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HomeMy WebLinkAboutDrainage Reports - 04/12/1995Tinal .Am,pove-nd Report DRAINAGE AND EROSION CONTROL REPORT FOR NEW BELGIUM BREWERY FORT COLLINS, COLORADO DRAINAGE AND EROSION CONTROL REPORT FOR NEW BELGIUM BREWERY FORT COLLINS, COLORADO Prepared for: THE NEENAN COMPANY 2290 East Prospect Fort Collins, CO 80525 Prepared by: Water, Waste & Land, Inc. 2629 Redwing Road, Suite 200 Fort Collins, Colorado 80526 March 30, 1995 WATER WASTE & LAND INC. 2629 Redwing Rd. Suite 200, Fort Collins, Colorado 80526-2879 (303)226-3535 fax (303) 226-6475 March 30, 1995 WWL #94442.200 Mr.Glen D. Schlueter City of Fort Collins Utility Services Stormwater 235 Mathews Fort Collins, Colorado 80522 RE: NEW BELGIUM BREWERY- REVISED FINAL DRAINAGE AND EROSION CONTROL REPORT Dear Mr. Schlueter: Transmitted herewith is a copy of the subject report for your review and approval. All calculations for this report have been made in accordance with criteria established by the City of Fort Collins. If you have any questions or require any modifications please call me. Thank you. Sincerely, WATER, WASTE & LAND, INC. Tom Knostman, P.E. Project Engineer Civil Engineering Division Consulting Engineers and Scientists I 11 DRAINAGE AND EROSION CONTROL REPORT FOR NEW BELGIUM BREWERY FORT COLLINS, COLORADO DEVELOPMENT LOCATION AND DESCRIPTION Location New Belgium Brewery shall be a micro -brewery consisting of a one story structure housing brewing facilities and office space. The facility will have frontage along Linden Street as shown on Figure 1. The site is located at the northeast corner of Linden and Buckingham Streets. Specifically, the site consist of Lot 1 encompassing an area of 3.76 acres which will be subdivided from an existing Parcel 5 of 7.96 acre. A proposed street widening right-of-way exists to the south and west of Parcel 5 consisting of 0.49 acres. The site lies in the northeast quarter of the northwest quarter of Section 12, Township 7 North, Range 69 West, City of Fort Collins, County of Larimer, State of Colorado. Property Description The property the New Belgium Brewery (the Site) will occupy is currently undeveloped. It is presently covered with dry -land grasses and slopes from the northwest to southeast at a gradient of less than 1 percent. Historic drainage from the Site was to the south, southeast to an oxbow meander, which existed around the turn of the century. The oxbow butted to the south side of what is now Buckingham Street and the west side of 1st Street. Drainage from the site was cut off by construction of Buckingham Street in the early 1900s and relocation of the Coy Ditch to the north side of the street. No positive drainage has been established for the property. 11 u East Vlne Drive SITE ❑ P ❑ P? ❑ P �0 Suctlot2,em Street tea`` v a P N o E E LINCOLN AVEWE N� m Ou z � a j North New Belgium Brewery Site Map U � � a :n MULBF.RR} STR°ET ^�" WATER FIGURE 1 Date: FEB 1995 - l NVaSTE NEW BELGIUM TY IBREWING `��7� VICINITY MAP Project: LAND94422 INC.N IDRAINAGE BASIN IDENTIFICATION Descriotion 1 The site is situated in the Old Town Drainage Basin as identified in the Basin Master Plan. Tributary drainage to Parcel 5 consist of approximately 3.9 acres located in the ' East Vine Street P.U.D. (Streets Facilities). This drainage is conveyed to Parcel 5 via a road side ditch on the east side of Linden from the west access to the Street Facilities, and flows southeast to a low spot at the southeast corner of Basin D. The precedent for drainage control in this area was set by the Streets Facilities drainage Plan [1 ]. This plan sets the detention requirement for the property at the difference between the 2-year and 100-year storm events and that the released water shall flow ' to the Poudre River over contiguous property. A copy of the pertinent report pages is included as Attachment A to this report. DRAINAGE DESIGN CRITERIA Regulations The City of Fort Collins Storm Drainage Design Criteria [21 is being used as the basis ' for this report. Development Criteria Constraints ' Neither off site detention nor downstream drainage capacity for the 100-year storm event exist for Basins A through E. Therefore, these properties will have to detain stormwater on site and release at the 2-year historic discharge for the property for storm events up to the 100-year storm event in accordance with the requirements established with the Streets Facilities. Hydrologic Criteria The Rational Method was used to predict the peak and cumulative runoff from the proposed development. The 100-year and 2-year storms events were used as the basis of design of the drainage systems for New Belgium Brewery. Calculations are included in Appendix I. Calculations All calculations for this report have been made in accordance with criteria established by the City of Fort Collins. Variances The 6'curb inlet must be constructed with out the minimum required depth to the outlet invert. This is necessary to maintain the piping as shallow as possible to allow ' the downstream outlet to daylight. Piping will be encased under the south entrance and under Buckingham street to provide adequate strength for H-20 loading. DRAINAGE DESIGN Concept ' Drainage from Basins A through E will drain to Design Points A and B as shown on Figure 2. Drainage from Basins A and B will be detained in Ponds A and B. Ponds A and B will pond and detain the runoff difference between the 2 and 100-year storm events. Releases from Basis A,B,C and E will flow to Design Point C, a 6', sump curb inlet at the sag vertical curve created by the street expansion along the north side of Buckingham Street. From the curb inlet the drainage will flow in a 15" reinforced concrete pipe (RCP) pipe in the north Buckingham Right -Of -Way (ROW) to the manhole at Design Point D. Flows from Basin D when developed, will be collected at Point D. From the manhole, flows will turn south and drain to the existing street ROW west of 1st Street. Flow from the manhole will be conveyed in a 15" RCP to a point approximately 70' south of the manhole where it will daylight to a roadside depression and flow in an easement through the historic river meander to the Poudre River. Lot 1, Basin A: Basin A, consisting of the building, truck dock and future facilities, will drain to Pond A located along the south and east margins of the building. Pond A will be formed by a low berm along its margins and a rise in the truck dock ' entrance from Buckingham. The primary spillway from Pond A will consist of a 6" PVC pipe with the inlet located north of the Coy Ditch and west of the truck dock facility entrance at Point A. The pipe will traverse the west side of the truck dock entrance over the elliptical pipe conveying the Coy Ditch flows and drain into the back of the 6' curb inlet at Design Point C. The emergency spillway for Pond A will be formed by the entrance ramp and allow excess flow to drain to Buckingham Street. Drainage from the northeast portion of Basin A will be conveyed to the primary spillway via overland flows to a concrete pan in the truck ramp, then through a 8" PVC pipe under a forklift ramp extending from the south corner of the building and to the ' spillway in a 2' concrete pan. Drainage from the building and areas southwest of the building will drain to the primary spillway via overland and pan flows as shown on Figure 2. Lot 1 . Basin B: Basin B, consisting of the south and west parking and plaza areas, will drain to Pond B located in the turnaround at the end of the parking area. Pond B will be formed by a berm and the turnaround curbing adjacent to the Coy Ditch. The primary spillway from Pond B will consist of a 4" PVC pipe with the inlet at the low point in the gutter of the turnaround and drain to a sidewalk culvert under the sidewalk ' to the proposed north flowline of Buckingham Street. The emergency spillway for Pond B will be formed by a low area in the berm with excess flows draining down the face of the vegetated berm to the north flow line of Buckingham. Drainage will be conveyed to Point B by overland flow to the parking area and then in the southwest gutter to the primary spillway at the east end of the turnaround. Basin E and Dart of the Streets Facilities: Drainage from Basin E and portions of the Streets Facilities, when developed, will detain the difference between the 2 and 100-year storm events. The released water will be conveyed over Basin A to Point A. 1 I 1 i I I I L \\ �\ THE EAST VINE STREET FACIUTY P.U.D. / _ ----- rtO fII �Y IC61R5 I \ — — — — - ----- —— -` — — _ J r°®`Ri o-pt w� .ias i — — ` — — — — —ice — — BASIN E (,---i�`�__4-- / iLL 1 tt,orr /c At /If BASIN A';; _ \ BASIN: D ^. � 'ii3isiriii i \ / .:£££i : / LOT 1 NEW Aftmal AWVKRr/OFnCES ,mwm nm, an .mm ♦ BASE FLOOD EUEV 497Z50/ i •:si'r"ii5si::'cEiiEi ............ ...................... \ -BASIN B POINT A I I ........... ............ ........... \ \ f \ \ '�`�,`ii::ss::;t:::::::�i;i `liiia ts` �\ \ ♦ '.�� iSiiiii:. �"'=ciiiaii�i' �:�L:...,:r'.iiSr' fii'" /, � \ � --- -- -- — — — — — — MiamiI _ — s.r�,umc... — -- ata,.— sn WATER FIGURE 2 Date: FEB 1994 WASTE DRAINAGE STUDY AND & LAND AND EROSION CONTROL PLAN Project: ruc. 94422200 Linden and Buckingham Streets: Drainage from Linden and Buckingham streets adjacent to Lot 1 will drain either to the proposed 4' sidewalk, curb inlet located in the east flowline of Linden or the proposed 6' sump, curb inlet at the vertical, sag curve in the north flowline of Buckingham Street. Linden Street from the Coy Ditch to the north lot line of Lot 1 will flow to the 4', sump, curb inlet in the flowline. The 6' sump, curb inlet at Design Point C will collect flows from the roadway from the high point at the Coy Ditch to the east lot line of Lot 1. The sump was designed to collect flows in excess of the 100-year storm event. ' Drainage from the curb inlet will be limited by the pipe capacity from the box. Drainage in excess of the 100-year storm event will spill across the crown of Buckingham and drain to the Poudre River via the historic oxbow. Coy Ditch: Construction within the Coy Ditch easement will consist of two culverts to allow access to the parking and truck dock areas. These culverts were designed to convey the maximum flows for the Coy Ditch allotment of 31.5 cfs. The culverts will be approximately 80 and 60 feet of 45" x 29" elliptical RCP under the parking area and truck dock entrance, respectively. The pipe under the parking area will not back up headwater at the design flow and thus will not undermine the performance of the flume approximately 10' upstream of the inlet. The elliptical pipe will back up headwater sufficient to drive the design flow through the pipes on the flat grade. Colorado Department of Highways, class 6 Rip Rap with a granular filter will be place around the inlet to the downstream pipe to protect the banks from erosion. The inverts of the down stream pipe will be set below the existing grade of the channel and allowed to silt in. This is necessary to allow cover and clearance for drainage facilities upstream of the ditch and to provide the maximum opening to pass trash. Off Site Drainage Improvements: Drainage leaving the site will be conveyed to the Poudre River over adjacent properties to an existing 12 inch corrugated aluminum pipe through the levee. Poudre Development LTD owns the property to the south located between 1 st, Buckingham and Linden Streets. The old river oxbow traveled over this ' property prior to its diversion to its current coarse. Drainage flows from the area north of the centerline of Buckingham and west of north -south quarter section line will enter the oxbow and drain along 1 st Street to Buckingham Park. Approximately 950 feet from Point F, the oxbow enters Buckingham Park. The old river channel, at this point has been filled and drainage tends to spread to low lying areas. Off site improvements along to the river will consist mainly of connecting pipe discharges to the oxbow and improving the old channel to the river. A trapezoidal channel will be constructed from the end of the 15" RCP at the corner of 1st and Buckingham Streets to the existing swale approximately 300 feet to the south. From this point flow will travel to the park in the existing channel. Near the park property, three large concrete spoil piles obstruct the drainage path. The obstructions will be ' removed and minor channel grading done to assist flows. These improvements will be done with as little tree removal as possible. Channel improvements downstream from the concrete spoils to the levee will consist of construction of a meandering channel with a wide trapezoidal section. The channel will meander generally along the Park/Poudre Development property boundary to the levee. A 12" corrugated aluminum pipe, buried during levee construction will be located, excavated and extended to the upstream side of the dike. This pipe will serve as the culvert to the river. Drainage Details 1 11 t l easements have been procured along the entire length of the off site improvements to allow drainage to the river. The drainage easements and construction are temporary measures until the downstream properties are developed at which time the upstream discharges shall be incorporated into the design. Support for the following discussion will be found in the calculations in Appendix I and on the drawings furnished with this report. As stated above, the Rational Method was used for drainage estimates. Lot 1, Basins A and B: The site was divided into drainage basins A through E, for analysis purposes. The basins are detailed on Figure 2. The composite runoff coefficients for developed conditions of 0.669 and 0.56 were estimated for Basin A and B, respectively. These values were derived with runoff coefficients of 0.95 for impervious surfaces and 0.25 for pervious surfaces. The area summary table at the beginning of Appendix I provides a breakdown of the types of surface used to estimate the composite runoff coefficients. The Drainage Summary Table provides areas, runoff coefficients, times of concentration, rainfall intensities, and peak flows. The historic 2-year peak runoff from the site was estimated for Basins A and B to establish the allowable discharges from Detention Ponds A and B. Time of concentrations of 37 and 23 minutes were estimated for Basins A and B, respectively, using conventional methods for the City of Fort Collins and Denver Drainage Criteria (21 [3]. Based on these time of concentrations the peak flows for the 2-year storm events are 0.679 and 0.352 cubic feet per second (cfs), respectively. The required capacity for Detention Ponds A and B were established based on a mass balance for each pond using the post -development runoff coefficients for Basins A and B with the 100-year storm event and the actual release rates for each basin as detailed in the paragraphs below. Tabular representations of the mass balances are presented in Appendix I. Based on these estimates the maximum storage required in Detention Pond A and Pond B is 18,400 and 5,600 cubic feet, respectively. The storage volume provided in ponds A and B is 21,000 and 6,000 cubic feet, respectively. The hydraulics of the primary spillway for Pond A was evaluated using the Hazen - Williams equation with the pond at full stage and a tailwater level in the curb inlet box at the gutter flowline. Under these conditions (anticipated during large storm events) the peak release flow from the 6" PVC pipe will be approximately 2.0 cfs which is slightly less than the allowable release rate of 2.32 cfs from Basins A, E and the tributary portion of the Streets Facility. The hydraulics of the primary spillway for Pond B was evaluated assuming the maximum head water at the emergency spillway and 6" of water in the gutter representing the tailwater level. Under maximum head the flow through the pipe will be approximately 0.42 cfs which slightly exceeds the allowable release rate of 0.35 cfs and will decrease with time as the head falls off. Basin C: The 10-year and 100-year storm event from Basin C was estimated at the 6' sump curb inlet in the north flowline of Buckingham. An area of approximately 0.442 acres with a runoff coefficient of 0.95 and times of concentration of 10 and 5 minutes was used to estimate the peak flow of 1.85 and 3.978 cfs, respectively. The curb inlet will be capable of collecting approximately 6.0 cfs. The depth of flow for the 10-year event in the flowline of Buckingham street at the minimum longitudinal grade will be 0.32 ft leaving a lane open for emergency traffic. Basin E and the East Vine Streets Facility: The upstream area tributary to Basin A and Pond A consist of Basin E and a portion of the Streets Facility as shown on Figure 2. The historic 2-year, peak flow from Basin E of 0.495 cfs was modeled with a ' runoff-C 0.2 and a time of concentration of 29 minutes. The historic, 2-year, release from the Streets Facility of 1.6 cfs as detailed by RBD, was divided between Basins A and F based on a ratio of the north line of Basin A to the length from centerline of ' Linden Street to the east basin Line of Basin D. The 2-year flow to Basin A based on this ratio is 1.143 cfs, and the total off -site flow to Basin A is 1.638 cfs. This increases the allowable release rate from Basin A to 2.31 cfs. ' Basin D and the East Vine Streets Facility: Discharges from Basin D were estimated to allow for sizing of downstream facilities to the river. Basin D was model to detain the difference between the 2 and 100-year storm event and discharge at Point D. A runoff coefficient of 0.2 and a time of concentration of 47 minutes was used to estimate the 2-year historic peak flow of 0.386 cfs. The balance of the flows from the Streets Facility not taken into Basin A (0.457 cfs) will be passed through Basin D to ' Point D. This increases the discharge at Point D to 0.843 cfs. Downstream Discharges: The total downstream discharge from the properties north of the centerline of Buckingham Street, west of the north -south quarter section line and east of the centerline of Linden Street during the 100-year event is estimated to be 7.25 cfs and is composed of the following. I 1 L DESIGN POINT BASIN OR AREA 100 YR DISCHARGE (CFS) A A, E and Street Facilities 2.01 B B 0.42 C C 3.98 D D and Street Facilities 0.843 C A,B,C,E and Streets Fac. 6.41 F A - E and Street Fac. 7.25 The maximum discharge for the 100-year storm from Basins A,B,C and E and the Streets Facilities will be 6.41 cfs at Point C. Discharge to the 15" RCP from the curb inlet at Point C will be under surcharge conditions. The Headwater level was set at the maximum sump ponding at Point A for the 100-year storm event equal to 6". The I I 1 tailwater level was set at the top of the outlet pipe in the west ROW of 1st street. The ROW extends 20' west of the quarter section line with only 12' paved. The pipe ' will extend approximately 70' south of the manhole to a point where it can be daylighted by minor excavation along the ROW. The pipe was modeled using Hazen - Williams equation with a friction coefficient of 135 and total length of 270 feet. With these conditions the full flow capacity of the pipe will be 6.77 cfs. Flow velocities in ' the 15" pipes will be greater than 2.0 feet per second for the Minor storm event. The peak flow from Basins A through E of 7.25 cfs in the trapezoidal channel from Point F to the existing swale will have a maximum depth of 0.82 feet with the appropriate freeboard for the peak plus 33 percent. Downstream Channel Design at the Levee: A temporary channel\ponding area shall be constructed across the park property to allow drainage to reach the pipe through the levee. The existing 12 inch corrugated aluminum pipe at the levee was apparently ' buried during the levee raise on 1982. This pipe will be located, excavated and extended to the upstream side of the levee. The slope of the pipe is unknown at this time and is estimated to be 0.5 percent. The final length of the pipe is estimated to ' be 106 feet. The pipe was modeled with a Hazen -Williams coefficient of 115 and a head depth of 1.0 foot assuming no tailwater. The outlet invert of the existing pipe is approximately 8.0 feet above the channel bottom. With these conditions the pipe ' discharge will be 4.12 cfs and increases to 5.7 cfs with a depth of 2.0 feet above the inlet invert. A mass balance of the inflows and outflow to the pipe during the 100- year storm event indicates a maximum ponding of 2,280 cubic feet is required. The mass balance includes added flows from a 0.17 acre proposed parking area for Buckingham Park. The mass balance assumes a variable rate of discharge Basin C and the Park expansion and a constant flow over the 3 hour period for detained areas. The proposed construction is detailed in Attachment B to this report. Assuming a 1.0 foot depth in the channel the ponding area will be within 380 of channel section and will not leave the easement. I 1 1 1 L 1 1 Li Cl I I I I I WIND AND RAINFALL EROSION EVALUATION Site Soils The Larimer County, Soil Conservation Service Soils Report identifies the soils as belonging to the Caruso Clay Loam which is described as having slight rainfall erodibility. The rainfall erosion season as detailed in the City of Fort Collins, Erosion Control Reference Manual [2) (the Manual) is between May 1 and October 31. The natural drainage of the site is from the northwest to southeast where runoff is ponded north of the Coy Ditch. A mixture of dryland grass cover currently provides an estimated 70 percent cover over the entire site. The Manual details the site as having low to moderate wind erodibility characteristics. The Manual states the predominant wind direction is from the west-northwest in this area. The wind erosion season as detailed in the Manual is between November 1 st and May 31 st. Construction at the Site is estimated to begin in mid -March 1995 and continue through August of 1995, with the majority of the structural and grading work completed by July of 1995. This schedule places the project within the wind and rain erosion seasons. Performance Standard The estimated "During Construction" and "After Construction" Performance Standard for the New Belgium Brewery are 75.5 and 89.3 percent, respectively. For the purpose of estimating the site's Performance Standard the entire site was broken into two separate basin areas based on the final development contours. The basins, as shown on Figure 2 consist of: • 2.48 acre Basin A, located south and east of the buildings and draining generally south to Detention Pond A, and • 1 .04 acre Basin B, located west and southwest of the buildings draining to the ' south to Detention Pond B. The Performance Standard for the site was estimated using the methods detailed in the Manual and the estimated, average slope length and slope for each basin. Flow lengths and slopes developed for calculation of the "During Construction" Performance Standard are presented on Standard Form A in Appendix ll. The Performance Standard was taken from Table 5.1 of the Manual. The "After Construction" Performance Standard is calculated by dividing the "During Construction" Performance Standard by 0.85. 1 I ' Practice Factor Measures Sediment control practice measures for the New Belgium Brewery development will ' consist of the construction of a silt fence. The location and the silt fence is shown on Figure 2. ' Practice factor measures for the site after construction will be dismantled and thus a weighted P - Factor of 1.0 was used to calculate the effectiveness. The calculations for the weighted P - Factor for areas contributing to the ponds A and B for both during ' and after construction cases are presented on Standard Form B in Appendix II. Cover Factor Measures Cover factor measures for the site during construction will consist of the building and ' the parking areas. The building and paved areas were assigned a C - Factor value of 0.01. The soil stockpile area will be located along the northeast property line for Lot 1. Cover factor measures for the site after construction is completed will consist of implementation of the landscaping plan which calls for establishment of grass cover ' of at least 60 percent over the disturbed, non -landscaped areas of the site. Grass will be established with the use of hay or straw mulch applied and secured at a rate of 2 tons per acre. The mulched and revegetated areas were assigned C - Factor values of ' 0.06 as selected from Table 5.2 and Figure 5.1. Cover factor values for the paved areas and the undisturbed grassed areas were not changed from during construction conditions. The calculations for the weighted C - Factor for areas contributing to the Pond A and B for both during and after construction are presented on Standard Form B in Appendix II. "During Construction" Effectiveness Evaluation The Net Effectiveness for the erosion control measures at the site during construction ' was calculated as 75.8 percent and exceeds the "During Construction" Performance Standard value of 75.5 percent. The Net Effectiveness was calculated using basin effectiveness values of 78.2 and 70.0 percent for basins A and B, respectively. Calculations of the basin effectiveness value and the Net Effectiveness for the site are presented on Standard Form B in Appendix II. "After Construction" Effectiveness Evaluation The Net Effectiveness for the erosion control measures at the site after construction was calculated as 96.6 percent and exceeds the "After Construction" Performance Standard value of 89.3 percent. The Net Effectiveness was calculated using basin effectiveness values of 96.8 and 96.0 percent for basin A and B, respectively. Calculations of the basin effectiveness value and the Net Effectiveness for the site are presented on Standard Form B in Appendix II. ' WIND EROSION ANALYSIS The surface soils at the New Belgium Brewery site are rated as low to moderately wind erodible. Construction at the site will occur during the end of the windy season of November to May and the site does not fall under any of the exclusions available in the Manual. Construction disturbance at the site as detailed above will occur across the entire site. The limited size of the construction area and the necessary access in this area will restrict the available area for placement of a wind barrier. For this reason the wind erosion features to be constructed at the site will consist primarily of natural features at the site, water erosion controls and the features to be constructed. The wind erosion control measures which will be implemented during construction will include the items listed below and are located on Figure 2. '0 The Coy Ditch along the southwest margin of Lot 1. • The silt fence along the entire south and east margin of Lot 1. • The proposed soil stockpile to be located on in the northeast corner of Lot 1. ' • The stormwater detention pond berms along the north of Lot 1. ' The walls and structural fill of the building. • The paved parking and walk areas. • The proposed vertical curbing along the south and west sides of the Site. Wind erosion control measures which will be implemented after construction will ' consist of mulching and seeding the disturbed areas. Hay or straw mulch will be applied and crimped into the soil surface at a rate of 2 tons per acre after seeding of the site. The topsoil stockpile will be removed when the mulch is applied. The ' remainder of the wind erosion control features will remain intact to counter soil loss during vegetative establishment. I I ' INSTALLATION SCHEDULE Construction of New Belgium Brewery is proposed to start in mid -march 1995 and ' continue during the winter with the floors, grading and paving completed by of May 1995. The approximate date of implementation of the erosion control measure during construction are shown on Standard Form C in Appendix II. As shown on Form C the ' silt fence will be constructed prior to overlot grading. Paving of the parking and walk areas is scheduled to begin in May be complete by June. Permanent vegetation will be seeded and mulched during the fall planting season beginning in August prior to the next wind erosion season. The silt fence will be left in place until landscaping is complete and establishment of the permanent grass cover. EROSION CONTROL SECURITY The erosion control security requirement for the New Belgium Brewery site was ' estimated based on the specification of Section 2.0 of the Manual. The cost of the erosion control measures at the site as detailed above were estimated to cost $2,180 with a security requirement of $3,270 The estimated cost to revegetate the disturbed areas with a dryland grass mix according to the city's 1993 mulch and revegetation bid was $2,600 with a security requirement of $3,900. The larger amount is required prior to construction. Both cost estimates are detailed in Appendix II. EROSION MEASURES FOR OFF SITE DRAINAGE IMPROVEMENTS : ' Erosion control measures for the off site drainage improvements were evaluated in accordance with city requirements. The controls consist of the installation of straw bale dikes at regular intervals along channel construction and reseeding and mulching disturbed soils. These improvements are shown on Drawings C-4 and C-12 at the ' back of this report. Construction is anticipated to begin in mid -April and be completed by May. The security required for the improvements is $1,575. Details of the analysis are included as Appendix III to this report. REFERENCES 1. RBD, Inc. Engineering Consultants, Final Drainage. Erosion and Storm water Quality Study East Vine Streets Facility P.U.D., Phase One Final, March 1, 1993, Revised April 26, 1993, Updated June 28, 1993. 2. City of Fort Collins, Colorado, Storm Drainage Design Criteria and Construction Standards, May 1984, Revised January 1991. 3. Denver Regional Council of Governments, Urban Storm Drainage Criteria Manual, Volumes I and II, March, 1969, 6th Printing Vol I September 1978. I 1 APPENDIX I t HYDROLOGY AND HYDRAULIC CALCULATIONS I I I I I Ll 1 I I 11 d I 1] I I I I I I WATER Project: Al ZF-rt Calculated By: -:17�7r— W A S T E Project No.: 4/ 'L?— Checked By: _ & LAND Task: �Y�J2 �Y Date: �2or-r .5 5 A, 3, c- D v F c,&r or FLWOFF CMF CtaV-A-oIL-c. V 0-U ST s,-rti 44rc T &-, y6STearr, TnE b;� 2629 REDWING ROAD SUITE 200 FORT COLLINS. COLORADO 80526 (303) 226-3535 FAX (303) 226-6475 I 1 i 1 1 1 1 1 1 1 1 1_l 1 1 1 1 1 1 WATER Project: 4&-t&Z —L� Calculated By:-,77K� W A S T E Project No.: q7,z Checked By: & LAND Task: Date: E,t-�I a-� T� ���.� r—oz. %4 A4 � _� 2 -�2 hs�-IDMs4L- fur. A�� A l vzu`I T 4 0. 315-4—c s 1 2629 REDWING ROAD SUITE 200 FORT COLLINS. COLORADO 80526 (303) 226-3535 FAX (303) 226-6475 F FIi I 7 L I I 1 1 I 1 I I I 1 1 I 11 WATER Project: 3I5ta?4 Calculated By: STD W A S T E Project No.: 417—Z Checked By: & LAND Task: Date: MC. /14 579�'c�s ��v S 14 pry 5 INC_ 13. 12u.N �rF Cor-_r-� /I 45(t j L 34 'S . J a-1 2 ►� c c Z O� c�Oc7 rz = 0, `i5g �C_ c) C) PT 76 /r03C7` 2629 REDWING ROAD SUITE 200 FORT COLLINS, COLORADO 80526 (303) 226-3535 FAX (303) 226--6475 [1 1 L 04 kr) ' �O .-+ '-+ N .-i CN N o M S o� 00 OD N �10 M m 0 00 G U 00 N 00 O M Cn (M00 V' O 00 lr OHO 0HO H r-: a 'N-+ .may .l\-i N 01 N M l� CT M U H CN O N M Rt �o N 00 't �o 00 M 00 M H O A Nr �O 00 CT CN CT CT cl� m CT CT C% CN 0) aI 0 0 0 0 0 0 0 0 0 0 0 it O o H N O d' C� 00 C% 00 a O� ti N N N N O O o 0 0 0 0 0 0 m aUi O O O CD O O N wl O O O 0 � 00 (` IT 0� N A Cn kr l� A 0 3 O V M 00 l� CT M CN O, W) O H r o H M o M C H M �O O H M U CT vi H CT 1� vi M cV H H H H H M M M M M M M M M M M U H H H H H H H H H H H N fV fV fV (V fV N N fV (V (V Okn O O O O kn O 1- -Rt vi O a x 0 H O N Z N M \O 00 � o M fV H H r4 a=' W o 0 0 0 0 0 0 0 0 0 0 a o c o 0 o c o c c c c Vn 00 F H H N N M d' z O\ ti I 1 I I 1 11 1 C O %O d' l- D\ ON ON 00 00 O M W) M �--i �O N �--i �O d• 00 DO p U 00 ORtrL O M r- d^ N O d �o N to V- kr d^ M Q U �o N 00 It O \0 d' N 00 d' \O U N to l- CD M �n M �--� �O '"� v'� N N M O v) A '-+ N cM in "O t-- 6y O 3 R N N N N N N N N N N N U w d' d ' d' d' d' d' d' d' d' d' It O D as U 0 0 0 0 O O O O O O O O�O 00 N O\ [- M ti� N� W O 1-4 N O% [- N 00 r"�--� � 0 U ON �--� Q\ O\ 4to l- M V'1 N x> 4MM4^4"w)�ocr-r-:'o6 0 '.. O 0 0 0 0 0 0 O O 0 0 O w U w OM O O CD � N vl O O O O 00 r--�o d' O 00 N 7 o A 3 ,� N 00 'n r-- M le M W VI)d' �O O W) ti M t- M O It00 M O l- 0 r 12 �6 vl 4 M C+1 cn N tn tn W) W)VI) W) N N kn N tn y U M M M M M M M M M M M oo0 CD 0000 0 In O o 0 0 V-) O r- d' In C C O .-+ O N Z N M Z 00 4 O o 0 0 0 0 0 0 0 0 0 0 ��c�o�o�o\o\oIo\0�\o U v� Wn Wn Wn v) to Wn vn to to x o 0 0 0 0 0 0 0 0 0 0 tn o �n o �n o �n o ^ o 0 00 F" rN-4 11 I I I u 00 00 1n O � 00 %.O to � Cn It a - N M d, "i, � N V- kr or d� o�q N o � CD ccn O O - N N M C' V� �O Cn H E N OMO 'vim N N N N N N N N N N N V1 h tn kn %n kn vl tn a s o o d o 0 0 0 o d d d c \0 00 N Cn r cM r+ %10 N 110 N to Cl% r- to 00 ti a1 d' to l- M � kn N cM �c CN 1 ti 1 N M k O N 00 vl [� M �t M 00 Vy 0 1D � Wkn "�c M O -.t 00 M O [-- d vi 4 M ri vi c-i 14 14 .4 6 Wn to xn to in VI) kn Vn to in W� u M M M M M M M M M M M a 0 0 0 0 0 0 0 0 0 0 0 a� o 0 0 0 0 0 0 0 0 0 0 0 U W)W)W)kainW)knkokotnin v� �n �n kn in W) kn kn kn tn in � ,�; ccccoccccco 00 nkn r-+ �-r N N end' �O C� .N-i 1 1 1 1 i 1 1 1 1 1 1 Q E-i 3 N � W N in O d* N O ¢ i N' N wQ�O U Q zF Nd kn�r0000 wzW °`�okn°` ww 4,C:\0 U >z> > ��o�o00 W 0o v t- F dr cf� O 0 U O WU Q E"' N ON 1I�r r- M W W Q,avWn00 rr 00 v Wn M O�w rio�Ile 0o U Q U O oz O 14") O\ O V) O M � � M \O T N w rA N v'i N a [� r~ N N M Q .a 00 O to O v-) r- O F" w C� O O 14 r, f V .l t v w � z w W tt N O Qa�aU ¢]O U Q ��° wzw a U � O ¢z> w N IlO U a O U W ¢ Q E- w w 00 Ilzr a rn N � z � Q �/ O O O v M Wn O kn F" [� .-+ .� N fV kr) Ir) W) If) zwv z I 1 I 1 I u 1 i I I �J 1 I 1 1 C1 U N N M M 3 c = N c � y U Q Q U to M N _ ti ci a 7 3 J 00 lr Q Ln 70 c. o: 11 I 11 1J I I I I I I I I I I I WATER Project: bk,) BIFcL151.-5 Calculated By: W A S T E Project No.: y 7 Checked By: & LAND Task: Date: Z INC. =H C) Tic, �`�-• ��c.��— = lac �,S C� � '�- � � yz�� �-t�5 T5 5 �Ni� � �cTB� 7�1'�►J � � S�3 nn 2629 REDWING ROAD SUITE 200 FORT COLLINS. COLORADO 80526 (303) 226-3535 FAX (302) 226-6475 Pressure Pipe Analysis & Design Circular Pipe Worksheet Name: PRIM SPILL POND B Comment: 4" PVC PRIMARY SPILLWAY POND B Solve For Discharge Given Input Data: Elevation @ 1..... 52.30 ft Pressure @ 1...... 14.00 psi Elevation @ 2..... 51.50 ft Pressure @ 2...... 14.00 psi Diameter.......... 4.00 in Length... ........ 37.00 ft Hazen -Williams C.. 140.00 Computed Results: Discharge......... 190.51 (� gpm 2 L4-4 �S Velocity.......... 4.86 fps Headloss.......... 0.80 ft Energy Grade @ 1.. 84.97 ft Energy Grade @ 2.. 84.17 ft Friction Slope.... 21.622 ft/1000 ft Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 I I 1 I G 1 1 1 1 1 1 WATER Project: /0� Calculated By: vv W A S T E Project No.: Checked By: & LAND Task: Date: r '7T7:-� Z-;3� �AJXI�M iq I .� ��F "•c�T �c�c,J 5 CJ1� i� /- Low D(A't= �)VLX774 ED- J TZ:A-5 s LET 2 �s Ti45C, Z - 4j�5rorzr. T���04� (l2� -E-54':�rq A 1/3 — �G = Z9 , I Lee, Qz-Y� u 5 ac)Lol 5'/H2) �� F-Y C� E, VLx4E SMzi5�77, - uttE:— reS"L777�1T��? Gr1A2/lr� �i� (,LC�f 10, f6VN-A>-p'kJ'N L GA')/6'p7() 1 2629 REDWING ROAD SUITE 200 FORT COLLINS, COLORADO 80526 (303) 226-3535 FAX (303) 226-6475 I I I 1 I I 1 1 1 I 1 I I I I I WATER Project: jZ: L 7ZU Calculated By:Vw WASTE Project Na.: 7 Checked By: _ & LAND Task: Date: INl'. pf ?Ar�a�xJ F,-- _ 0, �4 c T TA-L. -P.r,pv `ni2 C� 7✓L L �qTH = 37 1 2629 REDWING ROAD SUITE 200 FORT COLLINS. COLORADO 80525 (303) 226-3535 FAX (303) 226-6475 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 WATER Project: l Calculated By: 1'47-V W A S T E Project No.: yZz Checked By: LAND Task: Date: _ / /;ny7C s- C (0,S)�3 /C = rh/j✓ /10u/ 7;r Z95/1'v p 7ZO�,,- 4ZYA 6 Acirs) ( /, / /"/�,) (0, 2) o. 3 3C0 cis 2-XZ Z — �2 NzS7-ozze jfc- QZ_ ►6 - 0.3 PCB ZbZU ntuwlnc HUAU SUITE 200 FORT COLLINS. COLORADO 80526 (303) 226-3535 FAX (303) 226-641-5 I 1 1 1 1 1 1 H 1 1 1 J 1 1 WATER Project: /t/jr� R6-142r�___r� Calculated By: W A S T E Project No.: 412ZL Checked By: & LAND Task: Date: rip I NC. F`T`Gc M✓}T`F, 7'�+i: E- �✓ � �TPE, � 5pr,(- v FY Y- t,Ja4. T-r,- r� s, A -A -�T-��I ►�"�" 32� � � '.lam � C.� t� /r 5 , �L"�T✓V V- 2 l( Z. 34, 2629 REDWING ROAD SUITE 200 FORT COLLINS, COLORADO 80526 (303) 226-3535 FAX (303) 226-6475 133J NI NOILYA3l3 0 F W J Z m d' D U � F OW F Ip W 7 O W Z X co U a, :3 to iA W Ln a 7 • } x a to � m M ? ? 7 w W 1333 NI NOLLYA313 00 Y Q) 7 1 i Pressure Pipe Analysis & Design Circular Pipe Worksheet Name: POND A PRIM. SPILL Comment: PRIMARY SPILLWAY FOR POND A, MAX. HEAD COND. Solve For Discharge Given Input Data: Elevation @ 1..... Pressure @ 1...... Elevation @ 2..... Pressure @ 2...... Diameter.......... Length.. ........ Hazen -Williams C.. Computed Results: Discharge......... Velocity.......... Headloss.......... Energy Grade @ 1.. Energy Grade @ 2.. Friction Slope.... 51.75 ft f IA-< 14.00 psi 50.00 ft �uLv�T..1c� if A�j r�AJ`J 14.00 psi 6.00 in 37.00 ft 150.00 f%✓C. !� 904.86 gpm ti Z .O 1 C�5 10.27 fps 1.75 ft 85.69 ft 83.94 ft 47.297 ft/1000 ft ' Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 11 11 1 1 11 1 1 1 1 1 1 1 1 1 Pressure Pipe Analysis & Design Circular Pipe Worksheet Name: POND A PRIM. SPILL Comment: PRIMARY SPILLWAY FOR POND A, MAX. HEAD COND. Solve For Discharge Given Input Data: Elevation @ 1..... 51.75 ft Pressure @ 1...... Elevation @ 2..... 50.0 50.50 psi ft -- �� 12a M'T Pressure @ 2...... 14.00 psi Diameter.......... 6.00 in Length............ 37.00 ft Hazen -Williams C.. 150.00 Computed Results: Discharge......... Velocity.......... Headloss.......... Energy Grade @ 1.. Energy Grade @ 2.. Friction Slope.... 754.53 gpm ti �, (}g e� 8.56 fps 1.25 ft 85.19 ft 83.94 ft 33.784 ft/1000 ft 1 Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 H 1 1 11 11 1 I I I I 1 1 11 I I WATER Project: yEw /--D Ey�Ltl-1 Calculated By: % W A S T E Project No.: Checked By: Si LAND Task: Date: Ce 114E- �- �►,►T � .�•z- ,.,��, art � �� C Fuzuj —,r-,.j � ��r� 1-'l utir 1�07 T�j C�-cue ✓ �jus LoA-✓E 1 La Q r- p�NZF DibT-= 351 Apr- 2:4% `` vLI4 1' �•�17C3S/Yz 5!J 5 LA 7) Tq LEF i%� 1— •-- .. iIIZ, wLLJ uU OU3ZO WWI !Zb-3535 FAX (303) 226-6475 ' UDINLET: INLET I IYDARULICS AND SIZING - ._._ ....._._. .- -- DCVELO"CD BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER ' SUPPORTED BY METRO DENVER CITIES; COUNTIES AMID UD&< CD USCG(:Water Waste and Land rt Collins CO ...................................... °J DATE 02 -c77 1 I AT TIME 10:54:.77 x PROJECT TITLE: NEW EELGII= ' x x * CURB 01''EN I NG I INLET HYDRAULICS ICS AND SIZING: INLET ID NUMBER: 10 INLET HYDRAULICS: IN A CUMP. ' GIVEN INLET DESIGN INFORMATION: GIVEN CURB OrENING LENGTH (ft)= 6*0X) ' HEIGIIT OF CURD O,r'CNINC (in)= 6.00 INCLINED THROAT A°.CLE (decree)= 0.00 LATERAL WIDTH OF DCPRCSS I0N' (f t) = 2. 00 SUMP DEPTH (f t) = 0.00 ' Note: The sump depth is additional depth to flow depth. ' STREET GEOMETRIES: STREET LONGITUDINAL SLOPE - (J> - STr"EET CROSS SLOPE 0, - STRECT MANINING N = GUTTER DEP RESS I ON (inch) = GUTTER WIDTH (ft) _ ' STREET FLOW HYDRAULICS: WATER 6,r'READ ON STREET CUTTER FLOW DEPTH (ft) = (ft) FLOG VELOCITY ON STRECT (fps)= FLOW CROSS SECTION AREA (sq ft)= GRATE CLOGGING FACTOR ('f.)= CURB 07'"N'NING CLCCGING FACTOR(%)= INLET I NTCRCE,'T I ON CArjAC I TY : 0.40 2.00 0.016 1.50 2.00 9.69 0 ,J,�E:FS \A I*,-) 1.06 cat, Vl-Ti�2� 50. 00 10.00 IDEAL INTERCE-PTICN CA^ACITY (cfs)= , ^-7 E:Y FAA HEC- 12 MCTHOD: DESIGN BLOW (c F s) = 1.35 FLOW INTERCEPTED (cfs)= 1.85 CA2RY--OVER FLOW (Cfs)= 0.00 BY DENVER UDFCD METIIOD: DESIGN FLOW (cfs)= 1.35 FLOW INTCRCEr'TED (cfs)= 1.35 CARRY OVER FLOW (cfs)= 0.00 11 I 1 1 i 1 1 i 1 1 1 E 1 1 1 1 1 1 WATER Project: /L _ Calculated By:--/ / � v/ W A S T E Project No.: yzZ Checked By: & LAND Task: ���T) Date: f rzzA--= O.ggz, 4c RR NO;7p 6,c C�QcsQucoarzQ t 1L&" o 5, 0 w,-- ILovj �tm.( C , ) oo- y2 37o eH oo CA Baru T_&.c 67LO rEZ t I��ru �, O ' = L C��.c�r�= �• S �� 11 bQ Zo qo I-o�e_ 5. 6' C-.q_-bZ.,LJC7/ ) 1 2629 REDWING ROAD SUITE 200 FORT COLLINS, COLORADO 80526 (303) 226-3535 FAX (303) 226-6475 "^'"'LET: INLET HYDA ' LICS AND SIZING . 7 V DCVCLOF'ED I1Y DR. J AMES CUO. CIVIL EP.G DEPT. U OF CCLO^ADO AT DENVER SUrrORTED DY METRO DCNVER CITIES/COUN'TIEC AND UD&-CD iiSCT-,'-Water Waste and Land -Ft Collins CO ...................................... N DATE 02 07 -1?95 AT TIME 1<z:51: 41 xx PROJECT TITLE: NEW BELCIUM ' xxx CURD OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 10 INLET HYDRAULICS: IN A LUMP. ' GIVEN INLET DECIGN INFORMATION - GIVEN CURB C�'EN I NG LENGTH. (f t) = 6.00 ' HEIGHT OF CURD OPENINC (in)= 6.00 INCLINED THROAT ANGLE (deoree)= O,co LATERAL WIDTi! OF DEFTiESSION (ft)= 2.00 SUMP DEPTH (f t) = 0.00 I L I Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LOB dC I TUD I NAL SLOPE CM = O. 401 STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 CUTTER DE^RESSICN (inch)= 1.50 CUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER Si'RCAD ON' STREET (f t) = 14. 47 J CUTTER FLOW DEPTH (f t) = 0. 42 - — 100 1 rL FLOW VELOCITY ON STREET (fps)= 2.12 � FLOW CROSS CECTION AREA (sq ft)= 2.37 GRATE CLOCC I NC FACTO^ (/.) = 50. 00 CURB CF'ENN I NG CLOGGING FACTOR ('!. ) = 10. 00 INLET INTERCcr'li N CAPACITY: IDEAL INTERCEPTICN CAPACIT`( (c-fs) = 6. 10 r,� DY FAA HEC--12 METHOD- DECICN FLOW (cfs)= 5.00 FLOW INTERCEPTED (cfs)= 5.00 CARRY- 0f IM' FLO"' (cfs) = 0.01) DY DEN V ER UDFCD METHOD: D!-S I CN FLOW (cf s) = 5. 00 FLOW INTERCE^TED (cfs)= 5.00 CARRY-OVER FLOW (c-f s) = 0. CO i 1 1 1 i 1 i 1 1 I i 1 1 1 1 1 1 1 WATER Project: A -J ELLLTZ:eL'% Calculated By: �7!k-=� W A S T E Project No.: 4ZZ Z Checked By: & LAND Task: Date: ��Zr-7 .�✓FAIT: Z,101 CA 6, L4Z-A 3, > g c—�5 g '?> Tfl 14775 7-�> l�J rz-E, . �'--rz ar gkc- 3 y all0e:C i 2629 REDWING ROAD SUITE 200 FORT COLLINS, COLORADO 80526 (303) 226-3535 FAX (303) 226-6475 I 1 i i 1 1 1 1 1 1 i 1 1 1 1 1 1 1 i WATER Project: L6F(4z2kq Calculated By:'Tf`� W A S T E Project No.: Checked By: & LAND Task: Date: ,)35 �EA�cG '�r�JT'wcv�jtlC�H S r�-`7T�`L DK 2629 REC'NINC ROAD SUITE 200 FORT COLLINS. COLORADO 80526 (303) 226-3535 FAX (302) 226--6475 I Pressure Pipe Analysis & Design Circular Pipe Worksheet Name: 15" RCP PT. A TO B Comment: 15" RCP UNDER PRESSURE FROM PT WC TO SD Solve For Discharge Given Input Data: Elevation @ 1.... Pressure @ 1..... Elevation @ 2.... Pressure @ 2..... Diameter......... Length... ..... Hazen -Williams C. Computed Results: Discharge......... Velocity.......... Headloss.......... Energy Grade @ 1.. Energy Grade @ 2.. Friction Slope.... 1 1 50.50 ft QATE)Tc.V-V 14.00 psi stii—, 49.25 ft 14.00 psi r'k 15.00 in i', T+4ZC_ WIgTQfl� �hJ� 200.00 ft 135.00 3039.29 gpm 5.52 fps 1.25 ft 83.27 ft 82.02 ft 6.250 ft/1000 ft Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 1 I 1 1 1 1 1 1 1 1 1 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: 15" MAN PT.% TO OD G Comment: 15" FROM CURB INLET TO MANHOLE Solve For Actual Depth Given Input Data: Diameter.......... Slope ............. Manning's n....... Discharge......... Computed Results: Depth......... ... Velocity.......... Flow Area......... Critical Depth.... Critical Slope.... Percent Full...... Full Capacity..... QMAX Q.94D........ Froude Number..... . Ft-�Q 1.25 ft z' c) 0.0015 ft/ft 0.013 1S-s .85 cfs SLY 0.80 ft 2.23 fps 0.83 sf 0.54 ft 0.0054 ft/ft 63.98 t 2.50 cfs 2.69 cfs 0.47 (flow is Subcritical) Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 ' Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: Trap Channel from F Comment: Trapezoidal channel Section C-C'at Pt. F ' Solve For Depth ' Given Input Data: Bottom Width..... 2.00 ft Left Side Slope.. 4.00:1 (H:V) Right Side Slope. 4.00:1 (H:V) ' Manning's n...... 0.060 ' Channel Slope.... Discharge........ 0.0030 ft/ft 7.25 cfs ft �pn Computed Results: ' Depth............ 1.11 ft Velocity......... 1.01 fps Flow Area........ 7.18 sf Flow Top Width... 10.90 ft Wetted Perimeter. 11.18 ft Critical Depth... 0.53 ft ' Critical Slope... Froude Number.... 0.0767 ft/ft 0.22 (flow is Subcritical) Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 I 1 Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: Ditch Trap Chan Comment: Trapazoidal Channel flow depth, Sect. 259-rJ L— c.' Solve For Depth Given Input Data: Bottom Width..... Left Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Discharge........ Computed Results: Depth............ Velocity......... Flow Area........ Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 2.00 ft 4.00:1 (H:V) 4.00:1 (H:V) 0.060 0.0030 ft/ft 9.61 cfs , q ►Y3 1.26 ft 1.09 fps 8.86 sf 12.07 ft 12.38 ft 0.61 ft 0.0738 ft/ft 0.22 (flow is Subcritical) Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 I I L6 U.) 0 z cn 0 > w X CL W 0 z :) w On 2 ui 2 I 1 1 1 1 1 1 1 11 1 1 I 1 1 11 1 1 WATER Project:Calculated BY: W A S T E Project No.: yzz— Checked By: & LAND Task: Date: INC. To.S►� E:v/Ak-� i:k-T-E,-T c. CApae�-`l Er, �fq 644L, jy;� ITN e- WAVF-ar�i Cod L"L-v6e-e— V�� o . UV% �1� = Z5 it 4L.F5A qk kAJV�� /7 75 D,0�3 cam` (6,;5 C6, 00w) fit, 1 2629 REDWING ROAD SUITE 200 FORT COLLINS. COLORADO 80526 (303) 226-3535 FAX (302) 226-6475 I I 1 u iJ Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: Coy Ditch Culvert Comment: Size of pipe/s require to carry Coy Flows Solve For Full Flow Diameter Given Input Data: Slope ............. 0.0050 ft/ft Manning's n....... 0.013 Discharge......... 31.50 cfs Computed Results: Full Flow Diameter..... 2.58 ft Full Flow Depth........ 2.58 ft Velocity.......... 6.03 fps Flow Area......... 5.22 sf Critical Depth.... 1.90 ft Critical Slope.... 0.0063 ft/ft Percent Full...... 100.00 t Full Capacity..... 31.50 cfs QMAX @.94D........ 33.88 cfs Froude Number..... FULL Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 1 Trapezoidal Channel Analysis & Design Open Channel - Uniform flow ' Worksheet Name: Coy Ditch Trap Comment: Trapizoidal Channel section with Max. Flow ' Solve For Depth ' Given Input Data: Bottom Width..... 4.00 ft Left Side Slope.. 1.50:1 (H:V) Right Side Slope. 1.50:1 (H:V) Manning's n...... 0.030 Channel Slope.... 0.0007 ft/ft Discharge........ Computed Results: 31.50 cfs Depth............ 2.44 ft Velocity.. 1.69 fps Flow Area........ 18.68 sf Flow Top Width... 11.32 ft ' Wetted Perimeter. 12.79 ft Critical Depth... 1.08 ft ' Critical Slope... Froude Number.... 0.0156 ft/ft FULL u Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 r L I Pressure Pipe Analysis & Design Circular Pipe Worksheet Name: Coy Ditch Elliptical Comment: Elliptical Pipe Under Truck Entrance Solve For Pressure @ 1 Given Input Data: Elevation @ 1..... 47.40 ft Elevation @ 2..... 47.30 ft Pressure @ 2...... 1.12 psi Discharge......... 14137.00 gpm Diameter.......... 30.00 in Length............ 60.00 ft Hazen -Williams C.. 135.00 Computed Results: Pressure @ 1...... 1.17 psi Velocity.......... 6.42 fps Headloss.......... 0.22 ft Energy Grade @ 1.. 50.74 ft Energy Grade @ 2.. 50.52 ft Friction Slope.... 3.681 ft/1000 ft ' Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 L I F �I 1 1 I I I G I I I I I WATER Project: Calculated By: <TFAC %% W A S T E Project No.: �ZZ- Checked By: & LAND Task: Date: ?-�z �L4.e-) ��kx�M.t.ln -ROD Re'a T29QA-0�.D� �A �c V b� < 11 O = 616 �z 2/ Z-8� �t3 t_ 38� T 7�U VVOE: - �,o A= x ac-c—Qs-- �pz)olr,�FZ) z.0'.Z�N 1P7-�\, ' Zbz9 REOWING ROAD SUITE 200 FORT COLLINS. COLORADO 80526 (303) 226-3535 FAX (303) 226-6475 ' Pressure Pipe Analysis & Design Circular Pipe Worksheet Name: Leeve Pipe w/ head Comment: Pipe through levee ' Solve For Discharge ' Given Input Data: Elevation @ 1..... Pressure @ 1...... 43.50 0.43 ft psi 7� .Cif Elevation @ 2..... 43.30 ft ' Pressure @ 2. 0.00 psi Diameter.. ..... 12.00 in Length............ 120.00 ft Hazen -Williams C.. Computed Results: Discharge......... Velocity.. 115.00 1848.93 5.25 gpm fps Headloss.......... 1.19 ft Energy Grade @ 1.. 44.92 ft Energy Grade @ 2.. 43.73 ft ' Friction Slope.... 9.933 ft/1000 ft 1 I I e ' Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 0 L r 1 1 I I 1 I I Pressure Pipe Analysis & Design Circular Pipe Worksheet Name: Leeve Pipe w/ head Comment: Pipe through levee Solve For Discharge Given Input Data: Elevation @ 1..... Pressure @ 1...... Elevation @ 2..... Pressure @ 2...... Diameter.......... Length. ........ Hazen -Williams C.. 43.50 ft 0.87 psi 43.30 ft 0.00 psi 12.00 in 120.00 ft 115.00 Computed Results: Discharge......... 2573.84 gpm 3 Velocity.......... 7.30 fps Headloss.......... 2.20 ft Energy Grade @ 1.. 46.33 ft Energy Grade @ 2.. 44.13 ft Friction Slope.... 18.329 ft/1000 ft Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 1 I 1 I 1 I 1 1 v�WZcilf� ' �Ocn �a.WL1� 1 Grt M '[h lc 00 V1 M \O � M v1 �D 00 rn � � C N o0 N N N O O O 00 a r ti N N N N N v� m ai E �o N 00 � C �o N N N 00 � ON M N� Cn y.v. M l— (M tr 00 rt N et l'- C\ rt � N "T A ,~r �--� N M It�c r- r-i cq C\ r-4 N N Nr N N N N N N N N N N N N Q ili D\ �o %10 O M 7 M OMO C\� a, 'M-4 0000 M\0 M N "t N [z 00 Q\ N N .M-� .In-i M Q '« O C 0 O O O 0 0 C 0 O co y O O O O O O O N Ln 00 I— O O O �o 7 Nol; Ay M ri r4' N c, to l� o..�w \0�0\0"o\0�0"o\0z'D\0 O� W W r+ rl rl rt rl r-i rl rl rl rt ri N 00 00 00 00 00 00 00 00 00 00 00 N (V N (V N N N N N N (V 0.1 CQ o •• V O ~ A ti 00 n 00 N t— Wn o� IRt 00 � w in Cl) to " 00 In O to .--1 00 \C Q FL � v1 4 M M N fV CV r ri G C w �V N N N N N N N N N N N �a*7P. �������� oCD0 C) 0M kn O [— IRt W) C C .--i O N \C N M \C 00 d 0 ,v � � �6 v'i 4 4 M N r4 ri 11 xa V o 0 0 0 0 0 C o C C o V c M to to to kn kn kn to kn Ln kn kn 7 �,ao�o,o�o�a,o�o�o,c�o�c� xccIF CO 0 0 0 0 o d o 0 0 0 .0 LP O V'1 C to O to O O O C DD v r N N cn V IC � 1 11 1 F 1 APPENDIX II RAINFALL AND WIND EROSION CALCULATIONS ' MAIN FACILITY 1 1 I 11 I 1 L 11 i 1 1 1 1 1 1 I 1 1 WATER Project: AA211 r Calculated By:VIM WASTE Project No.: Checked By: & LAND Task: Date: ZZ,Z �� -7- Cow- 7, LI F Ziv A,- COST ZD� 7b 7-A-c._ C6z) -F CST /lb- 1 2629 REDWING ROAD SUITE 200 FORT COLLINS, COLORA00 80526 (303) 226-3535 FAX (303) 226-6475 I I L I I I 1 I 1 1 1 WATER Project: Calculated By:-- /7e W A S T E Project No.: 7 Checked By: & LAND Task: Date: /z zcJ INC. 5-iv52r6t► Co-tiTxzL, T�AeJ Fib l LA�-� 0 - I T, !CIF 1 �v2T 6OLc=„n Ap 1 2629 REDWING ROAD SUITE 200 FORT COLLINS, COLORADO 80526 (303) 226-3535 FAX (303) 226-6475 1 1 1 1 1 1 1 i 1 i 1 1 i 1 1 1 1 1 1 RAINFALL PERFORMANCE STANDARD EVALUATION PROJECT:—, !��� STANDARD FORM A COMPLETED BY: kJ' `R'rrjk)45M 1,aA I iJe . DATE: / Z. DEVELOPED SUBBAqIN ERODIBILITY ZONE Asb (ac) Lsb (ft) Ssb Lb (feet) Sb M PS M .u� Za!) ri V 13 5y,s� 1,044 lzo MARCH 1991 8.14 DESIGN CRITERIA I 1 1 1 1 1 1 1 1 1 1 1 11 1 1 WATER Project: Calculated By: -377� Ift W A S T E Project No.: 4 Checked By: & LAND Task: Date: Z o�7 s�T7` T4,,F—:� �izc a.c)�1ti ( Co zrJL 2FC.�LM�,►.Y 7 ('or'-6rrLu-Tt-cw �5 = st3 ed". L� �z�sr� Ct,►.�T�r�ls81 3 a � ✓ Rc��a� I, yAe— C = D, o AZ�CAS 4r,?r, ��rfr1 2 4e-- 1 2629 REDWING ROAD SUITE 200 FORT COLLINS, COLORADO 80526 (303) 226-3535 FAX (303) 226--6475 'j 1 1 1 1 1 1 1 EFFECTIVENESS CALCULATIONS ----------�--/-_-------------------- �v �+., ----------------------- PROJECT: 'V" &� pT,,,�,� ey � � STANDARD FORM B COMPLETED BY: ��L Dvu2;,-,4j r'o,n}5�r. 7- DATE. / Z Erosion Control C-Factor P-Factor Method Value Value Comment ---------------------------------------------------------- �i_T F64cF- /, C) D , ,5 Q �or, PA/ 0161 l ,b MAJOR BASIN I -------------- PS SUB (%) BASIN r t,.51 A-\ AREA (Ac) Z L4 -------------------------------------------- CALCULATIONS --------------------------------------nn------� Z y �Ac .-F�-DIL C� �at IPA- ---------------------------------------------------------------------- JI/SF-B:1989 I 1 1 1 1 1 11 1( i 1 1 1 F 1 EFFECTIVENESSCALCULATIONS -- ---------------------- ----------------------------- PROJECT: J �%i f` j STANDARD FORM B COMPLETED BY: {JGJL DATE: Erosion Control C-Factor P-Factor Method ---------- Value Value Comment ------------ -------------- ------------- ---------f-' �-- ��✓lam MAJORS PS BASINI (;) SUB BASIN �i AREA (Ac) l . cq -----------------------------------I CALCULATIONS ------ ------- ---------------- ---------------� -----------------------------------,----- HOI/SF-8:1989 i,o)+ A vqnc- foL) D it- -------------------- i 1� i 1 1 i 11 1 1 1�. 1 1 H 1 1 1 t 1 1 EFFECTIVENESS CALCULATIONS --------- ----------------- -- ------------------------------------- PROJECT: }� �Wy , STANDARD FORM B COMPLETED BY: y L_ tTrr�p_ C OvJ T DATE: Erosion Control C-Factor Method Value ---------- ------------------ - --------------------- MAJORPS SUB I AREA BASIN (M) 1BASINI (Ac) -- ------ ----- I ------ i ------------ DI/SF-B 1989 P-Factor Value Comment ---------------- -------- CALCULATIONS -------------------------------------------- �€✓ /< Cis 4_ _' o6 x o, o�it zv �� I I I 1 1( 1 I I i I ---EFFECTIVENESS-CALCULATIONS--- ------- _ ---------------------- PROJECT: ���� STANDARD FORM B COMPLETED BY: ( Aami2 ST DATE: /z Erosion Control C-Factor P-Factor i Method Value Value Comment I ---------------------------------------------------------- It "p4,/ ------------------------ MAJOR I PS I SUB I AREA BASINI (;) IBASIN (Ac) ICALCULATIONS ----- ------ ----- ------ ----- -------- R _ --------------------I Lwr i ✓te a 0-44L4 I 4-(- I foo 3`rd i c ------------ HOI/SF-8:1989 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 WATER Project: ACalculated By: —���- % W A S T E Project No.: LYu Checked By: & LAND Task: Date: 1 Z INC. Z, co D "�47VV�5 1 2629 REDWING ROAD SUITE 200 FORT COLLINS, COLORADO 80526 (303) 226-3535 FAX (303) 226-6475 CONSTRUCTION SEQUENCE PROJECT: 4,1.L7 C L j�it I n �I Ne� STANDARD FORM C ' :QUENCE 1 FOR 19 ONLY COMPLETED BY: (J L DATE: �3 y Indicate by use of a bar line or symbols when erosion control measures will be installed. Major modifications to an approved schedule may require submitting a new schedule for approval by the City Engineer. I I i `1 I YEAR MONTS OVERLOT GRADING WIND EROSION CONTROL Soil Roughening Perimeter Barrier Additional Barriers Vegetative Methods Soil Sealant r Other '—f— ">sTlvZ�j i RAINFALL EROSION CONTROL STRUCTURAL. Sediment Trap/Basin Inlet Filters i Straw Barriers i Silt Fence Barriers Sand Bags Bare Soil Preparation Contour Furrows Terracing Asphalt/Concrete Paving Other I VEGETATIVE: i Permanent Seed Planting i l Mulching/Sealant i Temporary Seed Planting I Sod Installation Nettings/Mats/Blankets Other i I STRUCTURES: INSTALLED BY MAINTAINED BY VEGETATION/MULCHING CONTRACTOR ' DATE SUBMITTED APPROVED BY CITY OF FORT COLLINS ON t ' MARCH 1991 8-16 DESIGN CRITERIA i 1 i i 1 1 1 1 1 1 APPENDIX III 1 RAINFALL AND WIND EROSION CALCULATIONS 1 OFF SITE CONSTRUCTION 1 1 i 1 i i 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 WATER Project: AAA3 ( � Calculated By: �7K IV W A S T E Project No.:Z, 2-60 Checked By: & LAND Task: 6 'YbDate: Z / HE- Norl- • F-/-015T-O^i 6 Al %�0(-- ee.-� 1,42 34 �r'L Tt-1 w rJ S+TLYJtr'( (�DAJ'$VZ c.0 437:6AJ . � tom-( � ✓F��� Cam.; ��,M c� — � � Lv- L,-)/ Cbm5mLAr-zzo,J car - 'Ripe ;E�xTp-^� 5Ma� . A kx-. 1 2629 REDWING ROAD SUITE 200 FORT COLLINS. COLORADO 80526 (303) 226-3535 FAX (303) 226-6475 RAINFALL PERFORMANCE STANDARD EVALUATION I I 1 11 1 PROJECT: �STANDARD FORM A COMPLETED BY: yV (nJ . ��i1� d IU — DATE: Z� DEVELOPED ERODIBILITY Asb Lsb Ssb Lb Sb PS SUBBAgIN ZONE (ac) (ft) M (feet) M M 4r Goa � S E !-- 1 NS 1 1 � • Y tJ� ' MARCH 1991 8.14 DESIGN CRITERIA I 1 1 1 1 1 1� 1 1 1 1 1 1 1 i 1 1 -------------------EFFECTIVENESS-CALCULATIONS '----------------------------- /� PROJECT: Mio $EL-OT�t 1-t STANDARD FORM B COMPLETED BY: O(__ DATE: -/z Erosion Control C-Factor P-Factor Method Value Value Continent ------------------------------------------------; � ---- � - I F. �Z+C ---------------------------------------------7'r�--Llt'€ MAJORI PS I SUB I AREA BASINI (am) BASIN (AC) -CALCULATIONS 00413, 6,F1) DI/SF-B:1989 L= 1--Ac7D rz,, C = D. I y wr 'F6(�a- i J 1 1 1 1 1 1 1 1 1 1 1 1 1 EFFECTIVENESS CALCULATIONS --------------------------------------------------------------------� PROJECT: IVELA.) Fete r STANDARD FORM 8 COMPLETED BY: QL—/� �r DATE: i Erosion Control C-Factor P-Factor Method Value Value Comment ---------------------------------------------------------- ------------------- MAJORS PS SUB BASINS (;) IBASIN AREA (Ac) MINI 0-T —C CALCULATIONS ------------ -:-(I— .D, DS) Oro 0 ----------------------------------------------------------------- )I/SF-8:1989 I I u I 0 u I I I C I I I C I WATER Project: L1;7u BELL. , Calculated By: 4:171'C W A S T E Project Na.: %F ZZ Checked By: & LAND Task: Date: z 7/195 2>A��R.�,fPY,0-4Lol(Dc4. 101y ncuwlrvc I1UAU SUITE 200 FORT COLLINS. COLORADO 80526 (303) 226-3535 FAX (303) 226-6475 I 1 1 1 1 1 1 1 1 T� WATER Project: Calculated By: � W A S T E Project No.: q2-L Checked By: & LAND Task: , Date: Z 1NC SAS w2F,y 10 f '+ cam x $y/ _ �Hc) 2-5 /Pxy,- r5, pe heE zrp-FMBr-0 F-173 Z� 2iE✓ .(� �70,ed 50 A>zCA 1 CC>�7- _ 1 2629 REDWING ROAD SUITE 200 FORT COLLINS. COLORADO 80526 (303) 226-3535 FAX (303) 226-6475 I r-- L I I I I I CONSTRUCTION SEQUENCE PROJECT: Algi,-o Jgej,y/-E7�nn 1 STAND FORM C ',QUZNCE FOR 19 ONLY COMPLETED BY: DATE: 772 Indicate by use of a bar line or symbols when erosion control measures will be installed. Major modifications to an approved schedule may require submitting a now schedule for approval by the City Engineer. /Tn,;)'r- YEAR 7 MONTH kj!�1,71 OVERLOT GRADING WIND EROSION CONTROL Sail Roughening Perimeter Barrier Additional Barriers Vegetative Methods Soil Sealant her RAINFALL EROSION CONTROL STRUCTURAL: Sediment Trap/Basin Inlet Filters Straw Barriers Silt Pence Barriers Sand Sags Bare Sail Preparation Contour Furrows Terracing Asphalt/Concrete Paving Other VEGETATIVE: Permanent Seed Planting Mulching/Sealant Temporary Seed Planting Sod Installation Nettings/Mats/Blankets Other STRUCTURES: INSTALLED BY MAINTAINED BY VEGETATION/MULCHING CONTRACTOR DATE SUBMITTED APPROVED BY CITY OF FORT COLLINS ON IMARCH 1991 8-16 DESIGN CRITERIA I 1 11 I I I I I I I 1 I ATTACHMENT A EAST VINE STREET FACILITY DRAINAGE REPORT I FINAL DRAINAGE, EROSION AND STORM WATER QUALITY STUDY EAST VINE STREETS FACE= P.U.D. PHASE ONE FINAL CITY OF FORT COLLINS March 1, 1993 Revised April 26, 1993 Updated June 28, 1993 Prepared for: Client: Vaught Frye Architects, P.C. 1113 Stoney Hill Drive Fort Collins, Colorado 80525 Owner: City of Fort Collins Streets Department 700 Wood Street Fort Collins, Colorado 80522 Prepared by: RBD, Inc. Engineering Consultants 209 South Meldrum Street Fort Collins, Colorado 80521 (303) 482-5922 RBD Job No. 183-020 II. DRAINAGE BASINS AND -BASINS A. Maior Basin Description No major drainageway exists within the subject site. The East Vine Streets Facility P.U.D. lies within the Dry Creek Basin, per the Dry Creek Drainageway,Planning report by Gingery Associates, Inc, dated January 1980. The East Vine Streets Facility P.U.D. also lies within the Cache La Poudre River floodplain per the Cache La Poudre report by the Corps of Engineers dated October 1973. The majority of the site drains eventually to Dry Creek. On the existing site drainage plan, previously mentioned, the flood plains for the Dry Creek Basin and the Cache La Poudre River are delineated and field elevations indicate that the site does not lie within the 100 year flood plain of either waterway as discussed later within this report. B. Sub -Basin Description Historic drainage patterns for 28.9 acres of the site are easterly across the site towards 9th Street. Once storm water runoff reaches 9th Street, the runoff is collected in a roadside ditch and directed southerly and then easterly to eventually reach Dry Creek. Approximately 3.9 acres of the site drains Linden Street, the runoff travels along the shoulder of Linden Street and eventuall�eaches the Cache !A Poudre River unless. it is -intercepted .hy-the_ existing irrigation lateral. Two small off -site areas totalling 1.25 acres currently drain onto the subject site along the northern property line. These two small off -site areas are the Burlington Northern Railroad fill areas for the tracks. The off -site flows meander along the northern property line and eventually reach the roadside ditch along 9th Street. III. DRAINAGE DESIGN CRITERIA A. Regulations The City of Fort Collins Storm Drainage Design Criteria is being used for the subject site. B. Development Criteria Reference and Constraint The subject site is in the Dry Creek Basin. The Dry Creek Master Plan does not require on -site detention. However, the City of Fort Collins Stormwater Utility requires that the developer analyze and improve, if necessary, the drainage system from this site downstream to Dry Creek to adequately carry `a "r _ the 100 year developed storm water runoff. If the downstream system is not adequate, then on -site detention will be required. Per the City Stormwater Utility, if an on -site detention system is used, the release rate from the detention pond must be limited to the 2 year historic event during the 100 year developed runoff event. Use of a higher release rate must consider downstream limitations and an off -site analysis must be performed from the subject site to Dry Creek to verify the capacity of the off - site hydraulic structures. Since on -site detention is being provided within Tract A, on the east side of the Streets Facility property, no downstream improvements will be made. The release rate from Detention Pond No.1 is limited to the 2 year historic event. Detention Pond No.1 releases into the roadside ditch on the west side of 9th Street. Downstream of this release point is an existing 15" culvert under Buckingham Street at 9th Street. This 15" culvert cannot pass the 2 year historic event from the site without overtopping the intersection. This will be discussed further in Section IV. In addition to the development in Lot 1, Lot 3 is also proposed for development, for the construction of a water filling station, called a Waterman. This site presently drains toward an existing roadside ditch on the east side of Linden Street. The release rate from the on -site detention pond must again be limited to the 2 year historic event during the 100 year developed runoff event. Use of a higher release rate would have necessitated consideration of downstream limitations as runoff flows toward the Cache La. Poudre River. The City of Fort Collins Stormw_ater Utility has indicated that the conditions. of the subject site as of May 16, 1991 can be used for ci the historic °C' value. C. Hvdroloeical Criteria The rational method was used to determine runoff peak flows from the site. The 2, 10 and 100 year rainfall criteria, which was obtained from the City of Fort Collins, is the criteria which was utilized. This criteria is included in the Appendix. D. Hvdraulic Criteria All calculations within this report have been prepared in accordance with the City of Fort Collins Storm Drainage Criteria. 3 11 I addition on the south and the future covered parking, the flow depth is about 1 inch. Within the road section, 50 feet east of Design Point E, the flow depth at the north flowline is about 6 inches. Farther east and closer to the curb inlet, the ponding depth may exceed 6 inches. Even though these locations are on private property, we could liken these travel lanes to a local street. tThe �e encroachment Stor�meements for a vent. Even local street limit the ponding though the storm drain system is designed for the two year the encroachment ponding depths resulting from the 10 year event almost satisfy tenance requirements for the minor storm event. Since no regular main rations operations or equipment storage will occur in the travel lane areas, op should be capable of continuing without significant hindrance. Therefore, the use of the 2 year event as the minor storm does not adversely impact the use of the facility. Storm Drain System The storm drain system was designed to collect the two year storm water runoff from sub -basins A through G and then transport this runoff easterly two trench toward Water Quality Pond A Through orem Water area i �s collected and drains, and a 5' Type R inlet, the 2 y ortion of the 2 year runoff transported to Water Quality Pond A A small p from the east parking lot bypasses the curb inlet at Design Point F, since the hydraulic grade line is 0.47 feet higher than runoff � be conveyee at the d t Water e R inlet. While the storm drain pipe is full, the 2 Y of theparking lotto Quality Pond A by the road system, due to the proximity the pond. Storm water quality ponds are discussed later within this study - Sub -basin H lies primarily within Lot 2 of the platted property. Other than the installation of a waterline to serve Lot 1, no improvements are being made in Lot 2. Storm water runoff from sub -basin along presently e north property east across the existing pavement or in a grass line of the subject site. o Rd Off from u�ri Pin B. � continue to drain easterly toward proposed Storm events in Basin 1 larger than the 2 year storm event arears water ways easesied terly be t or transported overland via either concrete, asphalt, to the water quality and detention ponds. Calculations -within the appendix indicate that storm water runoff from the 100 year storm can be conveyed easterly within Basin 1 to the storm water detention ponds. Only the developed drainage for Basin 1 has been fully addressed at this time, projecte phase thn the new Streets as Basin 1 is currently planned a developedsub basinsA and B was Facility. A storm drain system 2 asins C through designed concurrently with the storm drain system or G. At this time, however, only the storm drain system in sub -basins C through• G will be constructed - Detention For Basin 1, the on -site storm water detention systewithin 0Tyear developed sized to release at the 2 year historic rate during evaluated. runoff event, since downstream off site hydraulicshydraulics areeevalunot ated no farther For this study, the downstream than the existing 15" culvert under Buckingham Street at 9th Street.from The 15" this site culvert at this location cannot Pass the 2 on. For this ear historic eve a designed the without overtopping the intersect to the 100 year storm water detention pond within Basin 1 to detain up pf developed runoff and release all flows at not more than the 2 year historic toric release rate, release rate. By releasing all storm events at the 2 year properties will be improved fr m what ® the impact to the downstream existing P P currently exists for storm events greater than the 2 year storm. Ninth Street Ditch The Street Department personnel have requested that the roadside ditch along the west side of Ninth Street be re -graded, to provide for easier maintenance of the ditch. For the sake of the pavement structure, a ditch will be maintained, though not as deep as the present ditch. The ditch starts at the northeast comer of the Streets Facility site. Since the ditch serves such a small area on the east side of the site, re -grading the ditch and reducing its capacity will not have any adverse impacts on the drainage patterns. Some people have mentioned that there are area inlets and pipes which drain into this ditch. These inlets and pipes are located south of San Cristo Street. Although the pipes do drain into this ditch, they outlet farther south of the section of the ditch slated for re -grading. Waterman Site t comer of Basin 2, i.e. the Waterman site in Lot 3, has Only the southwes been evaluated in this study for runoff and detention. For the _Waterman site, the on -site storm water detention system has been sized to release at the 2 y�ar__historic rate_.. during _.the. 100 _ year develo ed runoff event_ since._ downstream off -site h draulics were not fully evaluated Judging from present _ field conditions, once stormwater leaves the site, it travels south for a short distance and then ponds at the ofence lateral, then south water is present, it until this lateral empt es travel the east via an irrigation into thea o roadside ditch on the north side of Bucldngham Street. From there the water follows roadside ditches toward the intersection of Third and Lincoln Streets, and thence east via ditches alongside Lincoln, eventually WO YEAR FLOOO FLAW At. :41 � / .--,�?.. �_ � ter. / •. .. .. : ,; 0000-ft:0 0.9 AIC. 3.0 A CS" Quo Cf,7 I �00-� �0- ufS OOD t., r- 100 I I 11 I I 1 1 1 d I ATTACHMENT B BUCKINGHAM PARK DRAINAGE REPORT I FEE-2.--9 Q F R I 1 A- 33 L i •Js r _.r.= & An.l-:?r :S fir- . I n P- ✓_I LIDSTONE & ANDERSON, INC. Water Fesources and Environmental Consultants 736 Whalers Way, Suite F-200 ' Fort Collins, Colorado 80525 (303) 226-0120 ' August 12, 1992 ' Mr. Steve Humann TST, Inc. 748 Whalers Way, Building D ' Fort Collins, CO 80525 Re: Engineering Services for the City of Fort Collins: Buckingham Park Drainage ' Investigation (LA Project No. CO-TST-05.13) Dear Steve: We have completed the drainage investigation for the proposed improvements to ' Buckingham Park and are pleased to submit the following letter report summarizing our findings and recommendations. The documentation concerning hydrologic analyses, and curb inlet and pipe designs for the project are attached to this letter. ' Based on the survey completed by TST, Inc. of Buckingham Park along First Street, it was determined that a north -south drainage divide is located approximately 75 feet north of the existing restroom facility. Consequently, the drainage area contributing to the north end of the park for existing conditions consists entirely of a 120-foot Iength of the west side of First Street and the adjacent sidewalk (refer to Basin A indicated on page 4 of 8 of the ' accompanying material). The existing basin area is 0.06 acres and, based on the rational method, generates a peak discharge of 0.4 cfs during the 100-year storm. For with -project conditions, the drainage divide along the centerline of First Street would not be altered but the entire enlarged parking area would drain to a sump to be located approximately 85 feet north of the existing restroom facility (Basin B on page 5 of 8). This ' would move the north -south divide 75 feet to the south thereby enlarging the contributing drainage area to about 0.17 acres and increase the 100-year peak runoff to 12 cfs. ' A Fort Collins standard 4-foot curb inlet would be sufficient for draining the sump in the parking area; the use of this inlet would result in a water depth of 3 inches above the inlet invert or 1 inch above the ncn-depressed gutter flow line. A 15-inch ADS pipe placed at a 0.2 percent slope would be adequate for conveying the 100-year peak runoff from the sump area. The computations for sizing these facilities can be found on pages i through 3 of 8 in the attached material. ' Branch Office: Box 27, Savery, Wyoming 82332 FE B-24--?5 Fr I 1 5: 35. L i -mist c•ne & Andar s-�r' , I n P - la i I I Steve Humann Page 2 Although the flow depth and velocity at the pipe outlet would be OS feet and 2.5 fps, respectively, it is recommended that a small riprap apron be placed at the outlet. A buried triangular apron 5 feet long (in the direction of flow) and 5 feet wide constructed of Class 6 rock is suggested. The apron should be covered with suitable soil material and vegetated. For both existing and with -project conditions, runoff from this area would be conveyed to the north, and enter onto a low-lying parcel of land owned by Poudre Pre -Mix, Inc. It is our understanding that the owner is willing to accept this small increase (0.8 cfs) in stormwater runoff to the property and that a letter from the owner stating the acceptance of this flow will accompany the final design drawings. It has been a pleasure working with you on this project.. Please contact us if you have questions concerning the enclosed material or are in need of further assistance. Sincerely, 9td"O)&Anderson, P.E. Enclosure Gre /och,P.E. Senior Engineer ' FEE--4— !T; F'F! I 1 c : 35 L i .^JET r�ne & Ancf e• . I r. F- - rn-t Im OWNER -PROJECT ./ I C�'7 OF FbRT �bW w13 -- �PB,GS 4 ��Tii�.� 9T DATE Z PROJECT NO. Cam= r'�.�T-4�. FEATURE CHECKED BY DATE SHEET OF J4•zmtz,�o- A1k,-stsrs Cx IST,.1� �,,Ialrla�.l ATt A + 0.04- AG. �� C� �• `iJ /cam-•;-- IZA14 FAIL- 1,4-rmv.L"SIT4 ln) la(Nt \ ��iaFF- A�.e�i=,alCa.LT � �l ' 0.95 \\ %,��•hT�eoaea�T� l /.7.Gi cep - (0.96)b.Z) - r.Pr LASC 4DImlrr = O.`-op% Wnj4-TRc-Zmrr ��.. Qo�a: $Aa1.1 8 — A-t K- t ' o. H..S ka- . Mo ' -7•0 IA1147f- a / ,. W .x: W a u Ov V _! ` 4t O Z 0 0 0 uj a F- G ' S I J. -° t°Eper >acwr ENluoEr / �� wSI.LLL � N' irtE W / / TOR OF NON flLV..W.S' Ei5 39Ri OEM NEE _ wSCMMpxf m CM d101 — 5 ON PM a 8 x ' ( i93J 1 / -- N / / / • STMT NRe _.. P FUTURE pNONO EWNbpN / / E%sMiO NSN 41YP CUM INLET / G%S P' ASE - NN BREWERY AND OfFCES MSC ARAM TO COY drw FLCOR ELEVATIgi 4955.0' .. v °i / J2 vc LIT / WIa ° ML-Aft my WHY a u EASING CMTWP III �1.`f0— PNCIN CONTOUR (25 INnAVK) PNmfHD CONTOUR to 5' MTEI r TC-N* CE ¢pO. xC-BCTrw W CUM ELEVAl ONS FTT .�.I CONCRETE ENC SENENT tlQTL4 M CONCRETE CMIA 04TRANCE NNE OF ENCASELAWAT TSEWER FLUSH WITH cwaEW EXTIEM¢ ITINSHED TO NICK) WIN OWNS PM 9WEI6 SEE SWET $ raft PROFILE 2 Y" CLL IkK PCIP STOMA SEVER ENCASO, IN WXMfrE UNDIN STREET. ANIONIC PN ERW uNMOE No N 0.]M W MET pNd 6 M C°ITNIEX OF SEMI qAR YL m WIWIf TO M°G mI NO OYOCAr WIM Ml M14T - J. FOWd AND NOW CCWAETE NWpIE FORM DART TO MOW rr . 19' OVICA. CR NO COMPETE L°{M m tlr4l EC' STEEL uMN01F 00,191. MAIN SPRINT he swluNc a PwE It N. Nn maT COCA. - 1 N.H. WUT NEAT ELEA PNE a. M:. N Pa WINE ET a - • WALT EIEV. �ALKII.1 5. Mr. e' PVC RN MLET NEV...a5¢2 OUTIET EIEv.. WKWo P. xi x e' PK PR INLET UTTV-.P1PNa r. to MmmcnnN STE PUN Tm PAwNVNT SPEorwTlWa / a DRAINAGE RNA .. _.. li AN N NY / NaSE WIT ' asl g NOTE Sw5hwH —9}M1 DEAN -y ., 00 MR2 I N 5ECRANACE PAN 1AKOBAASE Seel AYAaz' Ws, I I NERQ pr6N No NEW NNOEONL YE NO) nnWIPN / �—�AJ ONCE WY piCN AlNNYEHi , E MlE ✓T- s POWER EASEMENT EXISTING R.O.W. VTUrY .. I .... r. I STRAW9AlF DINE • • '. / CICNCNAM STREET (6iRQW.) E%s Wr mw — .. n - , CNIV OF EqR C0.LIN5. COLORIDO "'ouPw i.p w UTILITY PLAN APPROVAL ,N.... NM.n IV. le� cuss v EuwnuE Rw m-s�e �.aNe -_.. ___� cHErxED Rr. •^• SEE HOT I T I COIacT pC.ygr - - moEN pEW eAEr r TWW . - l Wnei wv [LEv - wANm� TtEr Ixv EOEv - NaNASa r r CHECKED W. w C c-a WATER WA WASTE STE — It BY Date �. "rem E 8L __ — oei Aea ° NEW BELGIUM BREWERY GRADING PLAN m C-3 of 12 " clleNl�ea m. �n +.., r.. AN M r red i w ii ON rc fNwNk iNP Nv Nx Del. ° Project No. 1 9H22 \\~ .�' 1441 — JCK'N . TM STRt ET g �! i I�IIAK �i �I r- JTH CHA'yNEL PLAN ,0 I JUNCTION BOX No. c�JUNCTION BOX No. -- A::� S I UKM UNAINAUL UU l h ALL --�TYPICAL_TRAPIZOIDAL CHANNEL A] PIPE NEW BELGIUM BREWERY STORM DRAINAGE OUTFALL REVISIONS C-3A of 12 LEWND THIS DRAWING MODIFIES THE STORM DRAINAGE OUTFALL PLAN AND PROFILE AT THE BUCKINGHAM STREET CROSSING AS SHOWN ON „ SAEETS�j;41 61 AND 8 THE EAST VINE STREET FACILITY P.U.D. u� _ MST a vdD n mY - wu.D HAD OR Iz' ADS BIOS' _ _ _ �' MST OF EMERGENCY WALLABY - 4931.75 � EAST XG COTRRS _ DRAINAGE BASIN BWNOAAY a$dMa PWr FEW CITY �/ + r 4952 AM SET FENCE I56 DETAILO-tB SHEET ]) AounE& o-2m - I.B m-i-J// �_��M��_�__�_______ SEE STOCKNU AREA _� MANNAGE ELrn • - -� ° A • E GE PEA FLOOD STAIR NEB 0.MSTNCOd Wlp _ 495I.75 ` Xt➢RM.VC tlVAa U[ � WRLOW L1NB Al ORION DUMB IS MOY tl1 ARCM 9 y ° AIDE- BOX -- _ 4931 arAIL M SECTION O MMFR ° BMATYPE R DEAD Njt i ] — ATTERENCE SHEET NIILLEn IMYHDBhD MK.A M ICO-A S1PY EKNi ° al ABANDONED DUMB ATOM ; CCCZ 3 E Aft,. ; SEDIMENT Cal)q POEMS MIE MET TO E XD1MYL1) UNIX E GRADS COMI AND LYDS(:MNG HAS MEAN ESTAMUSHM SEE ANYA _-.- ANY; MI13' MY GRIM I.WS°NWY PLAN Ed EDWIR D IugSC~ ANDSUANG ° v 49w _ __.--_ _-___._——_ __. - __ 4cw v E I BASIN E S - L ISM 1ED ALL BROKEN ANK) YOMMEENT GdTRd FEATURES BEAU E ' E v (MTAMAN MAINTAINED IN ATTENDANCE M]N OTY S'ur IN ifFi ° S OF TEXT WwrvS STAANDARES ° 5 AD AS ' I 9 J. OTY yWt NOT BE RESDd9aE FOP MAINTENANCE O( CAERE9 E 494A AM STOMA MANAGE fA.gLIOES OE OFF SUE 1M GRAE YMOOEMFN3 E BEYOND)IBEYOND)GWE F F. 9 CNSMUCOm OIIViM1 MUST F,Y p' TBI n 04 DETeNTIor POND SUMMARY I D j (PRIMARY SPILLWAY POND A ISSOInW KATECN6PRC¢S �R°.ARa°a^ NEW BELGIUM BREWERY • UFASE C O MM CENSBELICCOURANO SEPTc F HEIAF. FEN 1EENMnMM. 03'3U/95 E FTGE CdiALr UAENAW Gfa HEAENMI. TER W.Wn / P TNT E c-4 1� SMAALr 1- _ la sEcITR�a � dME (WA,I) 692- . nT,N: ,5 . ENFDRmNBNT VWume Proitled Sugm DOE: a m t L aqn,0421 Pom I&<i2 21.000 4.W 1.75 PanE B: 5.42E 6.00E 495L3 / • , NS o-zYR - I+.J lYS E B YfRMA [M.YaYAAnd - IaI S. IF aFnhRING IS USED To INSTALL UTUEME RAN A STATE B 4X9 CDNCRI`IE tl G GMST TTCN ONWATEElG WASITIMTER ORCHAMi PERMIT • 9KWux G SX UE INWARD A pSdA AGED MUD A SMAM STATE ON / CIM YEAT y y ; w - A95A UANNMETS Si �^Td aTd. ON NAMES OF THE RS IF MST OF NEW B ERY - w523 6. ALL EROa1CN AND SEDIMENT f6NIRa5 WNALL E YSTNTED M ♦ -- C1E5r OF EERGENC. SPILLWAY _ 49523 CVMTIANCE Y TN SCHEDULE BELOW ON REunYE BASE FROM / c c3xc. FAN I START A Eb ]' 9YP LLA • d 4v3s --.___ - -._ - 4vsJ ]. SEE MAMNMS 1 3 ] AND a FEN and aiuLs AND NUT S M.WID ♦ g SCEWN%pLKRI CALL WR CHANNEL 0 COY OEM d / / NNL iLdDAAA�Y �SE aiM D-10 e` ; : b/. A'ID e - °' ARE tl FRpIATV MENGEESA W°'^LL11Er BASS p1E�Ai Nr IM eg t / O BASIN A - _ - ---?wa _ - _ i n(mmam 1EPaS,.1H FIXTE cm AWL ECUANSEMl / / T BASIN D -- 2 MASSED AND NI MUCH AS WMCRY OF AiGr MID NTOB ♦ / d PLAINED • ana MI/ AND MUCH a J mis ru AM uo w Nm 932 • L ♦ _____ _________ _____ ____� FOND. b P rG1D �R w.175 9,A . pw - 2 / �• - -Q�_ EUYs-IxucroNs Eo4urroR FAmron CONTROLS Al ,� p Y._ AN / '/ Al A, A O a 401 - YSI J F A M I I A S \\,, 4 EVER GRApNG o F GR w 10 WIND,,AXE N'(9MlOL — \\ AN ANYONE N o Am. n Eowo .e ♦ ♦ i � ARgMN ♦ � G.nuaun few ®. / / : ♦% ® FUTURE EXPAN2& .A` _ - FALL EROSION CONTROL 1, F wb - - -- 4E10 RAM Y 1 NI No, DoL • uao p.k 0.Y AIX /, o d LOT } PRIMARY SPILLWAY POND B _ / ♦ I G-4 HCMIINTA Y.NE: 1' - 16 VEGETATIVE'. 29'.43' MAL RC' NEW BELGIUM BREWERY/OFFICES I YOfMW sP.... I 1 r.m.wa s,_I rwN.N % O VFRMN CONDONATION- lalollll A A FINISHED RIXN EILV w15 Mu IovryOLewn nM«,N e � §/ `. BASE FLOOD ELEV 4952.5E IF q i -� -r—la dAl4a EASEYENI 20 TO a� - / , ♦ / /1YW-_ II .\ ♦ NTH( 1 L//IV - J� $ \ �` ENO EDGE /N\ NI TALL[% RA _ i m Y !SAME COAL lip ♦ --i,AP.._ OF A`AOIr EEEU S d4AF / TO WY ORM AA /, \`a / 6 1 9a WSCEXCAVATED SOA. K AS NEEDED ro AM S MEN _ ].25 CUE FMT E 3• IF BASIN B my - 9.e, as t a �- +``\ '` . MAX OFE�4941 ,5 ` `SA OOINT A R LEASE PAR _ ].0All RS '� ' 'ASK ;i I c TYPICAL TRAPIZOIDAL CHANNEL AT PIPE OUTLET POINT F c-4 OLEV ,,� PAD Bf]EPaJ195 LWAY A`V p kX EUY 49f2S0 IS ., j YA COBB CUT It •. A\•• •� S R`.� \�` A-lF. I CITY OF FORT caU16. COLOR.ADO �, )' ; ��---- Y _ : _ '°'� `"'F11C"` REN!� EROSION CONTROL MEASURE APPROVAL ♦ w.a . . . �,.:..All POINT p 4952 All, cN¢Nm BY 11 y EYEREHCT SPILLWAY -- -.. _ 'M y�9A�asa w•J�F'_4f6t'J'.. ESOEEENAW STREar (4F'voi A AAAAA All, MAY_I •..� - RAISIN Ci ^�. / CITY a Ewr cams canRAEo L----_—"--- - - __ - - - -y-.Lc::� :� _:.: : -c �]: �ar♦.EF. ..L�...���.�_.�J—'----------'-- 49W UTILITY PLAN APPROVAL y t ESUMMARYIARLE _ ev e+ MOYE PRO'. _ _ 1 .INEW BELGIUM BREWERY - - - --a . EiIN: DMJMNS _ — POINT C '�I' _._, ...•...,.._� �— POINT B _..^.-.- --., IT yn o 'w in F ve P.... I D. A C T C I T.!r T 1 1-3 1-1 1 A A 2.1E ON U ) M] 1.) I3 .I M II B 1W5 30 U.5 ll0 ISO IJ 7,13 U1 5.11 C C 91442 120 0. 51 2511 5.0 I l 9d INN 19i11 R o 1 420 TR] R E 1.M1 '40 LI EDO 15 1 HOSE NEREEl3 FACILR ) 0TO I(XI A 1,111 B R45] iTA AESWM_ aY I TYPE R 0.q NET I SIMrWC MZ� 494a fA1ECNEo N.m Irrt — - - IurTLT. 5E OUAL o-lE FIAC L24 as POINT F SEE NOR a SET FOR 10 BA9M c o-1001R _ 4D 65 i CHECKED Bl. SIDE _ M42 CES MAX pagD _ 0.3 - FLOY BUY IV RP � � —oF - 041 Wrote n STORM DRAINAGE OUTFALL MAXAY PAT W&OTY _iaS n 1 C-4 CHEG1(EO BY _ IYM ZdtA YNF: 1' _ 2E' ris MANAGE EASEMENT MAMA SHE: 1'_ 2' - 10 VERM1 N E%^6M.AINN °"°"`RDA' -I WATER WASTE o • a • - oA", i 1>a2 N.MW NEW BELGIUM BREWERY DRAINAGE STUDY AND EROSION CONTROL PLAN C-4 O} 12 n E " wr && LANp. s�Y. ��z 1 Mai neE JE' 3/94 ACM a/9a cne<keO APProvSO Dnu:FOon ON cAd N14 Pro t No. 94422.10E SHP- IMa3.33 OF E%S PIPE EIFV _ 49l 4950 49.6 .aR .9JT DATUM ELEY 099 00 3 ♦94� i�A/ a+° ♦aA1naA�o s A9N� xplM dulYt Dn\Lwi R "A' E � / s y � ARGUE: KI wAYEE1= ANN aw wE oEE -a SOJM LMA1N6 DA1Lb1 F� wNs © 4 AIR A9.0 9EOY e 5 •yy1 19 D --o1--_ ___ _ _.� -- !%IS1ML wCUM Cw TEEN 4 ___—___ PKIPENTY LEEK, _� 1 ..._.Y..._._..• Eoc! LL wnss 7.�. wANNEL — nuwYEN• C 2 e' — ....... .......... .. EAYYENI OW • ].D 6S —13 W— 13 CwNVWIED AU%ANUY STORY M" E AVAIED ME TO OWAR SEE SEM AS NEEMD _______ E%$Idi 0' CHANNEL NNSTNucMM (.\TYPICAL TRAPIZdDAL CHANNEL AT PIPE IXITLET En DI l EXS EHRCWEN EXS BRUSH NA TWES wwaouTE LOLATON OF WNrxErt SPOILS STRAIN BALL WE S W "Al WIW PILLS AND N0Y WONCHANNEL Lw51WCTw YFD ANDA MFAS MM QI OF MT CXKD %IWF Nw an OF EMT Lg1115 IONS A Y S MPLT sTMw PIN NOW ON MO OMf M PIAQ AT ] TON 1Sp AO(W NIIMQILLLX WEN S MM SFE9. . • ... • :' 3. SEpYETR 0011R MEEKS AW WE M M RLOMP wn QA55 CG1p MO EMOY�%MIf xAs lRll ESWA(O. Y[ r: LVOSI3M MNI E41 I1f4.E1eD I.AIDlEMM3 MO Y016 YcilOT1SCAF uX 6YryLA.N(o -CDIIDRE f �~ Jili/i m FEE STA ]fiSO 41Au' [ff'1� M: MILDJp ?�� J. ALL W3o11 IENT LATIIQ FEATURES SHI W WIX A E r(1 DAKAEf. TD: f o eD µ ¢xSTINNI D MAINTAINED IN ALmoANa nM WEE . .IjE1R OF FORT W111NS STANDARDS, wry' ♦. CITY SMALL NOT eE WSPO S WE FOR W WTNWQ li 011ANAQ usNOEJExrz slosx a TIEy nAxs ::. \ AE ENJIPI AO SEAOR OIMCES SHALL m WSTAuED m .. �� :. ..... '4 f A OE " WHIl MEAN ON 1ESATM GA.SIS I'mm ._I.. �• ......_.__. .___.-_ �_.. e. OW EPEE LVINS OENG sMYl EF •� ACED A LWTILIEC T11O MEflts PS To w1.9Nc AND TO G OfARNfr FOE TIE _ AN oIAN¢ caxsTmlLnw BrorA w ilns WArxD \ T J 1. CHANNEL CdISTPYCTw WMEN STA MIS AND SEA 11a7e SHALL LELMAIFD IN TE FIELD MM M O Y FOIESTEIt i0 Ymlm3E TIFF OsnNrnw. ♦aa�9 S� _ 49Aen BUCKINGHAM PARK Ya I Im5 / \ / \ ISBN Airy END OF EVsnxG PIR 'E OI 1 HEW GP _— _ __ __ _ —. ED NG PIPE Y1 WATER TWT i J IDM AEEND M PAL LLF / \AS EN Yx NFYO.E 0100 IE SVOE FEES W Imo'.- - _ ______ auE awl n/n oIAlEE1 N\QT - - / b I nAm aM wrsTwlcllr / _�� AuNG wOIaSED OOA IIEL NpRELVA 16,DO IhW IN00 I 1hW 131EO IIi00 IOaW 94W eAW NEW CHANNEL CONSTRUCTION AND ACROSS PARK PROPERTY PIPE EXTENTION EXA -- 'IEunCAL ciREAIIDN IC 1 BY Data r~ " - -- -- ---"- ---- NEW BELGIUM BREWERY OFF SITE STORM DRAINAGE IMPROVEMENTS a oo.o� 3i95 — - -- - a cDe N e a es AND EROSION CONTROLS AT LEVEE CAI12 OF 12 CePrOtan By Otl ps lP PTO' NIP 433 I.W WATER WASTE &_LAND