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HomeMy WebLinkAboutSTEELE'S MARKET AT HARMONY MARKET PUD, 3RD FILING - FINAL - 54-87E - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORT HARMONY MARKET P.U.D. Third Filing Final Drainage Report Total Site Preliminary - Revised Drainage Report AUGUST 6, 1990 REDINC Engineering Consultants U 11111 INC 1111 Engineering Consultants 2900 South College Avenue Fort Collins, Colorado 80525 U (303) 226-4955 August 6, 1990 U City of Fort Collins Stormwater Utility 235 Mathews Street Fort Collins, CO 80522 RE: FINAL DRAINAGE REPORT - HARMONY MARKET P.U.D. , THIRD FILING Dear Susan: 1111 We are pleased to submit to you this Final Drainage Report for the Harmony Market P.U.D. , Third Filing. Please call if you have any questions or if we may be of further assistance. Respectfully, RBD, Inc. - Stan Myers, P.E. Project Manager U cc: 386-001-H 036-116 U U U Other Offices: Vail, Colorado (303) 476-6340 • Colorado Springs, Colorado (719) 598-4107 • Longmont, Colorado (303) 678-9584 i II! INDEX Page No. INTRODUCTION 1 U LOCATION DESCRIPTION Drainage Criteria 1 Design Procedure 1-5 Conclusions 5-6 References 6 Vicinity Map 7 APPENDIX 10 year Historic 100 year Historic 10 year Developed 100 year Developed II 1111 Basin A D _ • E • H Concrete Pipe inlet control @ Oakridge Drive NPS Control Table POCKET Overall Drainage Plan Site Grading Plan U INTRODUCTION Location The Harmony Market P.U. D. is located just South of Harmony Road between Boardwalk Drive and LeMay Avenue. More specifically, this site is located in the northeast corner of Section 1, Township 6 north, Range 69 west of the 6th Principal Meridian in Fort Collins, Colorado. Description The Harmony Market P.U.D. has been developed in three phase or filings thus far: 1. First Filing - Pace Warehouse; has been developed (ref: Harmony Market P.U.D. Filing One Final Drainage Report by RBD, 114 Inc. April 24, 1989) 2 . Second Filing - Builders Square; is being developed (ref: Harmony Market P.U.D. Second Filing Drainage Report & Total Site Preliminary - Revised Drainage Report by RBD Inc. , July 25, 1990) 3 . Third Filing - Steeles Market; proposed for development referenced by this report. The remaining portion of the site is comprised of the area between Builders Square and the proposed Steeles Market and the pad sites. These areas will be developed in subsequent filings. The Steeles site is currently being used for agricultural purposes. The ground surface throughout Harmony Market slopes generally to the southeast at slightly greater than 1%. Two concrete irrigation ditches are located side by side near the north property line and just south of the Harmony Road roadside drainage swale. One of these ditches is used for onsite irrigation. This ditch is being abandoned as part of this development. The other ditch extends southeast under Lemay Avenue and into the Oakridge Area, providing irrigation to the Rule Property. As a part of development of this Filing, the developer has reached an agreement with Dick Rule for abandonment of the channel and the associated water rights. Drainage Criteria The maximum release rate for this property, as stated by City staff, is dictated by downstream restrictions or previous criteria. The maximum release rate for this site, therefore, is dictated by the Healthcare International facility downstream of the site. This development (Oakridge West P.U.D. , First Filing) has a drainage release requirement of 0. 2 cfs/acre as a maximum 100 year release rate. Improvements installed with this development were designed based on this requirement with provisions made to transport 100 1 U U U 111 year historic flows safely through the site. This downstream restriction will require the proposed Harmony Market P.U.D. to detain and release stormwater at a maximum (100 year design storm) 111 release rate of 0.2 cfs/acre. It should be pointed out that downstream improvements, other than those installed with the healthcare facility, have been sized for release rates based on the McClellands Basin Master Plan. Drainage Procedure The historic drainage calculations for this property resulted in the identification of two historic drainage basins (see drainage plan in pocket and calculations in the Appendix) . The first basin drains south adjacent to Lemay Avenue and the second, also drains south, flowing in that direction about 650 ' west of Lemay Avenue. Flows from both of these basins ultimately drain into the McClellands Basin major drainageway. The historic flow pattern is generally the same for this site when fully developed. One exception to this is a small portion of property at the northeast corner of this site. This area when developed, is graded to drain south into the historic basin Hl, instead of north and east as it does currently. The final design for the first three filings of this property and the preliminary design for the remainder of the site results in the creation of 9 basins with seven permanent detention and one temporary detention pond. The calculations for the detention ponds show the pond volume and maximum flow rate necessary to-achieve 0.2 cfs/acre. Table 1 summarizes the results from these calculations. HISTORIC HISTORIC BASIN BASIN (ofs) POND A POND B POND C POND D POND E POND F POND O POND H POND L H1 82 MAXIMUM 100 YR. RELEASE RATE 1.70 1.79 1.50 0.92 2.69 0.43 0.51 0.24 0.15 15.8 37.0 (ae.-ft.) 100 YR. STORM POND --- --- VOLUME 1.75 1.85 1.54 0.95 2.83 0.45 0.52 0.25 0.15 Note: Historic flows are greater than developed flows. Detained flows from developed Basins A, B, C, D and G drain to a p small drainageway approximately 400 feet west of the existing Evangelical Covenant Church. These developed flows discharge through an 18" RCP pipe under Oakridge Drive. This pipe is sized under inlet control as shown in the appendix. Erosion due to these flows is controlled by riprap placed at the pipe invert. The flows then continue in a drainage swale constructed as a part of the First Filing; show on the Drainage Plan; until they eventually reach Rule Drive, as historic flows did. 2 U U III III Sizing of the detention facilities for Ponds "C" and "D" have utilized the advantages of each basin to meet the 0. 2 cfs/acre 100 year release rate for the combined area of Basins A, B, C, and D. III The approach taken during this phase was to utilize the maximum capacity of Pond C without overtopping the emergency overflow spillway. The flow rate out of Basin C, 3 . 03 cfs, was determined from multiple iterations of the mass diagram method. This flow I III rate corresponds to the calculated required storage volume which matches the available detention volume in Pond "C" . III The conveyance piping between Ponds C & D was sized to pass 3 . 03 cfs, with both ponds at their maximum ponding elevations. Even with a higher conveyance rate out of Basin C, Pond D has extra detention capacity, relative to the size of Basins A through D. II! (See calculation in Appendix) . An orifice was then sized for Pond D. The sizing accounted for the III inflow rates from Basins A, B, and C, and the inflow hydrograph from Basin D. To be conservative, no time lag was used on the flows into Pond D from Basins A, B, and C. With the mass diagram method, the required detention volume for Pond D did not reach a III peak value within a three hour storm event. As a check, these four basins were jointly analyzed for a six hour storm event. III The Larimer County Stormwater Management Manual provides precipitation maps which can be used to calculate the rainfall itensities for six hour storms. Multiple iterations of the mass III diagram method were performed until the required detention volume at six hours equaled 3 . 32 acre-feet, which is the available capacity of Pond D at water surface elevation 90.5. The outflow rate which resulted in the target detention volume was 2 .75 cfs, 1 III which is less than half of the maximum allowable release for the tributary area. The orifice for Pond D was then sized based on this outflow rate. IIIBasin B, First Filing, was re-analyzed to include the flows from Basins A and B in the outflow from Pond B. With the use of the mass diagram method, a slightly higher release rate from Pond B was III required to avoid exceedance of the available detention volume in Pond B. The excess capacity in Pond D fully compensates for the higher release rate from Pond B. The orifice plate in Pond B was IIIalso resized to account for the backwater effect in Pond D. Once the detained water leaves Pond D, it will drain into Pond G. Basin G, however, is undeveloped at this time. A small temporary 5 detention pond will be built in Basin G. This temporary pond has been designed with the same, criteria as the upstream ponds, i.e. , the use of a six hour storm event in the mass diagram. The 1 III temporary pond has been designed to detain to water surface elevation 89 . 0, which allows one foot of freeboard. This provides a safeguard against inadvertant grading changes due to the temporary nature of this detention pond. The temporary III 3 I configuration of Pond G will not detain for the entire basin, but only for its own area. Most of Basin G will remain in historic conditions until it is developed. For these reasons, it is 110 unnecessary to provide an orifice for Pond G until Basin G develops. When Basin G is developed, an orifice and manhole can be added at the outlet to Pond G. As a part of this report, the final Ill detention requirements for the developed state of Basin G was also analyzed. The piping under Oakridge Drive was sized based on the 100 year 111 release rate for Basins A through D and G. Developed flows from Basins E, F and L drain to a proposed storm sewer system connected to two existing 21" RCP' s that extend under Oakridge Drive near Lemay Avenue. The flows then continue to a large drainage swale, east of the Evangelical Covenant Church, as historic flows did. This drainage swale is designed to accept 30. 2 cfs based on the Storm Drainage Report for the Evangelical Covenant Church P.U.D. , Phase 1, by James H. Stewart and Associates, Inc. , March 29, 1985. Basin boundary lines for basins E, F and L and related acreages were adjusted due to final site grading. Detention ponds within basins E and C will individually detain and release flows at a rate of 0. 2 cfs/acre and the future detention pond within basin F will detain and release flows at a rate of 0. 21 cfs/acre. Developed Basin I, which is part of the west half of Lemay Avenue, adjacent to this site, and also the north and south halves of Oakridge Drive just west of Lemay Avenue, drains to design point Il. Due to final site grading, 0. 39 Ac of internal drives are proposed to drain onto Lemay Avenue and Oakridge Drive. This will increase the impervious area of basin I from 2 . 48 ac. to 2 . 87 ac. At design point I1 the flows enter two existing 4 foot sump inlets. The flows drain undetained to the point because of the difficulty of detaining these flows on site. Future development south of the site shall provide for the detention of flows from the south half of Oakridge Drive. A check was made of the existing inlet capacities at design point Il, during a 10 year developed storm. The capacity of these inlets was found to be adequate. A check was also made of the existing downstream drainage facilities along Lemay Avenue, during a 100 year developed storm. The combined discharge from basins E,F,L,I plus discharge from the Evangelical Church Property and Supertots - Oakridge West Property (located directly south of the church property) was found to be less than the existing downstream culvert capacities. The approach outlined above departs from the drainage criteria specified earlier in that flows from basin I are undetained, but the downstream facilities can accommodate such flows. As previously mentioned, provisions were made for 100 year historic flows in the downstream developments. Based on this understanding the approach taken in handling flows draining to Design Point Il is justified. I 4 I I U Basin F is not proposed to be developed as part of the Harmony Market P.U.D. Third Filing, but the site is proposed to be rough graded at this time. A temporary sedimentation pond is proposed to 111 be graded within this site in accordance with the possible future layout of this site. The junction manhole at Oakridge Drive and Lemay Avenue will provide a storm sewer pipe stubbed out towards 111 the north for the future development of Basin F. It is proposed at this time to provide an erosion control berm north of the junction manhole along with erosion control straw bales around the stubbed out storm sewer pipe end to prevent sediment from leaving the site. 111 A temporary swale is proposed from the stubbed out pipe end to the future detention pond bottom location. A sediment collection barrier of straw bales is proposed along the bottom of the future detention pond to prevent sediment from entering the temporary swale. Offsite historic flows from the portion of Basin H2 west of this site are re-routed to proposed Boardwalk Drive and directed south. The flows then continue south and southeast to eventually reach their original historic drainage pattern. As stated earlier, the twos concrete irrigation ditches near Harmony Road are to be abandoned. The larger (northern) irrigation ditch 111 remained in operation when First Filing was constructed. Ditch flows are currently piped through the First Filing. This ditch carries some storm water from Harmony Road west of Boardwalk Drive. At the intersection of Boardwalk Drive and this ditch, a 27" RCP was installed. This pipe was sized to handle irrigation flows plus storm flows of 13 cfs from Basin J, (see calculations in Appendix) . Basin J, shown on the vicinity map, is the south half of the Harmony Road R.O.W. between Boardwalk Drive and the crossing of the Larimer No. 2 . As part of the abandonment of the water rights to the Rule property; discussed earlier in this text; the 15 inch ADS will be plugged at the manhole east of Boardwalk Drive. Storm flows from Basin J will flow into the 24 inch RCP and be carried in the borrow 111 ditch downstream to the proposed site entrance to Harmony Market P.U.D. Second Filing. Storm flows from Basins J and K will be carried in a 19 inch X 30 inch RCP under the site entrance. Provisions for these flows will be incorporated into development of future filings. CONCLUSIONS 1. The 100 year design storm maximum release rate is 0. 2 cfs/acre, however, Basin I, due to its inability to be detained on site is allowed to drain undetained as long as it's 100 year discharge plus developed basins E, F & L can be conveyed by the downstream facilities. Down stream facilities are adequately designed for 100 year historic flow. 5 U U 111 2 . Drainage facilities for the preliminary portion of this project will be sized during final design. REFEREN 3 . ThirdCES Filing drainage facilities, shown on the plan in the pocket, are based on the final calculations from this report and should be complied with. 1. Final Drainage Report for the Oakridge West P.U.D. , First Filing, by RBD, Inc. Engineering Consultants, July 1987 . 2 . Storm Drainage Report for the Evangelical Covenant Church P.U.D. , Phase I, by James H. Stewart and Associates, Inc. , March 29, 1985. 10! 3 . McClellands Basin Master Plan, by Greenhorn and Omara, Inc. , June 20, 1986. 4 . National Perspectives on Urban Runoff Technologies, by Larry A. Roesner, Ph.D. , P.E. of CDM, this paper is from: Urban Runoff Water Quality Seminar by the American Public Works Association, American Society of Civil Engineers, American Water Resources Association and Urban Drainage and Flood Control District. 5. Storm Drainage Criteria and Construction Standards, by the City of Fort Collins, Colorado, May 1984 . 6. Urban Storm Drainage Criteria Manual, Volume 1, By Wright McLaughlin Engineers, March 1969 . 7. Storm Drainage Report for the Harmony Market P.U.D. - Filing One Final, Total Site Preliminary by RBD, Inc. Engineering Consultants, April 24th, 1989 . 111 8. Harmony Market P.U.D. 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