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Home My WebLink AboutDrainage Reports - 04/09/2002I PROPERTY OF Fnal Ap jj FORT COLLINS U AW SEAR• BROWN Report , "ZimLk D Final Drainage & Erosion Control Report East Vine Streets -Lot 5A City of Ft. Collins Traffic Operations Facility, Ft. Collins, Colorado March 2002 SEAR, BROWN March 25, 2002 Mr. Basil Hamdan City of Ft. Collins Stormwater Utility Department 700 Wood Street Ft. Collins, Colorado 80521 209 South Meldrum Fort Collins, CO 80521 970.482.5922 phone 970.482.6368 fax www.searbrown.com RE: Revised Final Drainage & Erosion Control for the East Vine Streets Lot 5A Traffic Operations Facility, Ft. Collins, Colorado Dear Basil: We are pleased to submit for your review and approval this revised Drainage and Erosion Control Report for the East Vine Street Lot 5A Traffic Operations Facility. All computations within this report have been completed in accordance with the City of Ft. Collins Storm Drainage Design Criteria Manual. We appreciate your time and consideration in reviewing this submittal. Feel free to ' call if you have questions regarding the analysis performed or findings of this study. ' Respectfully, The Sear -Brown Group ' Prepared by: Stanley E. Dunn, P.E. ' Project Engineer cc: File 183-050 ' Vaught -Fry I Stanley E. Dunn a registered professional engineer in the State of Colorado hereby ' certify that the information presented in this report was prepared by me or was prepared under my direct supervision for the Owner(s) thereof. I Stanley E. Dunn, Colorado P.E. 1 1 I 1 .1 1 I 1 050\docs\Fitw1DrainageRcport 032502,dm Table of Contents Tableof Contents......................................................................................... i Section 1 General Location and Description..................................................... :.......... 1 1.1 Location.............................................................................................1 1.2 General Project & Property Description.............................................1 1.3 Site Soils Information.........................................................................1 1.4 Groundwater......................................................................................2 Section 2 Drainage Design Criteria..............................................................................3 2.1 Regulations.......................................................................................3 2.2 Hydrologic Design Criteria.................................................................3 2.3 Hydraulic Design Criteria...................................................................3 2.4 On -Site Detention..............................................................................3 2.5 Variances From Criteria.....................................................................3 Section 3 Drainage Basins & Proposed Design...........................................................4 3.1 Major Basin Description.....................................................................4 3.2 Existing Sub -basin Description..........................................................4 3.3 Proposed Sub -basin Descrption & Design........................................4 Section 4 Water Quality & Erosion Control..................................................................7 4.1 Water Quality.....................................................................................7 4.2 Erosion Control..................................................................................7 Section 5 Conclusions.................................................................................................. 9 5.1 Compliance with Standards...............................................................9 5.2 Site Development..............................................................................9 5.3 Drainage Concept.............................................................................9 5.4 Stormwater Quality Concept..............................................................9 5.5 Erosion Control Concept................................................................... 9 References...................................................................................................10 / SEAR•BROWN '' n Section 1 General Location and Description 1.1 Location ' The Project is located on Lot 5A of the East Vine Traffic Operations Facility, immediately south of East Vine Street, and approximately 1200 feet east of Linden Street in Ft. Collins. The property is situated between Linden Street and the future Colorado Department of Transportation (CDOT) Region 4 Maintenance Facility on Lot 4A (currently under construction). ' The site location can also be described as situated in the Northeast 1/4 of Section 12, Township 7 North, Range 69 West of the 6th P.M., City of Loveland, Larimer County, Colorado. ' 1.2 General Project & Site Description ' Proposed Project improvements include overlot grading of the Lot 5A that will permit construction of the future City Traffic Operations Facility. The Site will include a single story office structure and garage facility. The Site will also include a parking ' area, and vehicles will have access to the Site via a private street off of Linden Street. The subject property of Lot 5A contains approximately 3.25 acres, and is currently undeveloped. Existing topography generally slopes to the east and west from the center of the Site at approximately 0.5 percent. Vegetation over existing Lot 5A is representative of native grasses, and no trees or major bushes are present on Site. An asphalt parking area was constructed in the northwest quadrant of the Site to serve as daily parking for local municipal properties just north of East Vine Street. This ' asphalt parking area will be removed as part of the proposed improvements. Inspection of local floodplain maps (FEMA FIRM & Dry Creek Hydrologic Report) and discussions with City Staff (M. Hilmes, July 2001) indicate that the Site is located outside of the Dry Creek and Cache La Poudre floodplain limits, and no ' wetlands have been identified. Drainage improvements will include overlot grading, curb & gutter, drainage pans, and use of an existing storm inlet that ties into existing storm facilities associated with adjacent properties. ' 1.3 Site Soils Information ' Review of the SCS Soils Report for Larimer County indicates that the natural soil composition for Lot 5A is indexed as Caruso Clay, consisting primarily of clay -loam t L-VOBSU8J- 1 O50\docs\FwlDranageRepdR OJJ502.doc SEAR •BROW N J L IJOB551183. 0Wdocsf i=IDni=geRepon _032502.doc to a depth of 25 feet below natural grade. More recently however, soil material has been stockpiled and graded over the Site as part of City operations. No significant erosion or sediment transport has been.observed as a result of the recent spoil stockpiling operations. 1.4 Groundwater The East Vine Street Facility P.U.D. soils report (April 1991) indicates that groundwater in the vicinity of Lot 5A lies between 5.5 and 7.0 feet below existing grade. Based on proposed improvements, groundwater is not anticipated to be a concern. However, in the event that groundwater is encountered during construction, a Colorado Department of Health Construction Dewatering Permit will be required. SEAR• BROWN 2 L.vossug3- 050\doaTinalDminageReport _032501doc Section 2 Drainage Design Criteria 2.1 Regulations The Project is located within the City of Ft. Collins, and design of On -Site Drainage systems associated with the Lot 5A development are in accordance with the City's Storm Drainage Design Criteria Manual (1997). 2.2 Hydrologic Design Criteria Based on the size of the Site, and in accordance with previous studies for the Project area, the Rational Method is used to estimate peak surface runoff. Under City criteria, the 2-year and 100-year storm events serve as the basis for design of on -site drainage conveyance facilities. This analysis incorporates the City's updated rainfall. 2.3 Hydraulic Design Criteria Hydraulic computations within this report have been prepared in accordance with the City's Storm Drainage Criteria Manual. Estimates for peak runoff are determined based on the City's equation for estimating time of concentration. 2.4 On -Site Detention The subject property is located within the Dry Creek Basin. Detention is required for this Site (Sear -Brown, 1993) water quality mitigation and is provided. Lot 5A runoff will be attenuated to historic rates through facilities located further downstream, and on the east side of the primary Streets Facility offices (Sear -Brown, August 1999) along with additional drainage received from other properties tributary to these ponds. Detention facilities used under this plan include Detention Ponds A and B, with both including a water quality components upstream of each pond (Sear -Brown, 1993). 2.5 Variances from Criteria Due to the affects of the new rainfall, an increased runoff volume of 0.03 acre-feet is seen for Lot 5A. This negligible volume will be split be between Water Quality Ponds A and B. While Pond A does not have surplus volume, Pond B still has a surplus volume (essentially over -detention). Further, the detention pond has surplus volume capacity. Based on the negligible volume increase due to new rainfall data, and that pond volume improvements would likely do more to disturb sediment materials that have since established, the Applicant respectfully requests a variance from improvements to Water Quality Pond A. 3 SEAR• BROWN I I 1 11 �J u LUO OSOldouTinalDrainageReportReport 032502.doc - . Section 3 Drainage Basins & Proposed Design 3.1 Major Basin Description The subject property lies within the Dry Creek Basin. However; no major drainageway exists on the Site. The Project is not located within the 100-year floodplain of either Dry Creek or the Cache La Poudre (Lidstone & Anderson, 1997, FIRM Panel No. 080102-0002B, February 1984). 3.2 Existing Sub -basin Description Currently, the 3.25 acre subject property is vegetated with low growth, native cover. Generally, drainage is split equally over the Site to the east and west, with runoff ultimately collected and conveyed via an existing swale along the north side of the access road, and eastward to an existing inlet on Lot 4A (designed by others). The inlet is tied to an existing 18-inch storm line that discharges into Water Quality Pond B (Sear Brown, 1999). A minor amount of Site runoff is conveyed northward to the existing swale on the north side of Lot 5A, which ultimately conveys this and downstream runoff to an existing detention facility just east of the main Streets Facility (Sear Brown, 1999). Off -site drainage includes the east half of Linden Street, between East Vine Drive and the private access road leading into the Site. This off -site drainage pattern will be maintained, and improved conveyance provided via construction of a 6-inch vertical curb and gutter system that conveys that portion of runoff in conjunction with Lot 5A drainage to the existing area inlet at the southeast corner of the Site. 3.3 Proposed Sub -basin Description & Design Based on proposed overlot grading and construction of on -site and off -site facilities, there will be four on -site sub -basins. These are identified on the proposed drainage plan included with this report as 5A-1, 5A-2, 5A-3 and 5A-4. Grading of Lot 4A (CDOT Site immediately to the east) and installation of a 6-foot wide drainage pan (between Lots 4A and 5A) will intercept Lot 5A storm runoff and mitigate Site runoff from entering the CDOT property. Sub -basin 5A-1 (0.75 acres) will drain to the west via overland flow at approximately 2.0 percent, to the future improved Linden Street vertical curb and gutter system along the east side of the road at approximately 0.8 percent.. This sub -basin will 4 SEAR -BROWN 0 t 1 I U OSMdoa\FinalDreinageReport _032502.doc include the west half of the future Traffic Operations building, landscaped area and the east half of Linden Street between East Vine Drive and the access road into the Street property. Sub -basin 5A-1 storm runoff will be combined (routed) with additional Site runoff via a gutter and 6-foot pan system to an existing area inlet located at the southeast corner of the Site. A proposed 15-inch PVC storm line will drain the street along this basin, and will connect to an existing 18-inch RCP storm line (constructed by others) that will convey this and downstream property drainage eastward where it will be attenuated through existing Water Quality Pond B, then released via Detention Pond B (reference Sear -Brown, August 1999). Drainage will ultimately be released to the Cache La Poudre River. Developed major storm runoff is increased from 11.2 cfs to 17.7 cfs, equating to 6.5 cfs. This is due to the application of new City of Ft. Collins rainfall data, and is accommodated by downstream detention and water quality ponds, which is discussed later in this report. I s important to note here, however, that the combination of proposed and existing storm conveyance facilities (storm sewer and curb&gutter) adequately convey major and minor storm runoff to outfall points, and no adverse impacts to local properties is anticipated. Results of storm sewer modeling indicates that, due to downstream restrictions imposed existing storm sewer construction having less than the master planned capacity, inlets will be surcharged under major storm conditions, and as a result the Private Drive access will be the overflow conveyance element. Ultimately, such drainage will make its way to the existing area inlets in the southwest area of Lot 1, and will result in no adverse impacts. Sub -basin 5A-2 (0.24 acres) will drain to the north at about 1.0 percent as overland flow to an existing swale that currently conveys this and downstream property drainage east to Water Quality Pond A (Sear Brown, 1999). This sub -basin will include areas of asphalt and landscaping, and will also be occupied by approximately half of the future service garage for Traffic Operations vehicles. Sub -basin 5A-3 (0.88 acres) will drain at about 2.0 percent as overland flow to the southeast. Sub -basin 5A-3 runoff will be conveyed to an existing 2-foot concrete pan (constructed by others), which will conduct Site drainage to the south and to an existing area inlet (constructed by others). An existing 18-inch RCP storm line (constructed by others) will convey this and downstream property drainage eastward where it will be attenuated through existing Water Quality Pond B, then released via Detention Pond B (reference Sear -Brown, August 1999). Drainage will ultimately be released to the Cache La Poudre River. / SEAR•BROWN 5 Sub -basin 5A-4 (1.42 acres) will drain at about 2.0 percent as overland flow to the southeast. Sub -basin 5A-4 runoff will be conveyed to an existing 6-foot concrete pan along the south side of the property, which will conduct Site drainage to the east and to an existing area inlet (constructed by others). An existing 18-inch RCP storm line (constructed by others) will convey this and downstream property drainage eastward where it will be attenuated through existing Water Quality Pond B, then released via Detention Pond B (reference Sear -Brown, August 1999). Drainage will ultimately be released to the Cache La Poudre River. �-Ioes�is3. 6 050\docsVinalnrainageRcpon IS SEAR •BROW N 03'_502.doc ' Section 4 Water Quality & Erosion Control 4.1 Water Quality Water quality for Lot 5A will be provided via existing Water Quality Ponds A and B, located on the east side of Lot 1. Lot 5A surface runoff will be discharged to these ' ponds in accordance with the Phase One Final Report (Sear Brown, 1993). In accordance with that study and the existing ponds, first flush of debris, oils and highway snow removal chemicals. The water quality ponds will have a 40-hour ' release period into respective detention ponds effectively providing filtration via natural vegetative and absorbtion factors. ' It should be noted, that use of new rainfall data had the affect of increasing developed flows over what was previously estimated for the entire Streets property. While Pond A is in deficit volume, confirmation is made that the Water Quality Pond B does indeed have adequate capacity, providing a surplus volume of 0.103 acre-feet, ands sufficient detention is provided downstream. Disturbance of Pond A to achieve the ' negligible volume of 0.027 acre-feet (due to new rainfall data) will likely disrupt established vegetation and soil materials, possibly creating a fouling condition on an otherwise operationally adequate system. Further, confirmation is made regarding the upstream Detention Pond #1. As directed ' by the City, existing runoff was combined with Lot 5A runoff (using the new rainfall data, with the intent of determining impacts to the pond. The resulting increase of runoff volume entering the pond due to the new precipitation data is 0.03 acre-feet. ' The available surplus estimated in the previous 1993 Study used to size the pond provided a surplus of 0.03 acre-feet. Therefore, use of the new rainfall data uses, but does not exceed the available surplus volume of Pond #1, and the pond is considered ' to be adequate for purposes of attenuation of Site runoff. ' 4.2 Erosion Control This development lies within the Moderate Rainfall Erodibility and Moderate Wind ' Erodibility Zones per City meteorologic zone map. The Erosion Control Performance (PS) and Effectiveness (EFF) during construction were computed to be 80 percent and 95 percent, respectively. Post -Construction PS and EFF were estimated to be 94 ' percent and 99 percent, respectively. ' Silt fencing will be provided along the east, south and west property boundaries. A vehicle tracking pad is also planned, and will located in the southeast area of the Site. ' L:VgcRepu - 7 OSOkdocslFinnlDrninage 02.d 0J2S02.doc WESEAR•BROW N I U a-voesuo docs'�F OSO�inalDrnnagcRepon Post overlot grading conditions will require. that all disturbed areas not in a roadway, paved area or greenbelt will have temporary vegetation seed applied. Applied seed will be covered with hay or straw mulch at a rate of 2 ton/acre, and mulch will be adequately tacked or cripped into the soil. Areas to be paved must have a 1-inch layer of gravel mulch, applied at a rate of 135 tons/acre immediately after overlot grading is complete. Pavement should be applied as soon as possible and after Site utilities have been installed. Disturbed areas (including the south parking area) will not to be built on within one year must have permanent seed applied at 2 tons/acre and adequately mixed with topsoil material. All construction activities must comply with State of Colorado permitting process for Stormwater Discharge Associated with Construction Activity. If at any time during construction, groundwater is encountered, a Colorado Department of Health NPDES permit will be required, and must be secured by the Contractor. � SEAR•BROWN E I I 1 0 0 11 1 ' LV L- 0501docsVimlDrniwgcRcpogeRepoR Section 5 Conclusions 5.1 Compliance with Standards Computations included in this Final Drainage & Erosion Control Report are in compliance with the City of Ft. Collins Erosion Control Manual for Construction Sites and Storm Drainage Criteria Manual. Surface runoff discharged from Lot 5A is in conformance with previous studies. The Site is not situated within any floodplains or drainageway that might impact on -site or off -site facilities, or result in damages as a result of stormwater inundation. 5.2 Site Development The Site will be operated and maintained as a facility that serves City traffic operations. The City will maintain landscaping and storm drainage facilities. Under the proposed development plan, the Site will be occupied on the west by the main office structure, the north by a garage structure and on the south by parking area. 5.3 Drainage Concept The proposed drainage plan is in conformance with City criteria, and will adequately convey storm runoff from Lot 5A to existing outfall points (Water Quality and Detention Ponds A & B). Although slightly higher due the City's updated rainfall data, in general discharge rates to these outfall points will be in conformance with the previous study for the entire Streets Facility. Both 2-Year and 100-year runoff will be conveyed via open -channel and storm sewer systems. No adverse impact to existing properties or connecting storm conveyance system is anticipated under this plan. 5.4 Stormwater Quality Concept Water quality for Lot 5A will be provided via existing Water Quality Ponds A and B, located east of the subject property (Lot 1). Stormwater pollutants will be filtered prior to discharge into respective detention ponds, also located east of the Site (Lot 1). 5.5 Erosion Control Concept Proposed erosion control measures will mitigate erosion due to wind or rainfall. Erosion control measures will be installed and maintained from start of construction to final landscaping. Performance and Effective Standards meet City requirements. / SEAR•BROWN 9 1 1 1 1 1 1 1 1 1 i 1 1 L:UOBS\183- 050W=TinalDrainageReport _032502.dm References 1. Final Drainage & Erosion Control Study, East Vine Streets Facility P.U.D., Major Amended Final, Phase Two Final, Ft. Collins, Colorado,- Sear -Brown, August 1999. 2. Final Report, Hydrologic Model Update for the Lower Dry Creek Basin Master Drainage Plan, Lidstone & Anderson, September 10, 1997. 3. Flood Insurance Rate Map Panel No. 080102-0002B, FEMA, February 1984. 4. Final Drainage & Erosion Control Study for the East Vine Streets Facility P.U.D., Phase One Final, RBD, March 1993. 5. Storm Drainage Design Criteria & Construction Standards, City of Ft. Collins, May 2984 (Rev. 1/97). 6. Erosion Control Reference Manual for Construction Sites, City of Ft. Collins, January 1991. SEAR• BROWN 10 i G VICINITY MAP fl ,OF ZI Li N4 Z— Li oc C2 5QL—L nN3.J7 CHARTS, TABLES & FIGURES I� 1 1 1 1 1 1 1 1• 1 1 1 1 1 1 1 1� 1 YI T N n C �a n C � O U c cd � O u C m f`9 fj E _O Q ^ O U ` LL• V1 C Q U cr LL t cd LL O >+ c 0 O C - � w a U a` wV C C- •� C U C O LL O U N h N I1 1 . I 1 1►' � 1 $ • , � r .r t Ip,,` i t l y r � � 2 i f t Y• i , , � r v f S i + r ' J, i• i t t 1 S. j J . • _. 46T Till IN el I of IiIJUP v 1 IT t ` • i i +i ' 3 a � � L • ! i t - i lip - t i I ' I I III h (• F• y� ►osF N T"" 0 0 8 N O N O 0 0 0 0 0 0 0 0 0 o O o 0 0 O o O o 0 0 O 0 0 0 O C) CO r` Co l.7 �t co N � O (ay/ui) Allsualul I 1 ■ N 1 1 1 1 1 1 1 �7 30 1` 20 UMI c 3 2 c ILL! Q * 1 RUNOFF i I I f I I I ly I I I I I I( I I I I I I I of I Iq ` i I I ICI �Tla' �l I I I I II a' ,toy 2 I 3`` 130 I I h• I ( I! I I I �� Q 4T T W • , QT I I I I t 1 1 11 1 i I I I I I I I 1 11 1 1 1 I I I I I I I 1 1 11 I I I I I I I I I 1 I t I I I I I I I• I I I I I I I I I I I I I I I I III � I I I I t l i l l .2 .3 .5 ; 1 t ,l; 2 3 5 10 20 VELOCITY IN Fc=T PER SECOND Figure 3-3 ESTIMATE OF AVERAGE FLOW VELOCITY FOR USE WITH THE RATIONAL FORMULA. ' MOST FREQUENTLY OCCURRING "UNDEVELOPED" LAND SURFACES IN THE DENVER REGION. REFERENCE:: "Urban Hydrology For Small Watersheds" Technical Release No. 55, USDA, SCS Jan. 1975. 5-1-84 URBAN DRAINAGE & FLOOD CONTROL DISTRICT ' Table 3-3 ' RATIONAL METHOD RUNOFF COEFFICIENTS FOR COMPOSITE ANALYSIS Character of Surface Runoff Coefficient ' Streets, Parking Lots, Drives: Asphalt ...................................... 0.95 .•...•............ Concrete.. 0.95 Gravel ....................................... 0.50 Roofs .......................................... 0.95 Lawns, Sandy Soil: ' Flat<28...0.10 Average 2 to 7$.. 0.15 .................................. Steep >78.. 0.20 ' Lawns, Heavy Soil: Flat <2%..................................... 0.20 ........................... Average 2 to 7%.. 0.25 Steep>7%..................................... 0.35 ' 3.1.7 Time of Concentration In order to use the Rainfall Intensity Duration Curve, the time of ' concentration must be known. The time of concentration, Tc, represents the time for water to flow from the most remote part of the drainage basin under consideration to the design point under consideration. The time of concentration can be represented by the following equation. ' Tc = tov + to Where: ' T, = Time of Concentration, minutes t„ = overland flow time, minutes t, = travel time in the. gutter, swale, or storm sewer, minutes The overland flow time, t,,, ,can be determined either by the following or the "Overland Time of Flow Curves" from the Urban Storm Drainage equation Criteria Manual, included in this report (See Figure 3-2). ' TO" L87(L1-CZ f)Dll2 S1/3 F L Where: T„ = Overland Flow Time of Concentration, minutes S = Slope, % C = Rational Method Runoff Coefficient D = Length of Overland Flow, feet'(500' maximum) C= = Frequency Adjustment Factor The travel time, tt, in the gutter, swale, or storm sewer can be estimated with the help of Figure 3-3. 3.1.8 Adjustment for Infrequent. Storms The preceding variables are based on the initial storm, that is, the two to ten year storms. For storms with higher intensities an adjustment of the runoff coefficient is required because of the lessening amount of infiltration, depression retention, and other losses that have a proportionally smaller effect on storm runoff. These frequency adjustment factors are found in Table 3-4. May 1984 Revised January 1997 Design Criteria 0 1 3-5 F Table 3-4 J RATICIAL METHOD FREQUENCY ADJUSTMENT FACTORS Storm Return Period Frequency Factor (years) 4 2 to 10 1.00 11 to 25 1.10 26 to 50 1.20 51 to 100 1.25 Note: The product of C times C= shall not exceed 1.00 3.2 Analysis Methodology The methods presented in this section for use in the determination of runoff at specific design points in the drainage system are currently under review by the Stormwater Utility. Until detailed criteria for hydrologic modeling are developed, the accepted methods for hydrologic analysis are (1) the Rational Method and (2) UDSWM2- PC. The Stormwater Utility shall determine circumstances requiring computer modeling with UDSWM2-PC. Early contact with the Stormwater Utility is encouraged for the determination of the appropriate method. Where applicable, drainage systems proposed for construction should provide the minimum protection as determined by the methodology so mentioned above. 3.2.1 Rational Method ' The Rational Method is recommended only for sites less than 5 acres. The runoff may be calculated by the Rational Method, which is essentially the following equation: ' Q = C=CIA Where Q = Flow Quantity, cfs ' A = Total Area of Basin, acres C:= Storm Frequency Adjustment Factor (See Section 3.1.8) C = Runoff Coefficient (See Section 3.1.6) I = Rainfall" Intensity, inches per hour (See Section 3.1.4)" ' 3.2.2 UDSWM2-PC For circumstances requiring computer modeling, the design storm hydrographs shall be determined using UDSWM2-PC. Basin and conveyance element parameters shall be developed from the physical characteristics of the development. Refer to the UDSWM2-PC User's Manual* for modeling methodology and development. ' *Urban Drainage and Flood Control District, March 198S 3.2.2.1 Surface Storage and Infiltration ' Table 3-5 gives those values for surface storage for pervious and impervious surfaces. Table 3-6 gives the infiltration rates to be used with UDSWM2-PC. ' Table, 3-5 VALUES FOR SURFACE STORAGE (All Values in Inches) ' (For Use with UDSWM2-PC) ImperviousAreas .................. .100 PerviousAreas .................... .300 ' May 1984 Design Criteria Revised January 1997 ' 3-6 1 EXISTING CONDITIONS SEAR• BROWN Ol Project: %T SA By: Date • ii/6 LOT S/r i%7L .6 /.✓�` � Project No. Checked: Sheet of To Csu` t Prci4cL TMIf c Oa4nGon6Strxt F6 Utlr PmMct No: 153-050 Runoff Caloulallox 2 Yxr Storm C IP6rviaul • 0.25 2 Yxr Strom C IImN l~ • 0." a 1 3UB-BA4121 MTA OdTIAUOVERLAND TIME IM TMVEL TIME IM I. HECK n.P.A. ll wewlM¢II Total k FINAL I. DESIO: + T9l*Ar66 f.) 2 6nparvlox Ix) 3 Ccmpxm, Q 4 LENGTH It461) 5 SLOPE wn 6 4 fmin) T LENGTH (fNl) 3 SLOPE 1%) 9 VELMTY Ym 10 16 Imin) 11 TOTALLENGTH ffxt) 12 k•(U160)-10 (Irvin) 13 (min) 14 (min) 15 REMARKS r lux) to 01 015 0.05 0.50 1S 0378 1.5 is TOA0 is 50 Taall.from1999Report 02 0.21 0A0 025 20 O. n 2.7 20 10.11 2.7 50 Tot* 4 from 1999 Report 0-3 054 0.00 025 14 0071 3.1 1247 0.50% Too TOT Inn 17,01 222 17.0 T** 4 from 1999 Report OA 013 000 0.25 330 O.00a 336 330 11.63 38.0 11.5 Tot* 4 from 1999 Report 05 0.11 0GO 0.25 276 0008 27.9 275 ltm 27..9 115 Taal 4 lmm 1989 Report O6 0.11 0.GO 025 2W O.OGt 381 20 11513 M.1 11.6 Tot* 1. from 1999 Repon A-1 1.55 1.71 0.SO 7,1 From EM Rot A-2 0.79 0n 045 6.7 From Mull,rr Eng, R A-3 0.13 002 0.x 50 From M08erE Rat Ai 065 0So 0.79 35 2.86% 3.26 0.2 n 10.19 02 50 From MA, Enl, FIX A-5 1.31 000 025 12.1 From MA. Enrot 4&1 0n 0.its 085 1SO Don 49 210 2.60% 2W 13 36o 12.M 51 6.1 wt4e 462 1.04 I 005 2<5 0019 35 50 2.00% 2.SO I'S 40 1275 50 50 L0118 463 0b 046 0.0 230 0015 3T 140 2.00% 2.90 08 370 12 Do 45 50 L014B 5X4 0.51 0.26 0.60 95 0.5 2 5 9S 10.S1 2.5 5.0 Lot SA-1 5K-2 TIM 0.41 0.48 200 0.5 44 100 0.80% 1.09 2.9 no 12.1T 7.3 7.3 Lot SA-2 5](43 1.54 0.03 0.28 NO 0.5 1.3 130 0.40% 1.40 1.5 430 12.32 0.9 8.9 Lot SAa H SUb a0.S3 H-1 021 041 140 0." 16.3 220 0.50% 1.% 27 350 12.00 loo 120 Tot* 4 from 1999 Report K2 ON 047 075 w 0.007 4.1 210 0.50% 1.> 2.6 240 11.33 6J ST ToW Ik from 199n Report H.3 Ob 0.48 0.96 270 0.50% to 34 - 270 1150 3.4 50 To' from from 19n9 Report F44 027 OAI 0.54 35 00N 42 260 0.50% 1.3a 3.2 295 11.84 ].4 ].4 Tor*41rom 1999 Pepart KS t8] 1.8] O.oS 10]5 0.55% IAO 12.8 10T5 159T 12.6 128 Tot*4from 1999 Report P M B 0.65 OOJ 0.25 140 0.014 167 140 O.W% 1.09 2A 280 11.56 18.8 11.E TOW k lrom t9o9 R6port 100 Yw Storm C (P6mx61 • 0.31 TOO Y. Storm CllmxrJlou6/• 1.00 a 1.25 OB-BASIN DATA INITIAUOVERIANO TIME 141 TMVEL TIME It) kOKECK IIIRR4NI7Fn R ACIK¢I TaW 4 FINAL k DESIO: 1 ToUl Arx tact 2 lm;Mmiou6 14a1 3 Com"640 Clm 4 LENGTH (fx1) 5 SLOPE ON) a 4 (.In) T LENGTH (fNt) 6 SLOPE (%) 0 VELOCITY RIM) 10 i (min) 11 TOTALLENGTH If"O 12 k•IU180)110 (min) 13 (min) 14 Iminl 15 REMARKS (ux) To O1 US 0.05 0.63 18 0278 1.2 t9 10.10 1.2 SO Tot* 4 from 1999 ftw 02 021 0.DO 0.31 20 0175 2.5 20 IoAl 2.5 50 Tot* 4from two Report 0-3 0.S4 0.Go 0.31 14 0.0714 29 1247 0.50% 1.09 19.07 1261 17.01 21.9 1TO Tot* 4 from IM RePon O< OA3 0.Go 0.31 330 0.0012 35.7 no 11.63 35.7 11.a Tat* 4from 1999 Repot OS 0.11 0.GO 0.31 275 00084 259 275 11.53 259 11.5 TOW 4 from 1998 Ropw O-0 O.11 0.Go 031 285 0.0035 35.3 285 11.58 3S3 116 To1*4from 1B80 Report A-1 136 171 1.12 21 From Mul., Eng, Rod A-2 070 0.23 057 1 87 From Mule EnorR A-3 0.13 002 045 5.0 From Mu6er E r R AA 0.65 0SO 099 35 2.05% 326 0.16 35 10.19 02 5.0 From M~ Enor A-5 1.31 aOD 031 10.00 5.0 From M M., Em Rot 4&t 116 065 I'M IN 0017 1.9 210 2.00% 160 2.19 360 12M 41 50 Lot 48 462 155 1.94 1.00 245 0 010 24 2W 2.00% 1 40 2.98 495 1275 53 53 Lot 48 49.3 0u 048 1GO 230 0015 25 140 200% 1.SO 1.30 370 12.06 3.8 50 L0148 U.1 0.51 0.155 0.23 95 0.5 1.7 95 10." 1.7 5.0 Lot 5A-1 5%-2 I.= 0Ax6xxT p.eo 200 OS &0 190 0.60% 1.6• 2.91 no 12.1T a.S 6.5 Lot SA-2 5%a 1.31 0.0303 0.11 300 0.S 6.8 130 0.40% 43o 12.39 6.9 6.8 Lot SA H Sue B. 5 K1 093 0.21 0.51 140 00083 139 220 0N% 131 2.74 %o 1200 16.6 120 TOI* IL from 11109 R000rt K2 aN 047 094 30 0.006] 1.2 210 050% 1.34 2.61 240 11.33 3 50 Tal*4from ImPort A.8 K3 046 0.36 1.00 270 0.50% 1.34 3.W 270 11.50 34 50 Tot* 4 from loin R•Imt H4 027 Oil 067 n 0034 3.2 aO O.SOX 1.> 3.23 205 11.64 64 6.4 Tot* I. tram 1o99 Report K5 1.87 1.8T t00 LOTS 0.55X IAO 12.M 1075 15.97 12.0 12.8 Tot* 4 from loon R6pon PoMB 0S5 0Go 0.31 IQ 00143 15.5 IQ 0.S 4 19N 2.14 2W 11.55 17.6 11.6 Td*4fitool 9 poll fen Loiu Y•• ferry IF Yxsrt4 AwlCYu-C•rneJ_44�6-IYILMtI F t i i ? R [Y� w f e- - w y r ?bE^ o r� za dall R v Is oeoeeo.-o-ory .- -o.o -3' s f »�tiaaass�.Asaa :t� -:s:ss �- eoceuu_oco---o .-- 0000-o i,ss ooe000000eeoeo .ea oepoao 00 ^ e-- o e . w: o o. y F` M A n All wI w �. M•� w.n -- i - w r� t G o {9` y n .•�I• 11= �..•a ..M� Flea n ♦ n.M-M1oO<c«<moovvw _w� � } T IM + p Tiilo 1 d ddd66ddG6domm d6dd66 I� J z Zy i s s t F ' as a u _ P J G ZSR 3 3 W y � P � _ n ! cr4- - dst � o - C - 1�- o0oo0e�non-w: wr< tines-_- b L nlr< rvn< -^- Le 88SB:w::88RSZS nlr w`P w w w wow w n w w a r n 0 inn :r.n :CS7CSSl SaA ` w I ,. 000000!00000ea r4rr -o-o LL ea•-N'^- wr-owo r�wl� y Fr wnNZ'N8^rww� ww wlrr �n.nu^- 1> e sw z� -�00 Ow0 Ono '�00<r'� nwhf��y�..rwwner S~rl__ _ _Lr n n r - n�n��n - .qn � - •I^IOi JIM l SUMMARY OF HYROLOGIC PARAMETERS Existing Conditions Basin ID Area (acres) C 2yr C 100yr 5X-1 0.51 0.60 0.75 5X-2 1.22 0.48 0.60 5X-3 1.54 0.26 0.33 PEAK DISCHARGE SUMMARY TABLE Existing Conditions Basin ID Area (acres) Q2YR (cfs) Q700YR (cfs) 5X-1 0.51 0.9 3.8 DP1 - 0.9 3.8 5X-2 1.22 1.5 6.7. DP2 - 1.5 6.7 5X-3 1.54 0.9 4.5 DP3 2.4 11.2 I 1 t PROPOSED CONDITIONS I I I I I I I SEAR•BROWN i Project: Lor- 5'o4 Project No. i83-oto By: Checked: - Date: i//�si Sheet - - of ao2i1✓ W P 3 w.4-L�c ii e V 0 7�P Q SA-Z a�r'R[nu� G yr r - 4 Z P4� ? VI Al 1AAe-,r DB A r_ Pmjaot TntlicOgrarbneBReel Factory Project No: 1634ISO RurloRCakulatlona 2 Yee Storm C(Pervbua)• 0.25 2 Year storm C(hryntrial• OAS Ct None Ra4cw drr OlmncenMMen ln)uw6 nprmvua tNOae. suo- w DATA 'NITWJOVERLANO TIME ttI TRAVEL TIME (1.1 I. CHECK IIIR ANVED A9N31 TO l k FINAL k DESIG: 1 Total Ma 1><1 2 onpervbua I.) 3 Competitor Ca 8 LENGTH (teat) 5 SLOPE (in 0 L (Iran) T LENGTH (fial 8 SLOPE (%) 9 VELOCITY Up.) 10 k (min) 11 TOTAL LENGTH Inep 12 k•(u1 BO)- 10 (mn) 13 Oman) U (min) 1s REMARKS (uae) 16 0.1 o.ls 005 05O IB 0,278 18 18 10,10 1.B 5.0 TOW Ik Rom 1999 Repo" 0.2 021 0.DO 0.25 20 OATS 2.7 20 10,11 21 5.0 Total k from 1999 Report 104 O.St 0.DO 0.25 11 Oan 3.1 1247 0.60% 1.09 tat 1201 V.01 22.2 120 TOW k pom 109 Report C4 0.13 0.DO 025 330 D.00a 39.9 330 11.83 386 118 TOW kmom 109 Report 0.5 0.11 0.00 0.25 275 0.008 27.9 275 11,53 27.9 115 TOM) k trom 1099 Report OE all a 00 0.25 285 O.DOa 38.1 1 205 11,58 381 11.6 TOW k all 1999 Report A-1 185 ill a if From MUM En Rpt 0 ] e5 6.T FromMUM n rR t 3 002 50 FmmMUM' rR5 050 0l9 35 256% 3 0 35 to 19 02 50 FmmMubr 0 R 1 0 025 12f Fmm MUler Ron 6 06 085 ISO OOII a9 10 200% 1.3 wo 1 00 61 61 LpMBa C�20799 1w 095 2a5 019 5 250 60 15 995j12.31 . 50 50 OtaO 6 Dts 095 230 ows 3T UO I % s0 08 3T0 a5 50 oNe 5 018 060 TO 1A 1. 3t5 0.50% 1.20 tit a131 63 0.] of 5A-1 a OA9 0.51 90 1.1 2 280 OSO 1.09a3 3T0 6.5 as Lot SAO 019 0.49 225 2.0 3.0 221- 3.0 30 Lot SAJ SA4 1.A2 OAS 0.4T 200 .0 6 250 OA .05 AO 00 6.8 69 Lot SA1H Sum Besn e H4 0,93 0,21 On 1a0 0008 163 no 050% 1.SO 2l Sao0 190 120 Total lk from 1999 Report H-2 0M 00 075 30 Owl <.1 210 050% 13a 2.6 2403 6J 6l TOW kRom 100 Report H-3 0 a8 0t6 095 2T0 050% 1.3a 3a 2l0 38 50 TOW k from 1999 Revert H 1 0.2] Ott O.Sa 35 OON t1 280 0.50% 1.3a 32 295a la ].t ToWk Mom Islas Report HS 18l 1,87 095 1075 055% 1a0 128 10757 12B 128 TOW k from 1999 Report Ppno8 085 0.00 025 140 001a 16.T 1a0 0.50% 109 21 280 lea 116 Toni k from 1999 Report I DO Year Storm C lPervbus)• 011 IN Year Sbrm C(Mnpanieut)• I.w CI 125 94SASN DATA WRNWVE0.lANG TIME III TRAVEL TIME ttl kCHECN MR ANVED p5N5I Total k FWAL k DESG: 1 Total Area lac) 2 belenlOYe Ix) 3 Compoaft Clm a LENGTH (Sect) 5 SLOPE IDR A i (.1.) T LENGTH (net) B SLOPE PAI 9 VELOCITY Itpe) 10 k (.in)' 11 TOTAL LENGTH (part) 12 I. (L W)'10 (min) 13 (min) la (min) 1s REMARKS (uwI 19 U1 0,15 0,05 063 18 0.278 1.2 18 10,10 1.2 50 TOMI, from INS Report P2 021 0.00 0.31 20 0.175 2.5 20 10.11 2.5 50 Tool k from 109 Report P3 0.511 000 0.31 la 00714 2.0 1241 0.50% 1,09 1901 1261 17.01 21.9 170 TOW%mom 109 Revert O-a 0.13 0.Do 031 no 000a2 357 330 11.83 357 11.8 Toldk Mom INS Roo" OS 0.11 0.Do 0.31 275 0.0084 25.D 275 11.53 25.9 115 TOW k from 100 Report 66 0.11 ON 0.31 285 0 MIS 353 285 11.58 35.3 118 TOW Ik mom 1999 Report A-t Ias 171 1.12 21 lFrorrMtrierEwRot A-2 079 1 0.23 057 1 67 Fmm MUM n rR t A-3 013 1 002 045 50 From Mubr n rR t A4 065 O50 099 35 280% 3 211 018 35 10.19 02 50 FromMuller n rR A-5 131 000 031 10.00 50 Fmm MUM n rR t 4B-1 1.16 065 IN 150 0017E24 210 2 % 160 219 360 1200. at 50 Lot aB 48-2 155 19a I 245 0019 250 200% ta0 298 a95 12T5 53 53 Lot eB a9-3 0ea 0 too no 001 3a0 2 % tan 130 3T0 1 fro ]6 50 Oros SA-1 0.1S 038 0.T6 TO 1.a 3" O.aO 1,20 8.T9 a13 .31 593 5.8 of SAA A 0.}a (too 0.6a W 1 280 O.B 1.09 a 28 3T0 12.05 60 B 0 Lot SA SAJ (La, On 1.00 225 2 225 125 0.5 50 at 5AJ A4 1.82 Ot3 AD 200 2 250 Ow% 1.05 3.97 450 1 12.50 6.3 1 6.3 LOt SA4 H SOm emn H-1 093 021 051 lap 0W83 139 no O50% 131 278 360 12,00 166 120 Total lc fine, 1999 Rn H-2 065 OO 0.94 30 00067 11 210 050% tat 2.61 240 11.33 3.8 5.0 Total l4 mom 1999 Report HJ O.aa 0 a8 1.00 270 O 50% 1.34 3.36 270 11.50 34 5.0 TOW 4 from 1999 Report HJ 0.2T 0,11 087 35 OOIa J 2 260 0.50% 1.7 3.23 295 11.64 64 6.y TOW L Man ISM Repo rt H-5 1.BT 1.B] 1.00 1075 0.55% 1 A0 12.60 1075 15.9T 128 12.6 TOW 4 mom ION Report Pond 0.85 000 031 140 0.0143 15.5 140 0.50% 1.09 2.14 260 11,56 176 110 Total p mom 1999 Report re, c.e�. s.. r.aN robr r,waawr rnrm.l_a.r-vl62aO: 11 pp 7 � 5 A� Z . aE� . o- ' h w W y 3 3 S iR - W� it css:os ➢;_ -�aaaax=:xs=- It csscss --o.o 11:11 0oo-ooe---._ coca-o }€g 311 s: Sxx9Rs __BSRAP0r M1�M1 rMM _hIl h— { a:Fs ;xxxxr: a0.r.�r.r.stsxe�casix o00000000000 oio 0000 eeeeoo �j ooM1Yw--..00-_ hr.. o�.e... y EY N.nryxhA^YN �YwIN Y.rr wYNw__ s - O x A n. N^ -- h N lftj 4 W er 3 W _ N W e O � t _ O �XR7t-: '�• I ��3� r �_ eesae e'^ner- <: as=-mrz gY' oeeaoe -000 - eeooee$o esedi I e s I sill p I 1 CI L Project: Ldi 5/%—Ti7,wo7oe 401'1 Project No. /fS -.sa WS�EAR. BROWN QJSJcz' nv� CT!"rm7w a/ O By: 5;� J Date • ii/40 // 7 CAS Checked: Sheet of _ ✓! /_ �ii.: ,rs (. Tic aoTJ� CiQ-e�Cv e.A47im / ' A./doir. Tr.! /4o,z5- f XP�Q CV 7Z; P7 %.c" — S ! r— ' Worksheet Worksheet for Trapezoidal Channel ' Project Description Worksheet North Swale Flow Element Trapezoidal Channe Method Manning's Formula Solve For Channel Depth ' Input Data Mannings Coefficient 0.030 ' Slope 0.005000 ft/ft Left Side Slope 6.00 H : V Right Side Slope 6.00 H : V Bottom Width 4,00 ft I Discharge 1.40 cfs t Results ' Depth 0.23 ft Flow Area 1.2 ftz Wetted Perimeter 6.81 ft ' Top Width 6.77 ft Critical Depth 0.14 ft Critical Slope 0,026532 ft/ft ' Velocity 1.13 ft/s Velocity Head 0.02 ft Specific Energy 0.25 ft Froude Number 0.46 ' Flow Type Subcritical Project Engineer Stanley Dunn ' unlaled.fm2 The Sear -Brown Group FlowMaster v6 1 (614k] 1 1/19/01 02.51 :26 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Worksheet Worksheet for Trapezoidal Channel ' Project Description ' Worksheet North Swale Flow Element Trapezoidal Channe Method Manning's Formula Solve For Discharge ' Input Data Mannings Coefficient 0.030 Slope 0.005000 ft/ft Depth 2.50 ft Left Side Slope 6.00 H : V ' Right Side Slope 6.00 H : V Bottom Width 4.00 ft Results ' Discharge 206.23 cfs �� S��- �-� ` `` C- Flow Area 47.5 ftz Wetted Perimeter 34.41 ft ' Top Width 34.00 ft Critical Depth 2.06 ft Critical Slope 0.012638 ft/ft Velocity 4.34 fUs Velocity Head 0.29 ft Specific Energy 2.79 ft Froude Number 0.65 Flow Type Subcritical I 11 Project Engineer: Stanley Dunn ' untitled.1m2 The Sear -Brown Group FlowMaster v6.1 [614k] 11/19/01 02:51:54 PM © Haestad Methods, Inc 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 - .01 THE SEAR -BROWN GROUP J�rapw&� I100 , (Aep,74iL CLIENT: Fr To Project No: i i 3- o s� Project: oPs Checked By: By: Date: Sheet: Of: e G i2r C �-r'j?1 ST f S 0"f•2 2— Acmes <r- ok� V=Z ,J 30. Ls �CGP 2v i�, rAl Fes= (/ Z z l��s D• ors 1,91 <<• 7t� mo& S7-5rn p MT e. Worksheet Worksheet for Irregular Channel Project Description ' Worksheet East Property S� Flow Element Irregular Channe Method Manning's Forma Solve For Channel Depth ' Input Data Slope 005000 f aft Discharge 8.32 cfs d a % r Options Current Roughness Methcwed Lotter's Method Open Channel Weighting rved Lotter's Method Closed Channel Weightini Horton's Method ' Results Mannings Coefficiei 0.019 Water Surface Elev 99.43 ft Elevation Range .88 to 100.00 Flow Area 3.8 ft' Wetted Perimeter 15.37 ft Top Width 15.32 ft Actual Depth 0.55 ft Critical Elevation 99.38 ft ' Critical Slope 0.008953 ft/ft Velocity 2.16 ft/s Velocity Head 0.07 ft ' Specific Energy 99,50 ft Froude Number 0.76 Flow Type Subcritical ' Roughness Segments Start End Mannings Station Station Coefficient ' 0+00 0+15 0 025 0+15 0+17 0,016 0+17 0+33 0.025 1 Natural Channel Points Station Elevation 0+00 100.00 0+15 99.00 0+16 98.88 0+17 99.00 0+33 100.00 Ll pY� w I 'SCXojt •Ltd Project Engineer: Stan E. Dunn, P.E. ' untitled.fm2 The Sear -Brown Group FlowMaster v6 1 [614k] 02/28/02 09 32:59 AM C Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 ' Worksheet Worksheet for Irregular Channel ' Project Description ' Worksheet East Property S% Flow Element Irregular ChannE Method Manning's Formi Solve For Channel Depth Input Data Slope 005000 ft/ft ' Discharg, 1.91 cfs L Options Current Roughness Methc�ved Lotter's Method Open Channel Weighting )ved Lotter's Method Closed Channel Weightin( Horton's Method ' Results Mannings Coefficiei 0.016 ' Water Surface Elev 99.20 ft Elevation Range .88 to 100.00 Flow Area 1.1 ftz Wetted Perimeter 8,12 ft Top Width 8.09 ft / Actual Depth 0.32 ft o w 1 :5 -0, `L� Critical Elevation 99.17 ft Critical Slope 0.007790 ft/ft Velocity 1.71 ft/s Velocity Head 0.05 ft Specific Energy 99.24 ft ' Froude Number 0.81 Flow Type Subcritical ' Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+15 0 025 0+15 0+17 0 016 0+17 0+33 0.025 ' Natural Channel Points Station Elevation ' (ft) (ft) 0+00 100.00 0+15 99.00 0+16 98.88 ' 0+17 99.00 0+33 100.00 1 Project Engineer: Stan E Dunn, P E untitled.1m2 The Sear -Brown Group FlowMaster v6 1 ]614k] ' 02/28/02 09 33 10 AM 1 Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 CLIENT: Project No:.e s-asp THE SEAR -BROWN GROUP Project: 7111-op le ass Checked By: By: Date: Sheet: Of: Worksheet Worksheet for Triangular Channel IProject Description I Worksheet Triangular Channe Flow Element Triangular Channe Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.016 ' Slope 005000 ft/ft Left Side Slope 0.00 H : V Right Side Slope 66.67 H : V ' Discharge 17.76 cfs Results ' Depth 0.47 ft Flow Area 7.2 ft' Wetted Perim, 31.50 ft Top Width 31.03 ft ' Critical Depth 0.45 ft Critical Slope 0.006276 ft/ft Velocity 2.46 ft/s Velocity Head 0.09 ft Specific Enerc 0.56 ft Froude Numb 0.90 Flow Type Subcritical Project Engineer: Stan E. Dunn. P.E untitled fm2 The Sear -Brown Group FlowMaster v6 1 [614k] 03/15/02 02:48 07 PM C{) Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 NOW SEAR -BROWN r Project: T M4� By: / Date:. Project No. Checked: Sheet o IWorksheet Worksheet for Triangular Channel Project Description ' Worksheet Private Drive Flow Element Triangular Char Method Manning's Fora Solve For Channel Depth Input Data Mannings Coeffic 0.016 ' Slope 005000 ft/ft Left Side Slope 0.00 H : V Right Side Slope 66.67 H : V Discharge 14.26 cfs Results ' Depth 0.43 ft Flow Area 6.1 ft2 Wetted Perim( 29.01 ft Top Width 28.58 ft ' Critical Depth 0.41 ft Critical Slope 0.006462 ft/ft Velocity 2.33 ft/s ' Velocity Head 0.08 ft Specific Enerc 0.51 ft Froude Numb 0.89 Flow Type 5ubcritical 1 �l Project Engineer: Stan E Dunn, P E. ' untitled.fm2 The Sear -Brown Group FlowMaster v6 1 [614k] 02/28/02 09:37.21 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Project • Lo r- SC — mow= opS Project No, f LS - • 45�c& Mae SEAR - BROWN O.�tc r+ vt 1 I By: Date: oft, /G1 �o r C. cp 7 �— CIC roc. = /G . o CY S l ZO 4 {t�, ?O u r&-N Checked: Sheet o k2c.k-- 1,,r t_�— I�.t, • w r S' t -r� ut� 2li N /-Gc pz'ny .n. C b� v 1" Sr-✓C /ti4— C /lam/ell 4= aC 0.7 w 0.6 z 0.5 z 0.2 0 z 0 c 0. I IT I 11 EXAMPLE I I I 1 I 0.0 0 1 2 3 4 FLOW INTO INLET PER S0. FT. OF OPEN AREA (CFS/FT2) Figure 5-3 CAPACfTY OF GRNATED INLET IN SUMP (From: Wright -McLaughlin Engineers, 1969) z MAY 1984 5-1 1 DESIGN CRI i =RlA Project: BPS Project No. IP3 _csc� M`oo�S E AR• BROWN By �- Date:/?ti / L Checked: Sheet of 95 Ooof Scs-v c—r� �/. J/. L p No.)O� S� / Nt �i�o u�..-t-� �r S " b% r Oi t. C/ Grr7 OL [ iZrJG.t w S�j UO'►/'P7 r"/'/1, o"S" : G/` ego. #10i '4o`.J / &� C o� (1k (et c�o r� Coo-t ✓ cam^ �OLJTIO�✓• 771 [ -i O N S tV o &v 4--F7 D^J O� bNZ�hC�C— C�7Oci�✓C T2 to Jc� /G , + .� c-� -� GiL�✓ % Ste, r /[.c NG[' ��/-CSC-" /QdylZ LNTi Up!�6kL /8 3 -050 2/?-%2 Syji Li' • 56 046 ® 36 015 014 013 655 ® 45 035 'h \ �7 05 �3 Pwi 40 120 �Pum ` �� u J< i ..l`I Y 20;. 17 r;' a\ . W60_%-,g B 050 ;'igZ V 40 ®4_ 30 �" ® 110 16 100� 12 ®so.40-1i'� 0 l00 070 i I I 4� 1 aC © 10 L : Jsr< f !B:5 -OSo/ QFTp �GSExic ewer System Summary 9 Title: 183-050 Description: Fort Collins Streets Facility ................... -.............. -.......................................... --- �ewer System Information Maximum Buried Depth (FT): 20 Minimum Pipe Diameter (IN): 15 Maximum Velocity in the Sewer (FPS): 20 ' Minimum Velocity in the Sewer (FPS): 3 Maximum Flow Depth to Sewer Size Ratio: 0.9 Minimum Trench Width (FT): 2 Trench Slide Slope z (1V:zH): 1 ' Maximum Rural Overland Flow Length (FT): 500 Max Urban Overland Flow Length (FT): 500 Urbanization Factor: 0.2 .......................... -................. -----------............ -............ �ainfall Parameters Rainfall Return Period (Years): 2 Rainfall Calculation Method: Table Method ' Rainfall Values: 5 Minutes: 2.85 10 Minutes: 2.21 20 Minutes: 1.61 ' 30 Minutes: 1.3 40 Minutes: 1.07 60 Minutes: 0.82 120 Minutes: 0.49 ------------------------------------------------------------------------ anhole Network Information +---------+---------+---------+---------+---------+---------+ 'IManhole I I I I I I IID lout IIn 1 IIn 2 IIn 3 IIn 4 I +---------+---------+---------+---------+---------+---------+ I20 11 12 10 10 10 I ------+---------+---------+---------+---------+---------+ 130 12 14 13 10 10 I +---------+---------+---------+---------+---------+---------+ 40 14 16 15 10 10 I F------+---------+---------+---------+---------+---------+ 1 150 16 18 17 10 10 I +---------+---------+---------+---------+---------+---------+ F60 18 19 10 10 10 1I --------+---------+---------+---------+---------+---------+ 170 19 I10 10 10 10 I +---------+---------+---------+---------+---------+---------+ t180 I10 I11 10 10 10 I ------+---------+---------+---------+---------+---------+ 190 I11 112 10 10 10 I +---------+---------+---------+---------+---------+---------+ 13 F35 ........ 13 1-- 10 10 10 I 145 15 114 10 10 10 I +---------+---------+---------+---------+---------+---------+ 55 17 115 10 10 10 I0 I ---------+---------+---------+---------+---------+---------+ I100 112 116 10 10 10 I +---------+---------+---------+---------+---------+ 1110 116 117 10 10 10 I ....... --+---------+---------+---------+---------+---------+ 110 10 11 10 10 10 F------+---------+---------+---------+---------+---------+ 36 113 10 10 10 10 I +---------+---------+---------+---------+---------+---------+ 146 114 10 10 10 10 I ------+---------+---------+---------+---------+---------+ 156 115 10 10 10 10 I +---------+---------+---------+---------+---------+---------+ 1120 117 10 10 10 10 I --------+---------+---------+---------+---------+---------+ -------------------------------------------------------------------------------- F.nhole Information +---------+---------+---------+---------+---------+---------+---------+ Manhole (Ground (Known (Local (Drainage (Avg I I �ID-------IElevationlFlow 1Contrib. (Area 1Runnoff CIC5 I +---------+---------+---------+---------+---------+---------+ 120 14950.5 121 120.7 110.0 10.10 10.00 I +---------+---------+---------+---------+---------+---------+ 30 14951.5 121 120.7 110.0 10.10 10.00 I ---------+---------+---------+---------+---------+---------+---------+ 140 14952,15 120 119.6 110.0 10.10 10.00 I -+---------+---------+---------+---------+---------+---------+ 50 14952,53 116 116.1 110.0 10.10 10.00 I ---------+---------+---------+---------+---------+---------+---------+ 60 14952.5 115 114.6 110.0 10.10 10.00 I ---------+---------+---------+---------+---------+---------+---------+ 70 14954.2 115 114.6 110.0 10.10 10.00 I +---------+---------+---------+---------+---------+---------+---------+ 80 14955.0 111 110.7 110.0 10.10 10.00 1 ------+---------+---------+---------+---------+---------+---------+ 90 14955.5 16 16.3 110.0 10.10 10.00 I +---------+---------+---------+---------+---------+---------+---------+ 35 14946,57 11 11.3 110.0 10.10 10.00 1 --------+---------+---------+---------+---------+---------+---------+ 45 14951.7 14 13.5 110.0 10.10 10.00 I +---------+---------+---------+---------+---------+---------+---------+ 55 14951.5 14 13.5 110.0 10.10 10.00 I -----+---------+---------+---------+---------+---------+---------+ 100 14956,68 11 11.2 110.0 10.10 10.00 I +---------+---------+---------+---------+---------+---------+---------+ 110------14956,68 11 11.2 110.0 10.10 10.00 I +---------+---------+---------+---------+---------+---------+ 10 14946.0 121 121.1 110.0 10.10 10.00 I +---------+---------+---------+---------+---------+---------+---------+ 36 14948957 11 11.3 110.0 10.10 10.00 I ---------+---------+---------+---------+---------+---------+---------+ 146 14947.51 14 13.5 110.0 10.10 10.00 1 +---------+---------+---------+---------+---------+---------+---------+ 56 14951.5 14 13.5 I10.0 10.10 10.00 10 1 --------+---------+---------+---------+---------+---------+---------+ 1120 14956,68 11 11.2 110.0 10.10 10.00 I ------------------------------------------------------------- Sub-Basin Information -----+---------+---------+---------+---------+ Manhole (Overland (Overland IGutter (Gutter I 1ID (Length ISlope (Length (Velocity I 1- - - - - - - - T - - - - - - - - - + - - - - - - - - - + - - - - - - - - - + - - - - - - - - - + 20 1010 10,0 1010 10,0 1 + - - - - - - - - - + - - - - - - - - - + - - - - - - - - - + - - - - - - - - - + - - - - - - - - - + 130 10.0 10.0 10.0 10.0 1 --------+---------+---------+---------+---------+ 40 10.0 10.0 10.0 10.0 1 +---------+---------+---------+---------+---------+ 150 10.0 10.0 10.0 10.0 1 - - - - - - + - - - - - - - - - + - - - - - - - - - + - - - - - - - - - + - - - - - - - - - + 160 10.0 10.0 10.0 10.0 1 +---------+---------+---------+-------------------+ 11 170 IO.G 10.0 10.0 10.0 1 ------+---------+---------+---------+---------+ 80 10.0 10.0 10.0 10.0 1 +---------+---------+---------+---------+---------+ 90 10.0 10.0 10.0 10.0 1 ---------+---------+---------+---------+---------+ 135 10.0 10.0 10.0 10.0 1 --------------------------------------------------- 1 45 10.0 10.0 10.0 !0.0 1 ........ - + - - - - - - - - - + - - - - - - - - - + - - - - - - - - - T - - - - - - - - - + 155 10.0 10.0 10.0 10.0 1 -----+---------+---------+---------+---------+ I100 10.0 10.0 10.0 10.0 1 +---------+---------+---------+---------+---------+ I110 10.0 10.0 10.0 10.0 1 ------+---------+---------+---------+---------+ I10 10.0 10.0 10.0 10.0 1 +---------+---------+---------+---------+---------+ 136 10.0 10.0 10.0 10.0 1 ----.... +---------+---------+---------+---------+ 146 10.0 10.0 10.0 10.0 1 +---------+---------+---------+---------+---------+ 156 10.0 10.0 10.0 10.0 1 ---------+---------+---------+---------+---------+ 1120 10.0 10.0 10.0 10.0 I +---------+---------+---------+---------+---------+ t------------------------------------------------------------------------------- Sewer Design Parameters -------+---------+---------+---------+---------+---------+---------+ (Sewer ISewer (Sewer (Upstream IMannings (Bend IMain I IID ILength ISlope (Crown IRoughnesslLoss CoeflLoss Coefl +---------+---------+---------+---------+---------+---------+---------+ 2 1114.0 10.24 14949.07 10.013 10.38 10.0 1 --------+---------+---------+---------+---------+---------+---------+ 14 1340.0 10.24 14949,92 10.013 10.25 10.0 1 +---------+---------+---------+---------+---------+---------+ r!16��1400,0 10.24 14950,91 10.013 10.25 10.0 I ---------+---------+---------+---------+---------+---------+---------+ 18 1165.0 10.24 14951,34 10.013 10.25 10.0 1 tW7-----+---------+---------+---------+---------+---------+---------+ 201,0 10.24 14951,42 10.013 10.05 10.0 1 +---------+---------+---------+---------+---------+---------+---------+ I10 1322.0 10.24 14951.7 10.013 10.05 10.0 1 +---------+---------+---------+---------+---------+---------+---------+ I11 1269.0 10.5 14952,89 10.013 10.05 10.0 1 +---------+---------+---------+---------+---------+---------+---------+ 13 160.0 10.2 14947.72 10.013 11.33 10.0 I +---------+---------+---------+---------+---------+---------+---------+ 15 115.0 10.4 14948.76 10.013 11.33 10.0 I +---------+---------+---------+---------+---------+---------+---------+ 17 171.0 10.4 14950.0 10.013 11.33 10.0 I +---------+---------+---------+---------+---------+---------+---------+ 112 1262.0 10.17 14953,34 I0.013 10.05 10.0 1 +---------+---------+---------+---------+---------+---------+---------+ 116 166.0 10.17 14953,45 10.013 10.1 10.0 1 +---------+---------+---------+---------+---------+---------+---------+ I1 1112.0 10.24 14948,77 10.013 I1.0 10.0 1 +---------+---------+---------+---------+---------+---------+---------+ -- 0.013 10.25 10.0 1 +---------+0------+0--------+4947_72-.---------+---------+---------+ 114 10.1 10.4 14948.76 ;0.013 11.33 10.0 1 + - - - - - - - - - + - - - - - - - - - + - - - - - - - - - + - - - - - - - - - T - - - - - - - - - + - - - - - - - - - + - - - - - - - - - + 115 10.1 10.4 14950.0 10.013 11.33 10.0 1 - - - - - - - - - + - - - - - - - - - + - - - - - - - - - + - - - - - - - - - + - - - - - - - - - + - - - - - - - - - + - - - - - - - - - + 117 10.1 10.17 14953.45 10.013 10.25 10.0 1 +---------+---------+---------+------------------+---------+---------+ t............................... ................................... .......... Sewer Sizing Parameters +---------+---------+---------+---------- =ISewer ISewer ]Diameter ISpan IID 1Shape for Heightlor Width --------+---------+---------+---------T 1 2 F+---------+---------+---------+---------+ (Round 130.0 IN/A I 14 (Round 130.0 IN/A I +---------+---------+---------+---------+ 16 (Round 130.0 IN/A I +---------+---------+---------+ (Round 130.0 IN/A I --------+---------+---------+---------+ 19 (Round 124.0 IN/A I +---------+---------+---------+ 10 (Round 118,0 IN/A I ---------+---------+---------+---------+ ill (Round 11510 IN/A -------+---------+---------+---------+ 3 (Round 112.0 IN/A I +---------+---------+---------+---------+ 15 (Round 115.0 IN/A I -------+---------+---------+---------+ 17 (Round 115.0 IN/A I +- ...... --+---------+---------+---------+ 112 (Round 115.0 IN/A I ------+---------+---------+---------+ 116 (Round 115.0 IN/A I +---------+---------+---------+---------+ I1 (Round 130.0 IN/A I ------+---------+---------+---------+ 113 (Round 112.0 IN/A I +---------+---------+---------+---------+ 14 (Round 115.0 IN/A I ------+---------+---------+---------+ 115 (Round 115.0 IN/A I +---------+---------+---------+---------+ I17 (Round 115.0 IN/A I ---------+---------+---------+---------+ 11 I I I NeoUDS Results Summary Page 1 of 8 I NeoUDS Results Summary FL Ll Project Title: 183-050 Project Description: Fort Collins Streets Facility Output Created On: 2/20/2002 at 10:24:08 AM Using NeoUDSewer Version 1.0.52 Beta Release. Rainfall Intensity Table Used. Return Period of Flood is 2 Years. Sub Basin Information Time of Concentration Manhole Basin Overland Gutter Basin Rain I Peak Flow ID # Area * C (Minutes) (Minutes) Minutes (Inch[Hour) (CFS) 20 1.00 5.0 0.0 0.0 2.85 20.7 30 1.00 5.0 0.0 0.0 2.85 20.7 40 1.00 5.0 0.0 0.0 2.85 19.6 50 1.00 5.0 0.0 0.0 2.85 16.1 60 1.00 5.0 0.0 0.0 2.85 14.6 70 1.00 5.0 0.0 0.0 2.85 14.6 80 1.00 5.0 0.0 0.0 2.85 10.7 90 1.00 5.0 0.0 0.0 2.85 6.3 35 1.00 30.0 0.0 0.0 1.30 1.3 45 1.00 5.0 0.0 0.0 2.85 3.5 55 1.00 5.0 0.0 0.01 2.85 3.5 100 1.00 34.8 0.0 0.01 1.19 1.2 110 1.00 34.8 0.0 0.01 1.19 1.2 10 1.00 5.0 0.0 0.0 2.85 21.1 36 1.00 30.0 0.0 0.0 1.30 1.3 46 1.00 5.0 0.0 0.0 2.85 3.5 56 1.00 5.0 0.0 0.01 2.85 3.5 120 1.00 34.8 0.0 0.0 1.19 1.2 The shortest design rainfall duration is 5 minutes. For rural areas. the catchment time of concentration is always => 10 minutes. For urban areas. the catchment time of concentration is always => 5 minutes. At the first design point, the time constant is <_ (1 O+Total Length/ 180) in minutes. When the weighted runoff coefficient => 0.2, then the basin is considered to be urbanized. When the Overland Tc plus the Gutter Tc does not equal the catchment Tc, the above criteria supercedes the calculated values. file://C:\Program%20Files\NeoUDSewer\Reports\3223362248.htm 2/20/2002 NeoUDS Results Summary Page 2 of 8 Summary of Manhole Hydraulics Manhole ID # Contributing Area * C Rainfall Duration (Minutes) Rainfall Intensity (Inch/Hour) Design Peak Flow Ground Elevation (Feet) Water Elevation (Feet) Comments 20 17 ).).611 1.22 20.7 4950. 00 4948.78 30 16 30.211 1.29 20.7 4951.50 4949.18 40 501 601 13]1 1011 :7]1 23.3 20.0 12.01 1.51 1.61 2.09 19.61 16.11 14.61 4952.15 4952.53 4952.50 4950.04 4951.17 4951.46 701 :6]1 8.21 2.43 14.6 4954.20 4952.11 Surface 80 5 11.1 2.14 10.7 4955.00 4955.23 Water Present Surface 90 4 21.0 1.58 6.3 4955.50 4957.96 Water Present Surface 35 2 90.9 0.65 1.3 4948.57 4949.55 Water Present 45 2JI 17.711 1,7513.51 4951.70 4950.38 Surface 55 2 17.7 1.75 3.5 4951.50 4951.60 Water Present Surface 100 3 137.0 0.40 1.2 4956.68 4958.45 Water Present Surface 110 2 100.9 0.60 1.2 4956.68 4958.47 Water Present Surface 10 0 0.0 0.00 21.1 4946.00 4947.00 NVater Present Surface 36 1 30.0 1.30 1.3 4948.57 4949.56 Water Present Surface 46 123 5.0 2.85 3.5 4947.51 4950.54 Water Present F56 1.23 5.0 2.85 [3]5 4951.50 F4951777 Surface Water file : //C :\Program%20F iles\NeoUD Sewer\Reports\3 223 3 62248. htm 2/20/2002 NeoUDS Results Summary Page 3 of 8 UPresent Surface 120 1 34.8 1.19 1.2 4956.68 4958.47 Water Present Summary of Sewer Hydraulics Round and arch sewers are measured in inches. ' Box sewers are measured in feet. Calculated diameter was determined by sewer hydraulic capacity. Suggested diameter was rounded up to the nearest commercially availible size All hydraulics where calculated using the existing parameters. If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations. Se��er ID Design Flow (CFS) Full Flow (CFS) Normal Depth (Feet) Normal Velocity (FPS) Critical Depth (Feet) Critical Velocity FPS) Full Velocity (FPS Froude Number Comment 0 20.7 20.1 2.50 4.2 1.54 6.5 4.2 N/A tile://C:\Program%20Files\NeoUDSewer\Reports\.3223362248,htm 2/20/2002 NeoUDS Results Summary Page 4 of 8 A Froude number = 0 indicated that a pressured flow occurs. Summary of Sewer Design Information file:/,'C:\Program%20Files\NeoUDSewer\Reports\3223362248.htm 2/20/2002 NeoUDS Results Summary Page 5 of 8 12 0.17 4952.091 4951.64 3.341 2.61 ISe\ver Too Shallowl 16 0.17 4952.201 4952.09 3.231 3.3411sewer Too Shallow 1� 0.24 4946.271 4946.00 1.73 -2.50 Sever Too Shallow 13 0.20 4946.721 4946.72 0.85 0.85 Setiver Too Shallcm 14 0.40 4947.511 4947.51 -1.251 2.94 ISewerToo Shallow 15 0.40 4948.751 4948.75 1.501 1.50 Se« cr Too Shal log\ 17 0.17 4952.20 4952.20 3.23 3.23 Seer "I oo Shallo�� Summary of Hydraulic Grade Line Crown Elevation IF Water Elevation Sewer ID # Sewer Length (Feet) Surcharged Length (Feet) Upstream (Feet) Downstream (Feet) Upstream (Feet) Downstream (Feet) Condition 2� 114 114 4949.07 4948.80 4949.18 4948.78 Pressured ® 340 340 4949.921 4949.10 4950.04 4949.18 Pressured © 400 247.5 4950.911 4949.95 4951.17 4950.04 Subcritical ® 165 165 4951.34 4950.94 4951.461 4951.17 Pressured �9 201 2071 4951.421 4950.94 4952.11 4951.46 Pressured 10 322 322 4951.701 4950.93 4955.23 4952.11 Pressured 11 269 269 4952.89 4951.5411 4955.23 Pressured 3� 60 6011 4947.6011 4949.18 Pressured 5� 15 15 4948.761 4948.7011 4950.04 Pressured �7 71 71 4950.001 4949.72 4951.601 4951.17 Pressured 12 262 262 4953.34 4952.89 4958.451 4957.96 Pressured 16 66 6611 4953.34 4958.471 4958.45 Pressured 1� 112 1 22 4948.771 4948.5011 4947.00 Pressured 13 0.1 0.1 4947.721 4947.7211 4949.55 Pressured 14 0.1 0.1 4948.761 4948.7611 4950.38 Pressured 15 0.1 0.111 4950.0011 4951.60 Pressured 17 0.1 0.1 4953.45 4953.45 4958.47 4958.47 Pressured Summary of Energy Grade Line Upstream Manhole Juncture Losses Downstream Manhole file://C:\Program%20Files\NeoUDSewer\Reports\3223362248.htm 2/20/2002 I NeoUDS Results Summary Page 6 of 8 17 Bend loss = Bend K * Flowing full vhead in sewer. Lateral loss = Outflow full vhead - Junction Loss K * Inflow full vhead. A friction loss of 0 means it was negligible or possible error due to jump. Friction loss includes sewer invert drop at manhole. Notice: Vhead denotes the velocity head of the full flow condition. A minimum junction loss of 0.05 Feet would be introduced unless Lateral K is 0. Friction loss was estimated by backwater curve computations. Summary of Earth Excavation Volume for Cost Estimate file://C:\Program%20Files\NeoUDSewer\Reports\3223 362248.htm 2/20/2002 I NeoUDS Results Summary Page 7 of 8 I Upstream Trench Downstream Trench Width Width Sewer ID # On Ground At Invert On Ground (Feet) At Invert (Feet) Trench Length Wall Thickness Earth Volume (Cubic (Feet) (Feet) (Feet) (Inches) Yards) �2 8.8 5.11 7.3 5.11 1141 3.50]1 129 ® 8.411 8.7 5.11 34011 3.5011 410 ©1 7,215.11 8,315.11 40011 3,5011 435 ® 6.2 7.1 5.1 165 3.50 155 �9 9.111 6.6 4.5 201 3.0011 197 101 9.711 9.611 332211 2,5011 368 111 8.111 9,813.61 269 2.2511 263 4.411 10.5 3.31 60]1 2.001 47 0 8.8 3.6 9,813.61 1511 2.25 1 15 �7 5.91 8.5 3.6 7]11 2.25 51 12 9.611 8.1 3.6 26211 2 25 251 16 9.3 13.61 9,611 6611 2.25 1 70 �11 7.411 5.111 11211 3.50 101 13I 4,4i3.31 4.411 0.]11 2,0011 0 141 0.411 8.811 0,111 2.2,151 0 151 5,913.61 5.9 3.61 0-111 2.2511 0 17 9.3 3.6 9.3 3.6 0.1 2.25 0 Total earth volume for sewer trenches = 2492.79 Cubic Yards. The earth volume was estimated to have a bottem width equal to the diameter (or width) of the sewer plus two times either 1 foot for diameters file://C:\Program%20Files\NeoUDSewer\Reports'32? 3362248.htm 2/20/2002 NeoUDS Results Summary Page 8 of 8 ' less than 48 inches or 2 feet for pipes larger than 48 inches. If the bottom width is less than the minimum width, the minimum width was used. The backfill depth under the sewer was assumed to be 1 foot. ' The sewer wall thickness is equal to: (equivelant diameter in inches/12)+1 I r I F P r-i ' file://C:\Procyram%20Files\NeoUDSewer\Reports\3223362248.htm 2/20/2002 b P PREVIOUS STORM SEWER ANALYSIS ' (Updated per CDOT Construction) Fl 1 J Cuu+T _VAUeN T IT P %.Y E JQS NOA. 16 :`K'. ►POJEGT � C�:CUUT:CMiRCP 5�-�`�' � P�� Englneering Consultants a w.os/ CATE3 MECKl0lY o,TE %MEET 22 osso a 4 or r— —.. .._ .. .. ..•�'�0116 �� IL Tot qc% GA A )a Ili OKY C4 a Lot Ole Lio 00 C ; PTO: 1 • - lair 0 QN n!' 4. Kcat .2 9 0 -� a ' STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL Developed by Civil Eng. Dept, U. of Colorado at Denver Metro Denver Cities/Counties 8 UDFCD Pool Fund Study ..•• .. •- •_ USER:RDB-Fort Collins -Colorado.. ON DATA 06-28-1999 AT TIME 15:15:37 VERSION=01-17-1997 ' *** PROJECT TITLE :Fort Collins Streets Facility - Storm Sewer *** RETURN PERIOD OF FLOOD IS 2 YEARS - The 1993 phase of design used the 2-year event to size the storm sewer. The same methodology is continued in this analysis of the ' entire storm sewer system. (Design flow hydrology not calculated using UDSEWER) *** SUMMARY OF HYDRAULICS AT MANHOLES MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION '-__----.-- MINUTES INCH/HR CFS FEET ----FEET__ .--.-10.00 19.40 50.00 47.00 OK 20.00 19.00 50.50 48.08 OK 30.00 19.00 51.50 48.47 OK ' 40.00 17.90 52.15 49.50 OK 50.00 14.40 52.53 50.22 OK 60.00 12.90 52.50 50.55 OK 70.00 12.90 52.50 50.57 OK ' 80.00 8.46 54.00 50.84 OK - Q2 is less than 1993 report. 90.00 6.39 55.15 51.43 OK 95.00 1.45 50.54 51.44 NO 55.00 3.50 51.50 50.78 OK 56.00 3.50 51.50 50.94 OK 45.00 3.50 51.70 49.91 OK 46.00 3.50 51.70 50.08 OK 35.00 1.30 48.32 48.94 NO 36.00 1.30 48.32 48.95 NO ' OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION *** SUMMARY OF SEWER HYDRAULICS NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= 1 -----------------------------------------------_--_-_--_--_--_---_--_-_-- SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE) WIDTH ID N0, ID NO. (IN) (FT) (IN) (FT) (IN) (FT) (FT) 1.00 20.00 10.00 ROUND 29.38 30.00 30.00 0.00 2.00 30.00 20.00 ROUND 29.38 30.00 30.00 0.00 3.00 35.00 30.00 ROUND 11.12 15.00 12.00 0.00 ' 4.00 40.00 30.00 ROUND 28.73 30.00 30.00 0.00 5.00 45.00 40.00 ROUND 14.16 15.00 15.00 0.00 6.00 50.00 40.00 ROUND 26.48 27.00 30.00 0.00 7.00 55.00 50.00 ROUND 14.16 15.00 15.00 0.00 8.00 60.00 50.00 ROUND 25.41 27.00 30.00 0.00 ' 9.00 70.00 60.00 ROUND 25.41 27.00 30.00 0.00 10.00 80.00 70.00 ROUND 21.69 24.00 24.00 0.00 11.00 90.00 80.00 ROUND 19.53 21.00 24.00 0.00 12.00 95.00 90.00 ROUND 11.20 15.00 15.00 0.00 13.00 36.00 35.00 ROUND 11.12 15.00 12.00 0.00 14.00 46.00 45.00 ROUND 14.16 15.00 15.00 0.00 15.00 56.00 55.00 ROUND 14.16 15.00 15.00 0.00 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES ' DIMENSION UNITS FOR BOX SEWER ARE IN FEET REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE, FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, ' EXISTTNG SIZE WAS USED I� ------------------------------------------------------------------------- ------ SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT ID FLOW 0 FULL 0 DEPTH VLCITY DEPTH VLCITY VLCITY N0. ' --NUMBER- CFS CFS FEET FPS FEET FPS FPS 1.0 19.0 20.1 1.93 4.67 1.47 6.31 3.87 0.59 V-OK 2.0 1980 20.1 1.93 4.67 1.47 6.31 3.87 0.59 V-OK 3.0 1.3 1.6 0.69 2.27 0.50 3.34 1.66 0.51 V-LOW ' 4.0 17.9 20.1 1.83 4.64 1.43 6.16 3.65 0.62 V-OK 5.0 3.5 4.1 0.89 3.75 0.75 4.53 2.85 0.73 V-OK 6.0 14.4 20.1 1.56 4.46 1.30 5.59 2.93 0.68 V-OK 7.0 3.5 4.1 0.89 3.75 0.75 4.53 2.85 0.73 V-OK 8.0 12.9 20.1 1.45 4.36 1.24 5.29 2.63 0.70 V-OK 9.0 12.9 20.1 1.45 4.36 1.24 5.29 2.63 0.70 V-OK 10.0 8.5 11.1 1.31 3.89 1.05 5.07 2.69 0.64 V-OK 11.0 6.4 11.1 1.09 3.66 0.90 4.65 2.03 0.69 V-OK ' 12.0 1.5 3.2 0.59 2.53 0.50 3.19 1.18 0.66 V-LOW 13.0 1.3 1.6 0.69 2.27 0.50 3.34 1.66 0.51 V-LOW 14.0 3.5 4.1 0.89 3.75 0.75 4.53 2.85 0.73 V-OK 15.0 3.5 4.1 0.89 3.75 0.75 4.53 2.85 0.73 V-OK ' FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM x(FT) (FT) (FT) (FT) ____ ____________ 1.00 0.24 46.27 46.00 1.73 1.50 OK 2.00 0.24 46.57 46.30 2.43 1.70 OK ' 3.00 0.20 46.72 46.60 0.60 3.90 NO 4.00 0.24 47.42 46.60 2.23 2.40 OK 5.00 0.40 47.51 47.45 2.94 3.45 OK 6.00 0.24 48.41 47.45 1.62 2.20 OK ' 7.00 0.40 48.73 48.45 1.52 2.83 OK 8.00 0.24 48.84 48.45 1.16 1.58 OK 9.00 0.24 48.90 48.88 1.10 1.12 OK 10.00 0.24 49.40 48.95 2.60 1.55 OK 11.00 0.24 50.34 49.55 2.81 2.45 OK 12.00 0.24 50.54 50.49 -1.25 3.41 NO 13.00 0.20 46.72 46.72 0.60 0.60 NO 14.00 0.40 47.51 47.51 2.94 2.94 OK 15.00 0.40 48.73 48.73 1.52 1.52 OK ' OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 1 FEET *** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW ID NUMBER LENGTH LENGTH UPSTREAM ONSTREAM UPSTREAM DNSTREAM CONDITION FEET FEET FEET FEET FEET FEET 1.00 112.00 0.00 48.77 48.50 48.08 47.00 SUBCR 2.00 114.00 0.00 49.07 48.80 48.47 48.08 SUBCR 3.00 60.00 60.00 47.72 47.60 48.94 48.47 PRSS'ED 4.00 340.00 0.00 49.92 49.10 49.50 48.47 SUBCR 5.00 15.00 15.00 48.76 48.70 49.91 49.50 PRSS'ED 6.00 400.00 0.00 50.91 49.95 50.22 49.50 SUBCR 7.00 71.00 71.00 49.98 49.70 50.78 50.22 PRSS'ED 8.00 161.00 0.00 51.34 50.95 50.55 50.22 SUBCR ' 9.00 8.00 0.00 51.40 51.38 50.57 50.55 SUBCR 10.00 187.00 0.00 51.40 50.95 50.84 50.57 SUBCR 11.00 329.21 0.00 52.34 51.55 51.43 50.84 SUBCR 12.00 20.00 0.00 51.79 51.74 51.44 51.43 SUBCR ' 13.00 0.10 0.10 47.72 47.72 48.95 48.94 PRSS'ED 14.00 0.10 0.10 48.76 48.76 50.08 49.91 PRSS'ED 15.00 0.10 0.10 49.98 49.98 50.94 50.78 PRSS'ED 1 PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW ' *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS ------------------------------------------------------------------------------- ' UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY ID NO ID NO, ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID FT ------------------------------------------------------------------------------- ' 1.0 20,00 48.45 1.45 1,00 0.00 0,00 0,00 10.00 47.00 2.0 30.00 48,84 0.30 0,38 0.09 0,00 0.00 20,00 48,45 3.0 35.00 48.98 0,08 1,33 0,06 0,00 0,00 30.00 48.84 4.0 40.00 49.83 0.75 0.25 0,05 0.25 C.18 30.00 48.84 5.0 45.00 50,04 0.04 1.33 0,17 0,00 0,00 40,00 49,83 ' 6.0 50.00 50.53 0,49 0.25 0,03 0,25 0.17 40.00 49.83 7.0 55,00 50,90 0.21 1.33 0,17 0.00 0.00 50,00 50,53 8.0 60.00 50,80 0,14 0.25 0.03 0.25 0.11 50,00 50,53 9.0 70.00 50,80 0.00 0.05 0,01 0.00 0.00 60,00 50,80 ' 10.0 80.00 51,03 0,23 0.05 0,01 0.00 0.00 70,00 50,80 11.0 90.00 51.64 0.61 0.05 0.00 0.00 0.00 80.00 51.03 12.0 95,00 51,48 0,00 0.05 0.00 0.00 0.00 90.00 51.64 13.0 36.00 48,99 0,00 0.25 0,01 0.00 0.00 35,00 48,98 14.0 46.00 50,21 0.00 1.33 0.17 0.00 0.00 45,00 50,04 ' 15.0 56.00 51,07 0.00 1.33 0.17 0.00 0.00 55,00 50,90 BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER. LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD ' FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O. FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. �I WATER QUALITY & STORMWATER DETENTION (From Previous Studies) I 1 THE SEAR -BROWN 6GROUP � c:� n �5� e L,>�7 z v ram+ ; CLIENT: �,2t� ZL /L Project No: /15 Project: �z47-7c Checked By: Date:Sheet: Of: /r� teoPl c_,7- s 7'r� A/;, T'o o c u wLC Cw, L) P 71- is it for SX) / 5 of 00, Project: Traffic Ops Project #: 183-050 Location: Ft. Collins Lot 5A Pond Routing Estimates Inflow Data: Return Interval 100 Year Area 3.25 Acres Wtd. C Factor 0.51 Cf 1.25 AxCxCf 2.08 Outflow Data: Site Release Interval 10.00 Year Area 3.25 acres Serv. Spill. 10.50 cfs Lift Station 0.00 cfs Aux. Spill. 0.00 cfs Total Disc. 10.50 cfs Mass Balance {Normal Outlet} & 1993 Study {Secondary Optimization} {Secondary Optimization} {Allowable Release} TIME CxA I Qin VOLin VOLin Qout VOLout VOLtotal VOLtotal (min) (in/hr) (cfs) (cu ft) (cu ft) (cfs) (cu ft) (cu ft) (af) 5 2.08 9.95 20.74 6221 6221 10.50 3150 3071 0.07 10 2.08 7.72 16.09 4827 11048 10.50 6300 4748 0.11 15 2.08 6.52 13.59 4076 15124 10.50 9450 5674 0.13 20 2.08 5.6 11.67 3501 18625 10.50 12600 6025 0.14 25 2.08 4.98 10.38 3114 21739 10.50 15750 5989 0.14 30 2.08 4.52 9.42 2826 24565 10.50 18900 5665 0.13 40 2.08 3.74 7.79 4677 29241 10.50 25200 4041 0.09 45 2.08 3.46 7.21 2163 31405 10.50 28350 3055 0.07 60 2.08 2.86 5.96 5364 36769 10.50 37800 -1031 -0.02 90 2.08 2.22 4.63 8328 45097 10.50 56700 -11603 -0.27 100 2.08 2 4.17 2501 47598 10.50 63000 -15402 -0.35 110 2.08 1.9 3.96 2376 49974 10.50 69300 -19326 -0.44 120 2.08 1.8 3.75 2251 52225 10.50 75600 -23375 -0.54 Storage Required 0.14 /- z r (9 A";:r- �Z 7 ply `�O7 c(� c l6Svv 1 J J w ice° n �i✓�`+� lZ.a�,�..� Vo . T J l /4ore i O-o3 A:-� I Project: Traffic Ops Project #: 183-050 Location: Ft. Collins Pond Routing Estimates Inflow Data: Return Interval 100 Year Area 3.25 Acres Wtd. C Factor 0.51 Cf 1.25 AxCxCf 2.08 Outflow Data: Site Release Interval 10.00 Year Area 3.25 acres Serv. Spill. 10.50 cfs Lift Station 0.00 cfs Aux. Spill. 0.00 cfs Total Disc. 10.50 cfs Mass Balance {Normal Outlet) & 1993 Study {Secondary Optimization} {Secondary Optimization} (Allowable Release) TIME CxA I Qin VOLin VOLin Qout VOLout VOLtotal VOLtotal (min) (in/hr) (cfs) (cu ft) cu ft) (cfs) (cu ft) (cu ft) (af) 5 2.08 9 18.76 5627 5627 10.50 3150 2477 0.06 10 2.08 7.3 15.21 4564 10191 10.50 6300 3891 0.09 15 2.08 6.25 13.03 3908 14099 10.50 9450 4649 0.11 20 2.08 5.2 10.84 3251 17350 10.50 12600 4750 0.11 25 2.08 4.68 9.75 2926 20276 10.50 15750 4526 0.10 30 2.08 4.15 8.65 2595 22871 10.50 18900 3971 0.09 40 2.08 3.5 7.29 4377 27247 10.50 25200 2047 0.05 45 2.08 3.25 6.77 2032 29279 10.50 28350 929 0.02 60 2.08 2.6 5.42 4877 34156 10.50 37800 -3644 -0.08 90 2.08 1.93 4.02 7240 41396 10.50 56700 -15304 -0.35 100 2.08 1.7 3.54 2126 43521 10.50 63000 -19479 -0.45 110 2.08 1.6 3.33 2001 45522 10.50 69300 -23778 -0.55 120 2.08 1.5 3.13 1876 47398 10.50 75600 -28202 -0.65 Storage Required 0.11 ��risJ l�o c ur L o T S� - 0 /, � . e; �j FINAL DRAINAGE, EROSION `A AND STORM WATER QUALITY STUDY ' EAST VINE STREETS FACILITY P.U.D. ' PHASE ONE FINAL CITY OF FORT COLLINS 1 ' March 1, 1993 Revised April 26, 1993 Updated June 28, 1993 ' Prepared for:`t 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 77 L WATER QUALITY AND STORAMATER DETENTION DETENTION POND SIZING BY FAA METHOD g80/NG. ' DEVELOPED BY Toe Aid, 183-01 Z JAMES C.Y. GUO, PHD, P.E. 8Y KW (- DEPARTMENT OF CIVIL ENGINEERING - UNIVERSITY OF COLORADO AT DENVER EXECUTED ON 05-22-1991 AT TIME 12:46:06 ROJECT TITLE: CITY OF FORT COLLINS STREETS FACILITY MAJOR BASIN 1 *** DRAINAGE BASIN DESCRIPTION ' BASIN ID NUMBER = 1.00 BASIN AREA (acre)= 29.80 D6uCccPED GOND/TI0N) RUNOFF COEF = 0.56 DESIGN RAINFALL STATISTICS ADESIGN RETURN PERIOD (YEARS) = 100.00 INTENSITY(IN/HR)-DURATION(MIN) TABLE IS GIVEN ItURATION 5 10 20 30 40 50 60 80 100 120 150 180 NTENSITY 9.0 7.3 5.2 4.2 3.5 3.0 2.6 2.1 1.7 1.5 1.2 1.0 **** POND OUTFLOW CAPACITY ry%4Y,IIYHVM Z HIS%ORIG "T'� RELEASE RATE = 10. 5 CFS BASIN �Z Q ***** COMPUTATION OF POND SIZE RAINFALL RAINFALL INFLOW OUTFLOW REQUIRED DURATION INTENSITY VOLUME VOLUME STORAGE --MINUTE INCH/HR ACRE -FT ACRE -FT ACRE-FT ------------------------------------------------ 0.00 0.00 0.00 0.00 0.00 5.00 9.00 1.04 0.07 0.97 10.00 7.30 1.69 0.14 1.55 15.00 6.25 2.17 0.22 1.96 20.00 5.20 2.41 0.29 2.12 25.00 4.68 2.71 0.36 2.35 30.00 4.15 2.89 0.43 2.45 35.00 3.83 3.10 0.51 2.60 40.00 3.50 3.24 0.58 2.67 45.00 3.25 3.39 0.65 2.74 50.00 3.00 3.48 0.72 2.75 55.00 2.80 3.57 0.80 2.77 60.00 2.60 3.62 0.87 2.75 65.00 2.40 3.62 0.94 2.68 70.00 2.20 3.57 1.01 2.56 75.00 2.00 3.48 1.08 2.39 80.00 1.80 3.34 1916 2.18 85.00 1.60 3.15 1.23 1.92 - - - THE REQUIRED POND SIZE = 2.773923 ACRE -FT THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 55 MINUTES it II fJ ISOINC Engineering Consultants CLIENT VAU! H T F&YF JOB NO.,/ `e;5 -Q? PR�OJECT 7C F� I en FA( I i .I T � CALCULATIONS FOR - �T TIO N PO ji�j MADE BY DATE �EGKEO BY DATE SHEET I ` OF L� \'JATr.(L QUALITY.. PON D -A - -- - -- - ;— --- LA 175 CONTOU Iz. ACe A - VOL. -^r��o � 50 •�, P 47 524 47.5. 559 50 _ . l• 05 8. �� - fit_ > L) W.A77r F : 62 VA LA T Y Po rJ D Ow Z15. Ac Ft Cor�1��EZ : AC-ZA : Vo : - 77.93 4 0 23 225 /2 544 ob ■ > 0. L%S : AG= FT 62KL ;II��DEj N j id�1 PoND too. 0 5t$ PrzovtDEt> VoLJM,ES I N W�4rr.� CZU�Ev7 .: _i.2Iri-AG-Ft = --�- --� SEA. -= �5l0 102550 j _ - - _ - :: , a _7.93.. T AI-GS Fo i DEG ICE N-- OF OUTLET 6Tzu6qurzF 5 ocL LATtoeft I N APPENDIX. Id '1 rj Old Detention Pond #1 Calculations ' (for reference) Fj F L I U DETENTION POND SIZING BY FAA METHOD Developed by Civil Eng, Dept., U. of Colorado Supported by Denver Metro Cities/Counties Pool Fund Study Denver Urban Drainage and Flood Control District, Colorado USER=Kevin Gingery........................................................... EXECUTED ON 06-28-1999 AT TIME 13:51:09 PROJECT TITLE: Fort Collins Streets Facility - Overall Site Detention Pond **** DRAINAGE BASIN DESCRIPTION BASIN ID NUMBER = 1.00 BASIN AREA (acre)= 29.47 - Comprised of the following contributing basins (exhibit on page 4): Basins from 1993 Report: C. D. E. F. G Basins from Current Report: 0-2, 0-3, 0-4, 0-5. 0-6. A-1. A-2. A-3. A-5, 4B-1, 48-2. 4B-3, H-1. H-2, H-3, H-4, H-5. Ponds RUNOFF COEF = 0.77 - From previous page ***** DESIGN RAINFALL STATISTICS DESIGN RETURN PERIOD (YEARS) = 100.00 INTENSITY(IN/HR)-DURATION(MIN) TABLE IS GIVEN DURATION 5 10 20 30 40 50 60 80 100 120 150 180 INTENSITY 9.0 7.3 5.2 4.2 3.5 3.0 2.6 2.1 1.7 1.5 1.2 1.0 ***** POND OUTFLOW CHARACTERISTICS: MAXIMUM ALLOWABLE RELEASE RATE = 10.5 CFS - Historic 02 for Basin El !See page 3 for exhibit and OUTFLOW ADJUSTMENT FACTOR = 1 page 27 for calculation. AVERAGE RELEASE RATE = 10.5 CFS AVERAGE RELEASE RATE = MAXIMUM RELEASE RATE * ADJUSTMENT FACTOR. ***** COMPUTATION OF POND SIZE RAINFALL RAINFALL INFLOW OUTFLOW REQUIRED DURATION INTENSITY VOLUME VOLUME STORAGE MINUTE INCH/HR ACRE -FT ACRE -FT ACRE -FT 0.00 0.00 0.00 0.00 0.00 5.00 9.00 1.42 0.07 1.35 10.00 7.30 2.30 0.14 2.16 15.00 6.25 2.95 0.22 2.74 20.00 5.20 3.28 0.29 2.99 25.00 4.70 3.70 0.36 3.34 30.00 4.20 3.97 0.43 3.54 35.00 3.85 4.25 0.51 3.74 40.00 3.50 4.41 0.58 3.83 45.00 3.25 4.61 0.65 3.96 50.00 3.00 4.73 0.72 4.00 55.00 2.80 4.85 0.80 4.06 60.00 2.60 4.92 0.87 4.05 65.00 2.47 5.07 0.94 4.13 70.00 2.35 5.18 1.01 4.17 75.00 2.22 5.26 1.08 4.17 80.00 2.10 5.29 1.16 4.14 85.00 2.00 5.36 1.23 4.13 90.00 1.90 5.39 1.30 4.09 95.00 1.80 5.39 1.37 4.02 100.00 1.70 5.36 1.45 3.91 105.00 1.65 5.46 1.52 3.94 -- ------------ ----------------- - ----------------- ---- THE REQUIRED POND SIZE = 4.17461 ACRE -FT THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 75 MINUTES • rc n it 4 Engineering Consultants CLIENTJOBNO. PROJECT Sf-re.�fs raa'.!.•'l4/ CALCULATiONSFOR NyoRGcaG% n MADE BY KUJG DATE S-17-21CHECKED BY DATE SHEET 3 OF B.AS/N ii+�oRoGoGy TZ Ca/culatlo,p7s _ : FC•ow5 �x STi ' -C 401770n1S - - -- - CeCIA) E2 Tc, = /, e7 /F/, i- cCc )1) Y2 S y3 c r- F;b„re 3-2 Detc�-� cL corr�osFf' ."C" - 6.66 AcMa PlAff) Gicr=ic Roafzi c= O.9S l0.7� .firiry �Grsvcl�- G= O.SO�--- --- /9 : C? G.foGT.45Jt/s.76(sc)t/i iB <•20) _' _.—_.: c ... G T = : Z7n*%�Of. _. M .FJJc 3-Z o6c�l:�( flow_ :5-0 71%= • ..Trawl Le.+a�.:.~.. Trt. = ;S64-- --- �../Soo F�_•cN_G a.:ol sv�}sc----- _ 27 t S-o.9 _ _:_ _ _ _ _ . _ _• _ .___ ___ _V- _ : --7;, = 77.9 ;•+%�u1r.3 -y - .._...� ,_ ....- .---,99S.=Fr4�.Gr3�ss sw.�le __..: : - — - . - - Qy-CIA _----._..-- - --- - Pz-CSA__.----- ---. _Q,c-O�yl�iJi3Y)�2B.RZ---- Q--O�YB ,Z6�28.4 •---- ---- �_ —. ---- ----- _lO.Sifs 14 7 aic ----- -.- 0 CCfZA _....._ .. dice 36. Y a-fs : H 76-tz�i•Ic- 87 ( 1.1 - c c_) D i2 S y3 C= O•zo C Gfan% -r(ou+ Luna,.,370� . - - -- - -- --- v ---—.—-10,_.. - - - -- - /aYP,.SroRM-'--- /L - _ )00 wYR.: T..r 3 eo - --- --------�-----¢ia3 O_�717 (Z_45x3.0) --- - Qz' G?0(l•34.�i3_O� — --- — - . 1 - — - - ---- - -------_r----•--.—.._. Q,00 = G,Z(1�zSXY�lsx3�--__ =i ___— _------- -- - . _ 7— _Quo=3i1_cfs _Ft75ToR1C _ :-- f'CLIENT: lAtl� Project No: Icod 3— a'sa THE SEAR -BROWN GROUP / 4 13Jtz T v � % L—;r`�t:-7-iJ; �eLJZJ��. A Project: 1'5 Checked By: By: Date: 2- Sheet: Of: Lux I(L4rtLlc C �c J va C� W �2-c CAPACc I I = J 1 . Old Water Quality Pond Calculations 1 (for reference) 11 LI Fort Collins Streets Facility Composite Rational Method Runoff Coefficient for Detention Pond Designer. SLG Basin Area (ac) C Area C Notes From 1993 Report: C 2.27 0.95 2.16 ' D 1.23 0.95 1.17 ` E 2.49 0.95 2.37 ` F 1.48 0.79 1.17 ` G 0.83 0.48 0.40 ' From Current Report. 0-2 0.21 0.25 0.05 " 0-3 0.54 0.25 0.14 " 0-4 0.13 0.25 0.03 " 0-5 0.11 0.25 0.03 " 0-6 0.11 0.25 0.03 " A-1 1.85 0.90 1.67 From Muller Engineering Report A-2 0.79 0.45 0.36 From Muller Engineering Report A-3 0.13 0.35 0.05 From Muller Engineering Report A-5 1.31 0.20 0.26 From Muller Engineering Report 4B-1 1.23 0.95 1.17 4B-2 1.24 0.95 1.18 " 4B-3 0.69 0.95 0.66 " H-1 0.93 0.41 0.38 " H-2 0.66 0.75 0.49 " H-3 0.48 0.95 0.46 " H-4 0.27 0.54 0.14 H-5 1.87 0.95 1.78 Ponds 8.62 0.25 2.16 This includes 0.18 ac from original 1993 H Basin Total: 29.471 1 18.27 Composite C for Basin: 0.62 Composite C for Basin (100-yr): 0,77 'From 1993 Preliminary Drainage, Erosion, and Storm Water Quality Study for the East Vine Streets Facility P.U.D. Report. "Basins A, B, 0-2, and H from the 1993 Preliminary Drainage, Erosion, and Storm Water Quality Study were divided further for development design. 183-047 (Fort Collins) Fort Collins Streets Facility Composite Rational Method Runoff Coefficient for Water Quality Pond A Designer: SLG Basin I Area ac C Area' C Notes From 1993 Report: C 2.27 0.95 2.16 ' D 1.23 0.95 1.17 ' E 2.49 0.95 2.37 ` F 1.48 0.79 1.17 ' G 0.83 0.48 0.40 ' From Current Report: A-1 1.85 0.90 1.67 From Muller Engineering Report A-2 0.79 0.45 0.36 From Muller Engineering Report A-5 1.31 0.20 0.26 From Muller Engineering Report 4B-2 1.81 0.95 1.72 " 4B-3 0.79 0.95 0.75 " Total: 14.851 1 12.01 Composite C for Basin: W *From 1993 Preliminary Drainage, Erosion, and Storm Water Quality Study for the East Vine Streets Facility P.U.D. Report. "Basins A, B, 0-2, and H from the 1993 Preliminary Drainage, Erosion, and Storm Water Quality Study were divided further for development design. 183-047 (Fort Collins) --------------------------------------------------------------------------- DETENTION POND SIZING BY FAA METHOD Developed by ' Civil Eng. Dept., U. of Colorado Supported by Denver Metro Cities/Counties Pool Fund Study Denver Urban Drainage and FLccd Control District, Colorado ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ' USER=Kevin Gingery..... .... .......................................... EXECUTED ON 06-28-1999 AT TIME 13:54:07 PROJECT TITLE: Fort Collins Streets Facility - Water Quality Pond A I **** DRAINAGE BASIN DESCRIPTION BASIN ID NUMBER = 1.00 ' BASIN AREA (acre)= 14.85 - Changed from 1993 report due to new delineation of sub -basin RUNOFF COEF 0.81 drainage in Basins A and B. Runoff coefficient Calculation on previous page. ***** DESIGN RAINFALL STATISTICS ' DESIGN RETURN PERIOD (YEARS) = 2.00 INTENSITY(IN/HR)-DURATION(MIN) TABLE IS GIVEN DURATION 5 10 20 30 40 50 60 80 100 120 150 180 ' INTENSITY 3.2 2.5 1.8 1.5 1.2 1.0 0.9 0.8 0.6 0.5 0.4 0.4 ***** POND OUTFLOW CHARACTERISTICS: MAXIMUM ALLOWABLE RELEASE RATE = .1 CFS - Considered small enough to provide for approximately OUTFLOW ADJUSTMENT FACTOR = 1 40-hour detention time and conservative pond size. AVERAGE RELEASE RATE = .1 CFS AVERAGE RELEASE RATE = MAXIMUM RELEASE RATE * ADJUSTMENT FACTOR. ***** COMPUTATION OF POND SIZE ----------------------------------------------------- ' RAINFALL RAINFALL INFLOW OUTFLOW REQUIRED DURATION INTENSITY VOLUME VOLUME STORAGE MINUTE INCH/HR ACRE -FT ACRE -FT ACRE -FT - ---------------------------------------------------- t 0.00 0.00 0.00 0.00 0.00 5.00 3.20 0.27 0.00 0.27 10.00 2.50 0.42 0.00 0.42 15.00 2.15 0.5» 0.00 0.54 20.00 1.80 0.60 0.00 0.60 25.00 1.65 0.69 0.00 0.69 30.00 1.50 0.75 0.00 0.75 35.00 1.35 0.79 0.00 0.78 40.00 1.20 0.80 0.01 0.80 ' 45.00 1.10 C.83 0.01 0.82 50.00 1.00 0.84 0.01 0.83 55.00 C.95 0.87 0.01 C.87 60.00 0.90 0.90 C.C1 0.89 ' 65.00 0.88 0.95 0.C1 0.94 70.00 0.85 0.99 0.01 0.98 75.00 0.82 1.03 0.01 1.02 80.00 0.80 1.07 0.01 1.06 85.00 0.75 1.07 0.01 1.05 90.00 0.70 1.05 0.01 1.04 95.00 0.65 1.03 0.01 1.02 100.00 0.60 1.00 0.01 0.99 105.00 0.58 1.01 0.01 0.99 ' 110.00 C.55 1.01 O.C2 1.00 -- - ---------- ---------- ------------------------ THE REQUIRED POND SIZE = 1.058181 ACRE" -FT ' THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 80 MINUTES Fort Collins Streets Facility Composite Rational Method Runoff Coefficient for Water Quality Pond B Designer: SLG Basin j Area ac C Area ' C Notes From Current Report: 0-2 0.21 0.25 0.05 0-3 0.54 0.25 0.14 " 0-4 0.13 0.25 0.03 " 0-5 0.11 0.25 0.03 " 0-6 0.11 0.25 0.03 " A-3 0.13 0.35 0.05 From Muller Engineering Report 4B-1 1.23 0.95 1.17 " H-1 0.93 0.41 0.38 " H-2 0.66 0.75 0.49 " H-3 0.48 0.95 0.46 " H-4 0.27 0.54 0.14 " H-5 1.87 0.95 1.78 " Pond B 0.85 0.25 0.21 This includes 0.18 ac from original 1993 H Basin Total: 7.521 1 4.95 Composite C for Basin: 0.66 "Basins A, B, 0-2, and H from the 1993 Preliminary Drainage, Erosion, and Storm Water Quality Study were divided further for development design. 183-047 (Fort Collins) --------------------------------------------------------------------------- DETENTION POND SIZING BY FAA METHOD Developed by ' Civil Eng. Dept., U. of Colorado Supported by Denver Metro Cities/Counties Pool Fund Study Denver Urban Drainage and Flood Control District, Colorado ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ' USER=Kevin Gingery........................................................... EXECUTED ON 06-23-1999 AT TIME 15:43:53 PROJECT TITLE: Fort Collins Streets Facility - Water Quality Pond B I **** DRAINAGE BASIN DESCRIPTION BASIN ID NUMBER = 1.00 ' BASIN AREA (acre)= 7.52 - Changed from 1993 report due to inclusion of railroad swale and RUNOFF COEF 0.66 Sub -basins 4B-3 and A-3. Runoff coefficient calculation on previous page. DESIGN RAINFALL STATISTICS DESIGN RETURN PERIOD (YEARS) = 100.00 INTENSITY(IN/HR)-DURATION(MIN) TABLE IS GIVEN ' DURATION 5 10 20 30 40 50 60 80 100 120 150 180 INTENSITY 3.2 2.5 1.8 1.5 1.2 1.0 0.9 0.8 0.6 0.5 0.4 0.4 ***** POND OUTFLOW CHARACTERISTICS: MAXIMUM ALLOWABLE RELEASE RATE _ .1 CFS - Considered small enough to provide for approximately OUTFLOW ADJUSTMENT FACTOR = 1 40-hour detention time and conservative pond size. AVERAGE RELEASE RATE _ .1 CFS ' AVERAGE RELEASE RATE = MAXIMUM RELEASE RATE * ADJUSTMENT FACTOR. ***** COMPUTATION OF POND SIZE ----------------------------------------------------- RAINFALL RAINFALL INFLOW OUTFLOW REQUIRED DURATION INTENSITY VOLUME VOLUME STORAGE MINUTE INCH/HR ACRE -FT ACRE -FT ACRE -FT 0.00 0.00 0.00 0.00 0.00 5.00 3.20 0.11 0.00 0.11 10.0C 2.50 C.17 0.00 0.17 15.00 2.15 0.22 0.00 0.22 ' 20.00 1.80 0.25 0.00 0.25 25.00 1.65 0.28 0.00 0.28 30.00 1.50 0.31 0.00 0.31 35.00 1.35 0.33 0.00 0.32 ' 40.00 1.20 0.33 0.01 0.33 45.00 1.10 0.34 0.C1 0.34 50.00 1.00 0.31 0.01 0.34 55.00 0.95 0.36 0.01 0.35 ' 60.00 0.90 0.37 0.01 0.36 65.00 0.88 0.39 0.01 0.38 70.00 0.85 0.41 0.01 0.40 75.00 0.82 0.43 0.01 0.42 80.00 0.80 0.44 0.01 0.43 ' 85.00 0.75 0.44 0.01 0.43 90.00 0.70 0.43 0.01 0.42 95.00 0.65 0.43 0.01 0.41 100.00 0.60 0.41 0.01 0.40 ' 105.00 0.58 0.42 0.01 0.40 110.00 0.55 0.42 0.02 0.40 -------------------------------- --------------------- ' THE REQUIRED POND SIZE= .G301541 ACRE FT THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 80 MINUTES Fort Collins Streets Facility 183-047 Water Quality Ponds A & B Volume Calculations (Fort Collins) ' Designer. S. Gentry ' I. Water Quality Pond A Contour Area (ft^2) Volume ft^3) Volume ac-ft) ' 46 350.00 18993.49 47 52350.00 ' 27070,01 47.5 55950.00 Total: 46063.51 = 1.06 ' Needed Volume: 1.06 Surplus 0.00 Water Quality Pond A volume is adequate for the situation. ' II. Water Quality Pond B ' Contour Area (ft^2) Volume (ft^3) Volume (ac-ft) 47 1.00 ' 9184,95 48 27388.36 14201.45 ' 48.5 29429.68 - Total: 23386.40 0.54 Needed Volume: = 0.43 ' Surplus = 0.11 el ti 65. ' Water Quality Pond B volume is adequate for the situation. 0 u ' Fort Collins Streets Facility 183-047 Detention Pond Volume Calculations (Fort Collins) ' Designer. SLG The survey certification after completion of 1993 construction shows an increase ' in contour size from what was planned. Therefore, the volume for the detention pond was recalculated. ' Contour Area (ft^2) Volume (ft^3) Volume (ac-ft) ' 44 9585.12 28575.40 45 53496.61 85167.48 ' 46 121413.10 Total: 113742.88 = 2.61 Top of pond is 4947 feet. The emergency overflow weir is set at 4946 feet. Setting the maximum water surface elevation for the 100-year storm at 4946 feet allows for one (1) foot of freeboard. Volume Available for Detention: Pond Volume (ac-ft Water Quality Pond A Water Quality Pond B Detention Pond Total: Volume needed for detention is: Volume available for detention is: 1.06 0.54 2.61 4.21 4.18 ac-ft 4.21 ac-ft ' Surplus of 0.03 ac-ft Current detention pond volume is adequate for the situation. �rC ram. No Text EROSION CONTROL Y U fC ul d O Y In N C O p ♦; Y C G) O a U 0 O C c) U7 O rM O 00 L. H W 0 Oo � f0 0 (r) U 00 W 0 � o O =• � U r` 0 LA-) 00 �U) M �_ O V O C) �-- N (N NO O M N X X CO tD + + c7 Ln ll) O V) O I� N U') + + O �t V CM N Iq O 00 G: 0 N N X x M Ul J M � � I� CV O M C") II II O O O M U Q Q II Q E In C: II C T 0 0 0 0 _ O 0 C 'a -0 _0 _0In N O` O O O O O C N W N Q Q 0 C O D CD U Y Q O (n 7 O .N N M V II II a > om LnU')LOLO I c 0 T V C I 0 y U N C C Cn C c O Q c Lo UcE�QQm< U)10 .. 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HNMV n%Dr WOO HNMd M%Dr%MM0M0M0Lo0 r-I ri rl H r-I r-1 r-1 H H H N N M M V V 0 a MARCH 1991 8-4 DESIGN CRITERIA Table 8B C-Factors and P-Factors for Evaluating EFF Values. Treatment C-Factor P-Factor BARE SOIL Packed and smooth................................................................ 1.00 1.00 Freshly disked........................................................................ 1.00 0.90 Rough irregular surface...................................4...0................... 1,00 0.90 SEDIMENT BASIN/TRAP................................................................. 1.00 STRAW BALE BARRIER, GRAVEL FILTER, SAND BAG ....................0... 1.00 SILT FENCE BARRIER, . I I I . I I I I . . I . . . . . . . a * 0 . 6 * . a . . I I . . . . . . I I I . I I . . a 6 0 0 a a 0 . 0 a 5 a 0 . I I I I . . . 1,00 ASPHALT/CONCRETE PAVEMENT.,....",.."., ........ 0 ....... 0,01 ESTABLISHED DRY LAND (NATIVE) GRASS .......................... See Fig. 8-A SODGRASS................................................................................. 0.01 TEMPORARY VEGETATION/COVER CROPS .................................... 0.45f2' HYDRAULIC MULCH @ 2 TONS/ACRE. .... 1.............................. 0.10f3 SOIL SEALANT ................ ...... ......................................... .....0,01-0.60141 EROSION CONTROL MATS/BLANKETS..................................1.......1, 0.10 GRAVEL MULCH Mulch shall consist of gravel having a diameter of approximately 1 /4" to 1 1 /2" and applied at a rate of at least 135 tons/acre. ...... 0.05 0.50"' 0.80 0.50 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 HAY OR STRAW DRY MULCH ' After planting grass seed, apply mulch at a rate of 2 tons/acre (minimum) and adequately anchor, tack or crimp material into the soil. Slooe (%) 1 to 05.............................................................................0,06 1.00 6 to 10........................... .......................................... ........0,06 1.00 11 to 15............................................................................ a 0,07 1.00 ' 1to 20............................................................................. 0.11 1.00 21 to 25 0,14 1.00 25 to 33 .... 0,17 1.00 > 33.......................................................................... 0.20 1,00 ' NOTE: Use of other C-Factor or P-Factor values reported in this table must be substantiated by documentation. (1) Must be constructed as the first step in overlot grading. ' (2) Assumes planting by dates identified in Table 1 1-4, thus dry or hydraulic mulches are not required. (3) Hydraulic mulches shall be used only between March 15 and May 15 unless irrigated. (4) Value used must be substantiated by documentation. 'J 0 I MARCH 1991 8-6 DESIGN CRITERIA o� ._ City of O W _ _ i F o� _ � Y\ � � mlx,xMg� Collins Wed �� ' • / \>`' IgIM S101R1 DI 0 IF IMI A.IM d IA IA M ---'- -- art ---�_ -- . NE1ld'B — {yam — ow4Dt ouaw Streets r— �� EAST VINE DRIVE SECT/ON 12 NN0 fAO90N C4N}A4L Department T.7N,R89W __ LEGEND aparW swat q l -Nm tw m ;z AeEtanu B '( 6TH P.M. �- - Vegetation, era: Ewaw .. — _ _ _ — _ _ — — — — 1 EXISTING WATER VALVE Sl I cadent uamiJ _.asv- _-.--- .. ' Traffic - — — — ---•Bit- t - - �!j -_ ;r� EXISTING FlRE HYDRANT xwliIu EROSION XDINNBCL \� 4pw B -___ l: y____ _ _ -yyg ___-___�.I (� EXISTING wnTER METER as itt trod,SIDEWAU( TO BE CONSTHUCIED UPON `Inbt Fn I0 ICY town i A --OVAL BY C 8: S TRUCRAILRTED OO EXSTINC SANITARY MANHOLE ssu ewrSIN Fence a ' V p O r a IL O I S __-4y9a.-_______ ___ _____ __ or _ -- c GS NUT . ♦qOn — EXISTIN STORM sunE Bam .. 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WG9 1 I nma M No rap N ma®r more t Ieet ( rlaeb M eoe Mdl red W retry a p/o/ads ee>a / L PROPOSED S1gM SEWER or ma d ont Ad, IIMoIr fat In tmHr l raw before tamped tempaar wmmw 4st ( 4 ey/mdc4 lmbwpinq etc) b Held K un•ee Electric Systems Cmwltmle Inc. Rng rca \\lY jz mumuF�1Em BASIN BOUNDARY mnpv.r apartr by be ztam I uwly.. 292 x xar..9 vn•« LOT .4A t eon " ]Pont Cutr�{t;��^ Co e A ,z' CURB dI No wty sea e. eat«ea wM oxlolnN pLyLtlatY Nmq <msln<non a<BvlOw Ph. O'Ban etw ' CUT- i1� SMT BASIN ID a to percent der cal Ion A ly clamI act ftIA Hal a Irm,A,t«Y r q>D s9•vlsr : } l iE0 BASIN ACRES a.oVal wheI Nax ve aet Import adpamt arro«ter• err aawmin.a er Ins clry W FM Caine Fn me.rn DAw v III I ILL , a Sear Bf wn CM Ena m« P III i PROPOSED SPOT ELEVATW Al tgnpamr (• a) etmW Da .Hal a i%I.d and rrop•a w eqe scalp Wmeo IJ W •W<ted as afterep9A eM t ml YO CO e°981 II - III I be(wmmce of IMF InlmMd b tW A 1 Ined M 1 a"I'l Utr.e an ph,%014MBOU � 11•WII I I II 1 E Ytp EXISTING SPOT EUVAnON ryw➢ If d11. two, a m d a pa ea and oml'm /4u e9ee SEA, not to to. thew rsatr F1 Y d as w p BROWN ROW ABROW r yr frogg Associates. I�i�e a 1 . x wl .1e hall •.e.a tlo) 11 m e 1 Yea Nd W wWn y wt a uaCt FI .y.,IIIIIyk..'.-0., ' idG Il,ne CO e0941 i 1z, SILT iENCE":....�.er[ti.:.... protected Q ppl e`miwrro`i NI BY Iltl ]0 da°� M9 �l ad epeY 1 sit dI ^♦w-relnoWy. 1 1 a r phwro/29a 99W <. Ey ,q.gWT✓Mdt'Palwrh9E¢+RA;`aWle• vp..:= r v9o/ud.ieei . • e. ,..y... _ —a a SEgIPoTY FENCE city can p p 1 ITlne tladn¢, arona w aolwa dt ieve a mr pu« I' 1 EXI 014 r a Awl or b Tod •4wa nY a ban mY MIW' MY Ma1ar<mt dgaYltl tmt«M Specifications Comeatonb. Inc 9oNI11Cd11Me yt •:a'S PHASE BWNOARY .ndl a aemd eaaMY pY ma aanwatv, ell xafiA ley 8Wa l09 \. I II ! .III. - ' CONaTEIIE PAN ® Synq A '"a, an that prow cam m sn µr Co awo9 1 II a A EL FlL Efl it ih. 710/61,7140e OUIFAL CURB It BITTER W ky •➢`1' �Ij 185 1 (ALL OTHER C III IS INFLOW) AW) w Y� ''asp Bill I No ecr yl on III .i - �If Pean Dewawrwnt OT/aD/01 A "z • III 1 N07M a IFna faro BAN mnePoa H A LEI 1'. s Wa sat a¢Nenaa N t? l I I 11 t 1. THE TOP OF PROTECTION W EITION THE SHOW1I ARE THE . � UM - _ \XE an r w `I ELEVATIONS FOR PROMO NS iRW THE iOOY1ICkR WATER URFA E 1 FINISHED FLOOR ELS. DIX1115 ABOVE THE N O TEAL WATER SURFACE It ..HH I' AS U.I S CHANNELS, DRWES SWALES ON On1)ER D o BE S FAGOT , E9 _ AS ILLUSTRATED BY A MASTEit GRADING PLAN ARE TO BE SIWYAI.-- i 2 ALL AREAS TO BE 4EOm B MULCHED. 1951 _ III WExIa2E0' 3. ALL SPOT ELEVATIONS ARL AT FLONUNES UNLESS INDICATED a OTHERWISE 1 - - 495 ,.T TIC i TRACRIN($ PAD l - ... III EXISIINO i . �. AREA Will 100 ffi � - I II Elfl ""1 5 BASIN 112 0100 1 2 u y'� ---- --- ID . (US) (CFS) 4 wsEL t wsELl ,' Deasign Development 111 % l 5A-1 1.19 5.34 'II DP-1 1.19 5.31 Seal ,yq 1`B'TWItB ill // �\ __ _ SA-2 0.32 1.43 d3Y - 0.� zAv --- - 0,32 L43zli y�ey 0 & aE7t3)ke:.-err•%-•+e••d'TXiM1 rdrrix.auw.uv.+cafi:+:.`, A .F .. ry r,^A'+.'aqE �f.Zl &TB .+Pa ✓i'tY - Y OP-' B.Tb a N,1. 414 5A-4 I.71 7.68 .:f: o' 4956 046R W DP-4 i ;CIP 1.T1 1T.T0 ', _ _(t_�� __. SECTIO cbu tmLrrr raonFlCAnW 111�11III �11�11 JBI NUT rot CENTER OF COLOPAD(9 GRlNLTER -.t: # 1-800-922-7987 w9p• anatrc�Vw '-{ --- -- t mm� • y project No: Bonn Drawn by w Rachel by. UD City of Fort Collins. Colorado - pg .t_ APPROVEp[1Tn.lTY PLAN APPROVAL LOT °5A„ ' OTlvDD Dd• RARING, DRAINAGE CHECKED BY. & EROSION Toler At Vu Ur A tr dTi NE Ile. CIECNm BY: CONTROL PLAN II SECTION /2 ' s° m'° ° ty Scale AC<dmmyly If Reduced T.7N,R89W SCALE 1e=30' + CHECI ED BY: D.ow n9 Numeer`. .6TH P. M. n "w GOr Bib a Xa eatioD db ^ r s A CHEI](ED BY: t� . TteOd D,Da•ee Deb J CHECNFD BY: DIb _"N P'- i W W N N z z I K - --_---'Dam / C 9 --"—'�`'- SECTION 12 EAST VINE DRIVE -- T.7N,R69W 6TH P.M. _--_ -- - -- — — ---c — --A- — LOT 5A 3e148 ACRES -------------ws— f ------ f---- a.P DNS —DNSJ OAS—OAT—W �4AT— ; —'-i ACCESS DRIVE __-- wMa PllT11C .Smwmr t LEGEND DC EXISTING WATER YALW + x( EXISTING FlRE HYDRANT ------------ j EXISTING WATER ME}Eq I ® OUSTING SANITARY IAAEDRXE EXISTING STOPod INLr.T i {� EXISTING LINT POL8 - L DUSTING ELECTRIC TOWER ❑ COSTING ELECTRIC VMLT ; DUSTING WARD Po"a COSTING TREE .. ��.• OUSTING NAN LINN MCE FENCE N -`"✓+ :. -r.:' ,.max-? .,�yi�+r", -�Rw— EXISTING SANITARY UNE '. GUSTING STORM SEWS —Ilrt— OUSTING UNOERGROtIND ELECTRIC DUSTING 01ERNEID 'ELECTRIC EXISTING GAS L NE OUSTNG WATER LINE iXIHNMNNNNNIMNN COSTING RAILROAD I' ---�_-__-- ECOSTNG LOT LINE EMSING CONTWR LOT 4A QpESr/✓ Ti.r� S y ixa OW /r . •.,�`�"'w�.en'.. u.en. Jam. .. ro..rrorrx.Ns n ley .YI�EAnI{ - SOMMA9Y OFN IC PARAMEII]iS EiptlngCpnaMonn ng Con ' Ma C C + 03� Ola +n 0m a30 a +.s• or o.ss PIEAKDISCNARGE9UNMARYTAELE Exiling COntlUlons L In Nu Om, Oxm IeM1I �. + 0.a1 09 ad � A 1]3 1 > + a.] . L ix WS r — I i - M� SECTION 12 T. 7 N., R 6 9 W., SCALE 1.=30. 6TH P.M. a a0 B0 Im y# j _. Fort Collins Streets Department Streets Facility PO Box 680 Fort CDPn3, CA 80522 VAUGHT a FRYE *Vff ARCrdITECTS . urunr avm WlMmY1e•YM�` M. YA �GyWTf]I m M'EI.IM Ir KNYUIM tea"° p maodatlm owl, RNF CMINI aTsmal En0lwr 1yj Or0.my100 awOo ♦n. 1zOze pi, 003/owilw L 90/ba.1ba Time WE OMM N+r9aar9aa'/F. TMOO Toot CWu Arm" � CO mold p6 903/230.0100 r. 303/ba.021e u-[YOap CM [9xaiaw ON aemG Vrlbum� Pm! COWv. N Still p1 /&W. v SEAR.EROWN 1. ro/maaam Jeovow Dowft Provrm OMIT P.O. aaa W anMuw. N bald Pa 910/OatSbl L No/}4.ab1 SwOncomin Can>MIaMb Umepramutlam all NM➢ Wow. SWY 103 CabrWe aPrIM. vo mma po. 9l9/ar1.9110 ]. P19/OT.ONa Yw4 N0. Oma11pY00I Mb uNT Dn.+rna.A ]mro Rmlapaa Na OaalabUM Oab 1 1 I _ _ 1 1 f I - Design Iieveiopment S.M ProNN xa. In-0a0` Grown lip :® flavlavra OY' sO LOB' v5Av EXHIBIT 1 EXISTING CONDITIONS $yap Aomr** If Radi Nat" N1"wv 1of2