONS Approval of the report is recommended. ' Your department should talk with Larimer County regarding the orfice plate that is missing in the Springfield PUD detention pond along Horsetooth Road. APPROVAL: Bob Smith, Director of Storm Drainage Date Fivv2£ ./ I - I _ I PRIMROSE ' 1 I I I I I NEW PAVEMENT I FUTURE WIDENING I I HORSETCOTH WEST PUO Ttmvt l ACCZSS SIWWLLR AM LAMOSCAM4 WILL 4 MOT Et COMSTRUCT[O 10 ALLOW FOR ELSE 0/ MMRS OiQiRUC'TIOR Am''ss ACCEMS RustO wo <AA J, CAB A ttlsras mum" OLIVE rRtn UNIVERSITY MOBILE HONE PAldt V OETACN ED SIKWALA ENTRANCR TO MOELE MOMt FORK EAST HALF OF TAFT HILL WILL BE CONSTRUCTED 1/2 MILE NORTH OF HORSETOOTH ADJACENT TO ROSSBOROUGH SUB FOR TP.I-TREND ARONSON N POSSBOROUGH SUB Mrs Exlsr w mRRaurru,socrALt /f AMO LmmuMq s' otncKo sosrALR f J Q� LAMM IRCEvatopc y CONCRETE PAVEMENT LAMOSCAPING rRL K IIOM•1"16ATt! GRASS AMC TRIOS SMt01AM COKR rLL St NCO tIroSIC AGORIOATE COMCRErs UMITE Or CONSTRMcr*m FIGURE 2 I I I I I i5zov50N DQtVd \� 18" RCP N O 15" RCP IO i HORSETOOTH WEST PUD ROSSBOROUGH SUB c STORM SEWER WILL OUTFALL INTO AN = EXISTING 40' WIDE DRAINAGE CHANNEL U. 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