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HomeMy WebLinkAboutDrainage Reports - 10/01/2007City of Ft C Approved B F-,A-AFFA-TT OF —� FORT COLUNS UT"-rrM Revised Final Drainage & Erosion Control Report City of Fort Collins, Service Center Warehouse Storage Area Improvements, Ft. Collins, Colorado September 2002 SEAR BROWN I 1 1 1 1 1 1 I PJ SEAR• BROMN - Mr. Basil Hamdan City of Ft. Collins Stormwater Utility Department 700 Wood Street Ft. Collins, Colorado 80521 .11c HITECTURE 2095outh Meldrum ENGINEERING FonColfins,C080521 PU NNING 970.482.5922 phone CONSTRUCTION 970.482.6368 fax wwwsearbrownxom RE: Revised Final Drainage & Erosion Control for the City of Ft. Collins Service Center Warehouse Storage Area, Ft. Collins, Colorado Dear Basil: We are pleased to submit for your review and approval this Revised Drainage and Erosion Control Report for the City of Ft. Collins Service Center Warehouse Storage Area. 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: Cinde L. Wellcen, E.I.T. Project Engineer cc: File 183-051 Vaught -Fry Ripley Stanley E. Dunn, P.E. Project Manager 1 I ' 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. 1 Stanley E. Dunn, Colorado P.E. 33827 1 1 1 I Table of Contents ' Table of 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.........................................................................2 1.4 Groundwater......................................................................................2 Section 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..................................................................8 4.1 Water Quality.....................................................................................8 4.2 Erosion Control..................................................................................8 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 tReferences ...................................................................................................10 1 ' cuossv83- Oe 730,0teportDdoe Rainege ]_l0 0 _RVD.dac SEAR•BROWN j I I I 1 1 I 1 1 ' WOBSUBi OS _02_RV Final eg Drnine] 30JO 02 RVD doc Table of Contents Appendices SWMMAnalyses..............................................................................Al Inlets.................................................................................................A2 Storm Sewer Analysis......................................................................A3 Erosion Control.................................................................................A4 HEC-RAS Analysis...........................................................................A5 Oil/Water Separator..........................................................................A6 Variance Request.............................................................................A7 WaterQuality.....................................................................................A8 / SEAR BROWN I Section 1 General Location and Description 1.1 Location ' The Project is located in the City of Fort Collins Service Center P.U.D., north of Elm Street, east of Wood Street in Ft. Collins, and west of Lee Martinez Park. The improvement area generally is situated between existing Building A and Elm Street. The site location can also be described as situated in the Northwest 1/4 of Section 11 ' and the Southwest ''/< of Section 2, Township 7 North, Range 69 West of the 6th P.M., City of Fort Collins, Larimer County, Colorado. ' 1.2 General Project & Site Description The subject property contains approximately 25.38 acres, and is mostly developed. ' Existing topography generally slopes from the west and south to the northeastern corner of the site at approximately 2.5 percent. Vegetation over existing unpaved area is representative of native grasses, with several existing trees that will need to be ' removed during construction to allow for a proposed asphalt parking area. ' Proposed project improvements include grading of the existing storage area to provide greater utility for storage of electrical transformers and miscellaneous equipment on site. Within the storage area there will be a 4'x 12' RCBC installed ' below grade. A swale will be added along the southern edge of the new asphalt area that will carry off -site flows to the new concrete box. Additional grading will be done to remove an existing railroad berm and allow for additional storage/parking in the existing railroad area. Existing waterline utilities will be relocated to accommodate the new concrete box. ' The site will include a single story office structure that will connect existing buildings A and a rebuilt/remodeled building C. The site will also include an entrance from the ' existing western parking area to the site, curb and gutter around new building C, and a gated entrance to the lot. Elm Street will also be renovated east of Grant Avenue. ' The street will be paved and curb and gutter will be added on the north side of the road. Additional curb and gutter will be added along the south side of Elm Street where necessary. Landscaping will be done along the proposed swale at the southern t edge of the site to provide aesthetic shielding of the new storage area from Elm Street residents. ' The Project will be constructed in phases. Phase 1 will include overlot grading, paving and construction/relocation of City and franchise utilities, the proposed 4'x12' ' L.VOESV83- 1 0'73002`°° A.. SEAR•BROWN oAiwu L3o_oz_rsw.doo I ' RCBC, and water quality structure. Phase 2 will include future Building C, metal shop, and parking enclosure. Inspection of local floodplain maps (FEMA FIRM & Old Town Master Plan Report) and discussions with City Staff indicate that the site is located outside of the Cache ' La Poudre River floodplain limits, and no on -site wetlands have been identified as of this study. ' 1.3 Site Soils Information ' Review of the SCS Soils Report for Latimer County indicates that the natural soil composition for the site is indexed as a composite of Pendergrass-Miracle-Clergen association, Paoli and Table Mountain, consisting primarily of well drained sandy - loam 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 Project soils report (June 1993) indicates that groundwater in the area lies ' between 2.5 and 3.5 feet below existing grade. Based on proposed improvements, groundwater is anticipated, and will be mitigated via proper dewatering procedures during construction and cut-off collars along storm utilities to mitigate piping. It is 1 anticipated that a Colorado Department of Health Construction Dewatering Permit will be required. ' It is important to note the existence of the Griffen Drain (an 8-inch perforated drain line which extends along the south property line, and ultimately cuts across the Site as ' a solid pipe. The extent along the south property line intercepts and conveys groundwater to Mr. C. Nauta (adjacent property owner to north). The line is in association with an appropriated water right, and is considered to be extremely ' sensitive by all standpoints. In order to avoid disturbance of the adjudicated water rights, extreme care should be exercised during grading activities, and a bentonite slurry wall is proposed to cut-off groundwater which might otherwise migrate to and ' along the proposed 4'x12' RCBC, resulting in alterations of existing groundwater flow patterns. ' LIJOBS\183- 2 0573002Rn.&. SEAR•BROWN oni.ec � �a oz_aw.m� I I I I I 1 J I 1 ' L:UD OSI Woa\Ri.l Dr¢inapeJU U2RVD.WSul _RVD.doc 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 site improvements 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, a SWMM model was used to estimate peak surface runoff. Under City criteria, 2-year, 10-year and 100-year storm events serve as the basis for design of on -site drainage conveyance facilities. The 100-year storm runoff from basin 7.1, which houses the transformer units, will be detained at the north-east corner of the yard and fed through an oil/water separator. The outlet from the oil/water separator is fed into an underground 4'xl2' box culvert, which drains to a water quality pond located at the northeastern portion of the site. The 100-year storm runoff from the remainder of the site, along with off -site flows, are conveyed through a series of pans, inlets, and pipes to the water quality pond. 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. Area inlets, concrete pans and related storm sewers are designed based on City criteria 2.4 On -Site Detention The subject property is located within the Old Town Basin. Detention is required for the portion of site that will be paved (Sub -basin 7.3-Proposed). 2.5 Variances from Criteria A variance from the detention requirement is requested for Sub -basin 7.3. Because the site drains directly to the Cache La Poudre River, detention should not be necessary. Further, where the City currently owns the land between the Site and the Cache La Poudre River, a drainage easement should be secured for the corridor. SEAR• BROWN 3 I I 1 1 1 1 1 ' LNOBST8 OS7_30 02 RVD+dw Dninege I SO 03_RVD.doc Section 3 Drainage Basins & Proposed Design 3.1 Major Basin Description The subject property lies within the Old Town Basin. The Project is not located within the 100-year floodplain of the Cache La Poudre River (FEMA 1984). 3.2 Existing Sub -basin Description Currently, the 25.38 acre subject property is mostly developed or proposed to be developed. The proposed site routes water through it from several different sources. off -site flows from Elm Street and from surrounding neighborhoods and existing parking lot pass in the proposed swale on the southern edge of the site, to the proposed concrete box, and to the Cache La Poudre River (Sear -Brown, 2000). 3.3 Proposed Sub -basin Description & Design Flows from the northeastern comer of the site, where the electrical transformers are to be housed, will be detained with a retaining wall. Storm water will then be treated in a separate oil/water separator, and be released into the proposed 4'x12' concrete box that leads to the water quality pond at the terminal end. Flows from the western and southern portions of the storage area, along with the new asphalt parking area, will be captured in a 36" trench drain system and released into the 4'xl2' box also. Except where cited, all remaining and existing drainage patterns will be maintained. Off -Site Drainage Basins The following are drainage basins that were identified and analyzed. That information was used as the hydrologic basis for proposed site improvements. Ultimate releases for all sub -basin described are to the Cache La Poudre River. Sub -basin 1 This sub -basin is 48.11 acres, and includes a predominantly residential area generally bounded by Wood, Cherry, Shields and West Vine Streets. Runoff from this sub - basin is conveyed to the site via overland flow and local channelization leading to a 24-inch culvert that further conveys drainage via a regraded swale along the south property boundary. The swale will convey flows to the northeast quarter of the site via a 4'x12' RCBC, which will release into a plunge pool and subsequent water quality feature. SEAR -BROWN n Sub -basin 3 This sub -basin is 27.08 acres, and includes a predominantly residential area generally ' bounded by Wood, Cherry, Shields and West Vine Streets. Runoff from this sub - basin is conveyed to the site via overland flow and local channelization leading to a 24-inch culvert that further conveys drainage via a regraded swale along the south ' property boundary. The swale will convey flows to the northeast quarter of the site into a 4'xl2' RCBC, which will release into a plunge pool and subsequent water quality pond. ' Sub -basin 4 This sub -basin is 11.82 acres, and includes a predominantly residential area generally bounded by Grant Avenue, and Elm and Wood Streets. Runoff from this sub -basin is conveyed to the site via overland flow and local channelization leading to 3-18-inch ' culverts that further convey drainage via a regraded swale along the south property boundary. The swale will convey flows to the northeast quarter of the site via a 4'xl2' RCBC, which will release into a plunge pool and subsequent water quality ' pond. Sub -basin 20.1 This sub -basin is 5.42 acres, and includes a predominantly residential area generally ' bounded by Elm Street, and Grant and Loomis Avenues. Runoff from this sub -basin will flow north to Elm Street and into a 15' type R inlet. This inlet connects with the piping system from Basin 20.2, and discharges into the 4'xl2' box at the upstream ' end. Ultimate release of flows is to the Cache La Poudre River. ' Sub -Basin 20.2 This sub -basin is 1.21 acres, and includes a predominantly residential area generally bounded by Elm Street, and Grant and Whitcombe Avenues. Runoff from this sub - basin will enter the swale via overland flow and local channelization. This area will include a portion of the future bike path. Runoff is captured in a 5' type R inlet on the north side of Elm Street, joins flows from sub -basin 20.1, and connects into the ' 4'xl2' box culvert. ' On -Site Drainage Basins Sub -basin 5 t This sub -basin is 2.63 acres, and will include the swale along the south property line that will convey off -site flows. Ultimate release of sub -basin drainage and off -site flows will be to the Cache La Poudre River, with water quality mitigation provided via the improved swale leading to a water quality pond located at the northeast area of the site. L,IMM1en. 5 uJ73002-RV dw SEAR•BROWN Reinnge ]_]0_a2 RVD,doe 1 ' Sub -basin 6 ' This sub -basin is 2.94 acres, serving primarily as parking area for Service Center employees. Runoff from this sub -basin will continue to flow southeast towards the proposed improved swale. Ultimate release of sub -basin drainage will be to the ' Cache La Poudre River, with water quality mitigation provided via the improved swale leading to a water quality pond located at the northeast area of the site. 1 Sub -basin 7.1 ' This sub -basin is 1.96 acres, and will be improved via overlot grading to a uniform grade towards the northeast at 1.8 percent and concrete pad. This area will be used for transformer storage. Runoff will be detained via a retaining wall in the northeast ' corner of the site. Storm water will be filtered through an oil/water separator and released at a rate of 500 gpm (1.1 cfs) into the 4'x12' box. ' Sub -basin 7.2 This sub -basin is 6.51 acres, and will be improved via overlot grading to a uniform grade towards the north at 2.0 percent and asphalt paving. This area will be used for material storage. The 100-year storm drainage will be captured in a 36" trench drain system before it enters sub -basin 7.1. The flow is then transferred from the trench ' drain system into the 4'x12' box and ultimately to the Cache La Poudre River. Sub -basin 7.3 This sub -basin is 3.00 acres, and will be improved via overlot grading to a uniform grade towards the southeast at 1.0 percent and asphalt paving. This area will be used for Service Center vehicle parking and material storage. Runoff from this sub -basin will flow overland to the 36" trench drain system that intercepts flow from sub -basin ' 7.2. The flow is the transferred from the trench drain system into the 4'x12' box and ultimately to the Cache La Poudre River. Sub -basin 7.4 This sub -basin is 1.89 acres, and will be improved via overlot grading to a uniform ' grade towards the north at 2.5 percent and asphalt paving. This area will be used for material storage. The 100-year storm drainage will be captured in a 36" trench drain system before it enters sub -basin 7.1. The flow is then transferred from the trench ' drain system into the 4'x12' box and ultimately to the Cache La Poudre River. woesvaJ- 6 Drumgc] 30 @ RVD.doc .d SEAR•BROWN I ' Sub -basin 17.1 This sub -basin is 6.28 acres, and includes the existing Service Center structure ' (Buildings A & B) and driveway area along the north property boundary. Runoff from this sub -basin will continue to be discharged into the storm sewer system adjacent to the north property line. A new pipe will connect the existing pipe to the ' proposed 4'xl2' box. The ultimate outfall is the Cache La Poudre River. Sub -basin 17.2 This sub -basin is 1.51 acres, and includes the existing Service Center structure (Building C & Vehicle Storage) and driveway area between the two buildings. Runoff will continue to be picked up by the existing drain system in the area of the vehicle storage structure, and will tie into the 4'x12' RCBC. Water quality will be provided via a pond at the northeast quadrant of the site, with ultimate release to the ' Cache La Poudre River. ' Currently, this sub -basin may be inundated to a relatively minor degree with storm runoff that is surcharged in the existing storm sewer system due to restrictive existing pipe sizes (that is, significantly larger pipe(s) would be required to replace a relatively ' new system) and outfall constraints (e.g., exceeds existing releases). As such, this portion of the Site's existing storm sewer will remain as is, and will connect into Manhole # 3 extending from the proposed 4'xl2' RCBC. It is expected, however, ' that the Site's peak runoff will be evacuated prior to the time peak off -site flow (539 cfs) is conveyed through the 4'xl2' RCBC. Therefore, little to no ponding is expected with the proposed design. At a later date, improvements within this sub -basin will include the construction of ' the addition which will supplant existing Building C. However, no changes related to how runoff will be discharged from this sub -basin are planned, and currently proposed receiving drainage facilities are appropriately sized and located. 1 1 a57��"w&. SEAR •BROW N ��oa=Zao_oz_aw.uo. 1 Section 4 ' Water Quality & Erosion Control 4.1 Water Quality ' Water quality for the Project (entire site bounded by the Nauta Property, Lee Martinez Park, Wood and Elm Streets) will be provided via a constructed wetlands ' pond. Project surface runoff will be discharged to the pond in a manner that incorporates energy dissipation protection for release of off -site flows. The water quality pond will have a 24-hour release period effectively providing filtration via ' natural vegetative and absorption factors. Further, an additional water quality component is added to the newer southeast parking lot via the improved south swale. 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 80.3 percent ' and 95 percent, respectively. Post -Construction PS and EFF were estimated to be 94.5 percent and 99 percent, respectively. ' 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 grave] 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) which will not be built 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. 1 p ' L'.VOBSTi'W O °.730_02_R" d.. SEAR•BROWN Drolnuge l_30_02 RVO,doc 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 t and Storm Drainage Criteria Manual. Surface runoff discharged from the Project 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 continue to be operated and maintained as it is currently. The City will ' maintain landscaping and storm drainage facilities. Under the proposed development plan, the site will be regraded and paved, ultimately including at a future time the addition which will supplant existing Building C. 5.3 Drainage Concept ' The proposed drainage plan is in conformance with City criteria, and will adequately convey on -site and off -site storm runoff to the existing outfall (Cache La Poudre ' River). 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 Service Center Facility. 2-, 10- 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 the Service Center at 700 Wood Street will be provided via a ' constructed wetland, located at the northeast area of the site. Stormwater pollutants will be filtered prior to discharge to the Cache La Poudre River. 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. 05hd=XftpodVi � DminSEAR •BROW N uye] ]°_°2_RVD.doc References 1. Update to: Final Drainage & Erosion Control Study, Ft. Collins Utility Center, PUD, 5`� Filing, Ft. Collins, Colorado, Sept. 1997 (Rev. Jan. 2000). 2. Final Drainage & Erosion Control Study, Ft. Collins Utility Center, PUD, 5`" Filing, Ft. Collins, Colorado, September 1997. 3. Flood Insurance Rate Map Panel No. 080102-0001, FEMA, February 1984. 4. Flood Insurance Study, City of Ft. Collins, Larimer County, FEMA, February 1984. CUOM1933- 10 051�D S l30 PVA SEAR•BROWN Animpc I 1 i 1 1 1 1 1 i SWMM ANALYSIS 1 (PRIOR TO SW PARKING LOT) 1 1 1 1 1 i 1 1 1 Update to: Final Drainage and Erosion Control Study Fort Collins Utility Center, P.U.D., Fifth Filing Fort Collins, Colorado September 1997 Updated: January 2000 THE SEAR -BROWN GROUP Standards in acellenc< ' SNNIM input file 100YEARDAT: January 14, 2000 t 1 2 4 7ERSHED 0 OF FORT COLLINS LIGHT 8 POWER SERVICE CENTER, DOWNTOWN BASIN, 100-YR EVENT ] NC. (JAM) // FILEeIOOYEAR.DAT // 14 JANUARY 00 3O0 0 0 1. 1 2. 1 5. .00 1.14 1.33 2.23 2.84 5.49 9.95 4.12 2.48 1.46 1.06 1.00 0.95 0.91 0.87 0.84 0.81 0.78 0.75 0.71 0.69 0.67 0.00 .2 .016 .250 0.1 0.3 0.51 0.5 .0018 S Lds/vine/Cherry/Wood basin #1 1 1 838248.11 33. .014 S Ids/Vine/Cherry/Wood basin #2 3 3 471827.08 38. .017 ELm;'Jccd/Grant basin 4 4 209611.30 38. .016 _ ,rani/Loomis Basin 2C 20 997 6.41 38. .016 Future carking lot basin 5 5 888 7.45 51. .02 ting L3P parking basin (from Preliminary Overall Drainage Plan) 6 6 504 1.91 95. .015 -v sti.S LdP yard basin 1 7 7 138412.71 99. .02 S in draining to existing 30" ADS and 24" RCP's along north property Line ' 17 18 1384 4.80 99. .02 0 .It Elm Street channel 1 9 0 4 0.5 1200. O.CIO 25. 25. 0.016 0.5 50. 1200. 0.010 20. 20. 0.016 10. d Wood Streets channel 1Le 3 9 0 4 0.5 1650. 0.011 25. 25. 0.016 0.5 50. 1650. 0.011 20. 20. 0.016 10. ,rant Street channel 4 10 0 4 0.5 450. 0.010 25. 25. 0.016 0.5 50. 450. 0.010 20. 20. 0.016 10. t Elm Street channel 9 10 0 4 0.5 450. 0.009 25. 25. 0.016 0.5 50. 450. 0.009 20. 20. 0.016 10. suo� along Elm Street �E: 10 11 0 3 1. 1. 0.001 0. 0. 0.013 1. _ re parking lot chatmel 5 11 0 4 2. 340. 0.016 50. 50. 0.016 0.5 50. 340. 0.016 20. 20. 0.016 10. �entior. pond north of Elm Street 11 15 17 2 0.1 500. 0.005 0. 0. 0.013 0.1 C.0 0.0 0.0 4.73 0.07 8.24 0.49 10.78 1.52 12.87 3.41 14,69 5,99 71.38 6.57 95,53 7.19 123.09 7.83 153.88 8.51 187.96 9.21 225.26 94.95 274.41 10.73 335.13 11.55 405.63 12.42 480.96 13.32 575.99 Existing Grading along north side of railroad berm 15 7 0 1 20. 500. 0.0059 50. 3. 0.060 5. king lot outflow channel 6 14 0 4 10. 200. 0.007 3. 3. 0.016 0.5 50. 200. 0.007 20. 20. 0.035 10. off frcm parking lot split between detention pond and storage yard 14 7 4 3 1. 1. 0.001 0. 0. 0.013 1. 0.0 0.0 10.7 7.1 20.7 13.8 33.0 22.0 'art surface flow 7 70 0 1 20, 730, 0.020 50, 50. 0.016 5. �ention pond at northeast corner of storage yard 7] 16 4 2 0.1 50C. 0.001 0. 0. 0.013 1. 0.0 0.0 0.50 0.0 0.79 148.2 1.17 446.5 Eaistir; 30^ ADS and 20 RCP's along north property line (Use extra diameter) 18 16 0 5 2.5 975. 0.009 0. 0. 0.013 2.5 50 100 0.016 20 20 0.016 10 E: A. Northeast corner of storage yard 16 19 0 3 1.0 1.0 0.010 0. 0. 0.013 3.0 "verf Low charnel into open grassland to the northeast of Utility Center 1 19 0 1 3.0 4. 0.010 8. B. 0.060 5.0 4 -sc in '' • Run off from basin 20 20 11 0 4 0.5 450. 0.010 50. 450. 0.010 0 5 25. 25. 0.016 0.5 20. 20. 0.016 10. SWWHIM output file 100YEAROUT: January 14, 2000 I I I I I ENVIRONMENTAL PROTECTION AGENCY STORM WATER MANAGEMENT MODEL - VERSION PC.1 DEVELOPED BY METCALF EDDY, INC. UNIVERSITY OF FLORIDA WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970) UPDATED BY UNIVERSITY OF FLORIDA (JUNE 1973) HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS MISSCURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985) .A'EBSHED PROGRAM CALLED ENTRY MADE TO RUNOFF MODEL ••` C:TY CF FORT COLLINS LIGHT 8 POWER SERVICE CENTER, DOWNTOWN BASIN, 100-YR EVENT R30, INC. (JAM) // 1ILE2100YEAR.DAT // 14 JANUARY 00 NUMBER OF TIME STEPS 300 INTEGRATION TIME INTERVAL (MINUTES) 1.00 2.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH FOR 25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES FOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR 1.00 1.14 1.33 2.23 2.84 5.49 9.95 4.12 2.48 1.46 1.22 1.06 1.00 .95 .91 .87 .84 .81 .78 .75 .73 .71 .69 .67 .00 CITY OF FORT COLLINS LIGHT d POWER SERVICE CENTER, DOWNTOWN BASIN, 100-YR EVENT REO, INC. (JAM) // FILE•100YEAR.DAT // 14 JANUARY 00 SLS-;ZA GUTTER WIDTH AREA PERCENT OR MANHOLE (FT) (AC) IMPERV. 2 0 .0 .0 .0 1 1 8382.0 48.1 38.0 3 3 4718.0 27.1 38.0 4 4 2096.0 11.3 38.0 20 20 997.0 6.4 38.0 5 5 888.0 7.5 51.0 6 6 504.0 1.9 95.0 7 7 1384.0 12.7 99.0 17 18 1384.0 4.8 99.0 TDTAL NUMBER OF SUSCATCXMENTS, 8 TO'AL TRIBUTARY AREA (ACRES), 119.80 SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) (FT/FT) IMPERV. PERV. IMPERV. PERV. .0300 .016 .250 .100 .300 .0140 .016 .250 .100 .300 .0170 .016 .250 .100 .300 .0160 .016 .250 .100 .300 .0160 .016 .250 .100 .300 .0200 .016 .250 .100 .300 .0150 .016 .250 .100 .300 .0200 .016 .250 .100 .300 .0200 .016 .250 .100 .300 CITY OF FORT COLLINS LIGHT 3 POWER SERVICE CENTER, DOWNTOWN BASIN, 100-YR EVENT RBO, INC. (JAM) // FILE•100YEAR.DAT // 14 JANUARY 00 - CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL ••• INFILTRATION RATE(1N/HR) GAY MAXIMUM MINIMUM DECAY RATE NO .51 .50 .00180 .51 .50 .00180 1 .51 .50 .00180 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 WATERSHED AREA (ACRES) 119.800 n -'fSC TOTAL RAINFALL (INCHES) TOTAL INFILTRATION (INCHES) TOTAL WATERSHED OUTFLOW (INCHES) TOTAL SURFACE STORAGE AT END OF STROM (INCHES) E3RCR 14 CONTINUITY, PERCENTAGE OF RAINFALL 3.669 .553 2.912 .204 .000 CITY CF FORT COLLINS LIGHT 8 POWER SERVICE CENTER, DOWNTOWN BASIN, 100-YR EVENT RED. INC. (JAM) // FILE=100YEAR.DAT // 14 JANUARY 00 0 ER 3 4 9 10 5 11 15 6 14 7 70 WIDTH INVERT SIDE SLOPES OVERBANK/SURCHA3CE CUTTER NCP NP OR DIAM LENGTH SLOPE HOR12 TO VERT WINNING DEPTH _ CONNECTION (FT) (FT) (FT/FT) L R N (FT) 9 C 4 CHANNEL .5 1200. .0100 25.0 25.0 .016 .50 OVERFLOW 50.0 1200. .0100 20.0 20.0 .016 10.00 9 0 4 CHANNEL .5 1650. .0110 25.0 25.0 .016 .50 OVERFLOW 50.0 1650. .0110 20.0 20.0 .016 10.00 10 0 4 CHANNEL .5 450. .0100 25.0 25.0 .016 .50 OVERFLOW 50.0 450. .0100 20.0 20.0 .016 10.00 10 0 4 CHANNEL .5 450. .0090 25.0 25.0 .016 .50 ' OVERFLOW 50.0 450. .0090 20.0 20.0 .016 10.00 11 0 3 1.0 1. .0010 .0 .0 .013 1.00 it 0 4 CHANNEL 2.0 340. .0160 50.0 50.0 .016 .53 OVERFLOW 50.0 340. .0160 20.0 20.0 .01.6 IO.CC 15 17 2 PIPE .1 500. .0050 .0 .0 .013 .13 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 4.7 .1 8.2 .5 10.8 1.5 12.9 3.4 14.7 6.0 71.4 6.6 95.5 7.2 123.1 7.8 153.9 8.5 188.0 9.2 225.3 9.9 274.4 10.7 335.1 11.6 405.6 12.4 481.0 13.3 576.0 7 0 1 CHANNEL 20.0 500. .0059 50.0 3.0 .060 5.00 14 0 4 CHANNEL 10.0 200. .0070 3.0 3.0 .016 .50 OVERFLOW 50.0 200. .0070 20.0 20.0 C3� 10.00 7 4 3 1.0 1. .0010 .0 .0 .013 1.CO DIVERSION TO GUTTER NUMBER 5 - TOTAL 0 VS DIVERTED 0 IN CFS .0 .0 10.7 7.1 20.7 13.8 33.0 22.0 70 0 1 CHANNEL 20.0 730. .0200 50.0 50.0 .016 5.00 16 4 2 PIPE .1 500. .0010 .0 .0 .013 1.00 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .5 .0 .8 148.2 1.2 446.5 i8 16 0 5 PIPE 2.5 975. .0090 .0 .0 .013 2.50 OVERFLOW 50.0 100. .0877 20.0 20.0 .016 10.00 16 19 0 3 1.0 1. .0100 .0 .0 .013 3.0C 19 0 0 1 CHANNEL 3.0 4. .0100 8.0 8.0 .060 5.00 20 11 0 4 CHANNEL .5 450. .0100 25.0 25.0 .016 .50 OVERFLOW 50.0 450. .0100 20.0 20.0 .Oi6 10.CC TOTAL NUMBER OF GUTTERS/PIPES. 16 CITY CF FORT COLLINS LIGHT 8 POWER SERVICE CENTER, DOWNTOWN BASIN, 100-YR EVENT RED, I%C. (JAM) // FILE-IOOYEAR.DAT // 14 JANUARY 00 A3RANGE4ENT OF SUSCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE 1 0 0 0 0 0 0 3 0 0 0 0 0 0 4 0 0 0 0 0 0 5 0 0 0 0 0 0 6 0 0 0 0 0 0 7 15 14 0 0 0 0 9 1 3 0 0 0 0 O 4 9 0 0 0 0 it 10 5 20 0 0 0 A 6 0 0 0 0 0 t5 11 0 0 0 0 0 16 18 70 18 0 0 0 0 0 0 0 0 0 0 TRIBUTARY SUBAREA 0 0 0 1 0 0 0 0 0 0 0 0 C - 0 0 0 3 0 0 0 0 0 0 0 0 C 0 0 0 4 0 0 0 0 0 0 0 0 ' 0 0 0 5 0 0 0 0 0 0 0 0 _ 0 D 0 6 0 0 0 0 0 D 0 0 0 0 0 7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 D 0 0 0 0 0 c 0 0 0 0 0 0 0 0 0 0 0 0 - 0 0 0 0 0 0 0 0 0 0 0 0 - 0 G a 0 0 0 0 0 0 0 D a 0 0 0 0 0 0 0 0 0 0 0 0 C - 0 0 0 0 0 0 0 0 0 0 0 0 C 0 0 0 17 0 0 0 0 0 0 0 0 ,0 19 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0; 20 0 0 0 0 0 0 0 0 0 0 20 0 0 0 0 0 0 0 0 0 70 7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 CROER OF TREE STRUCTURE (NGUT VALUE) DECREASES THROUGH DIVERSION FROM GUTTER 10 TO GUTTER 5 COMP THROUGH DIVERSION WILL LAG TIME STEP UNLESS GUTTER CARDS ARE MODIFIED TO REVERSE DIVERSION. THE FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL STA31LITY PROBLEMS THAT LEAD TO HYDRAULIC CSCILLLATIONS DURING THE SIMULATION. 19 70 CITY OF FORT COLLINS LIGHT L POWER SERVICE CENTER, DCWNTOWN BASIN, 100•YR EVENT REO, INC. (JAM) // FILE=100YEAR.DAT // 14 JANUARY 00 -•• PEAK FLOWS, STAGES AND STORAGES OF CUTTERS AND DETENSION DAMS ... OCNVEYANCE PEAK STAGE STORAGE TIME °. EMENT (CFS) (FT) (AC -FT) (MR/MIN) 1 246.6 .9 0 36. 3 120.2 .7 0 37. 4 6..0 3. 5 60.8 .55 0 355. 6 18.7 .4 0 35. 7 232.2 .6 0 55. 9 .0 37. 415 10 415.7 (DI (DIRECT FLOW) 0 37. 11 221.5 .1 9.1 0 53. 14 18.7 (DIRECT FLOW) 0 35. 15 215.E 1*7 0 5. (DI 16 237.5 (DIRECT FLOW) 0 599. 18 43.6 2.5 0 35. 19 237.5 2.8 0 59. 20 33.4 .5 0 36. 70 231.9 .1 .9 0 59. PROGRAM CALLED CORRECT CNAME NOT FOUND a I 1 1 1 1 1 1 1 I I I I I I I I I SWMM ANALYSIS (EXISTING) j I 1 I 1 1 II II 1 1 q= E �l a E � m q � c 0 0 a 1 t 9 A C 3 � D 1 N W {l 1� mq G m N 0 q O C C O 1 �O In O I N N N (O •- cl) IA N N to )n lf) ly o0 w m f, )n O O O N m N p 0) O to (D to 0) O M CN0 0 0 0 o o ^ o 0 0 0� •t u� O O O cO') M Cl) GOO W (D M - 11 N = U N W O rn u) to eD N N [D M V o cp m CO O t o N Oi N N V .- -,t N L V M N V) o) Cj to 8 Ln r, of ao m r M It ONNa) N {J Q O N m O �n � O m m (D W m c 'O O M O N M N N N M (D (D 0 J! - t�D r 0 O )` O 0 M N N CO M W M r 'OI co 0 M O N N N an uN'1 ry N O O N N 0 N LD N N N N N N N N 0 0 0 0 0 0 0 0 O) m m m m m m m m O O O O O O O O O _1 '• 1SEAR-BROWN 212 34 WATERSHED 0 ' CIIYOF FORTCOLiINS LIGHT&POWERSERVICECINiFR, DOWNTOWN BASIN, 2-PREVENT S=BmwnXdw)//FIlL=fm_ocg_2z4May2002 36000 t. 1 1. 1 25 5. 02 9 033 038 0.6 4 O81 157 2 951. I8 0.710.42 ' 0350300.200.190.I80.170.170.160.150.15 0.140.140,130.130.00 I -2 D16 25 .10 30051 50 .0018 • ShieWVmvCIwn)Mood Basin i (=rq)ort) 1 1 838248.11 38..014 ' • Slu&WVwwCt=ry/WcodB=2(Mmpat) 3 3471827.08 38..017 •SmWoad0mtBasin4(=mpart) 4 4209611.82 38..016 • SrmT,rant L"M Basm20 (2000Rpot) 20 20 997639 38..016 E pond 5 1i 220269 18.0125 •Emstigpaliangla 6 660133080.4.0114 • Fxivtingsxldclesmt F&mnaw 72 12 160126100-0205 •Fxistiigbtdkhi®®A.B.aWC&din < ' 17 17138462867.1.02 D 9 5 1 342056717217 • West EmSactChannd(Mmpart) 0 1 9 04 05 I200. ODIO 25. 25. OD16 05 5D. 1200. 0.010 20. 20. 0.016 10. ' MapkaWWood SacdCh md(20 mpat) 0 3 9 04 OS 165a ODl1 25. 25. 0.016 05 ' 50. 1650. 0.011 20. 20. 0.016 10. •GrantSamtQm nd CMrepot) 0 4 10 04 OS 450. 0.010 25. 25. 0.016 OS 50. 450. 0.010 20. 20. 0016 10, • Elm Sacs Cl=md (2000 report) ' 0 9 10 04 OS 4% 0.009 25. 25. 0.016 05 50. 450. 0.009 20. 20. 0.O16 10. • Esisungbvlclepm fiunScviceCc=pm miganaIDd=h 0 6 10 01 T 30, .10 25. 25. 0.016 10. • Easmigdi¢h 6anpmidngana wpotd ' 010 1101 14. 280..008 8. 8. 0.035 10. " ExistngpR><mdaraload bean 5ompmd 0 It 12172 .1 325. 0.01 0. 0. 0.016 .1 0 0 DOI 4.73 OX 824 049 10.78 152 1287 3.41 14.69 5.99 7138 657 9553 7.19 123D9 723 15328 851 18796 921 22526 9.95 274.41 10.73 33513 1155 405.63 12.42 480.96 13M 515.99 • Emstngp[petmdwymd tDv akalmg=m&oFpmpcty 0 C' 1305 2 515 ODl 0. 0. Q016 2 ' 101 515 ODl 50. 50, 0D16 10 Emsungswalealcng�addofwc 0 13 1904 5 285 ODO15 3. 3. OMS 2 100 295 0.0015 50. 50. O.016 10. • Enstmg-V ADS and24" RCpSalmgtMhp wortybne(mocradia-2000mpat) 0 17 1111 25 975..009 0, 0 0016 25 50. 100, D16 20. M OD16 10. • Ensmighmndmpitd Cm 5Wd)roarzkofymd(IDNEj 018 1945 3.0 33. ODl 0. 0. OD16 3. 50. 33. 0.01 50. 50. 0016 10. ' 0 0 5 0 A 1482 1,17 4465 •Ri fffmmB=20(2100repnt) 0 20 11 04 OS 450. 0.01 25. 25. 0.016 S 50. 450. ODD 20. 20. 0.016 10. ' 0 13 5 1 3 4 910 6 11 12 13 17 18 19 20 ENDPROGRAM I:NOBS\183-051\data\Dralnape\Current SWMMUtss exg_2.ln Printed: 05/20/02 SEAR -BROWN ENVIRONMENTAL PROTECTION AGENCY -STORM WATER MANAGEMENT MODEL -VERSION PC.I DEVEDPEDBY METCAIF+EDY, NC. UNIVERSITY OF FLORIDA WATER RESOURCES FNGINIMEiS, INC. (SEPTFMBER 1970) UPDATED BY UNIV1 ] YOFFLORIDA(IUNE I973) HYDROLOGIC ENGINEERING CENTII CORPS OF ENGINEERS MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYIE ENGNEFRNG CORPORATION (,MARCH 1985,JULY 1985) "" ENTRY MADE TO RUNOFF MODE."* L:UOBS\183-051\data\Drainage\Current SWMM\fcss_exg_2.out 1 Printed: 05l2&02 'SEAR -BROWN CIfYOF FORTCOLLI 1SIIGFlT&POWERSERVICECENTER.DOWNIOWNBASW, 2-YR EVEW S=B-wn4chv)//FQE-ks cc&2z,May2002 NUMBEROFTA7MESTEPS 360 W7EGRATIONTMENTERVAL(MNUIES) 1.00 I.OPERCENfOF INTERVIOUS AREAHAS ZERO DE ENMN DEPTH FOR 25RAINFALLSTEPS,THE17vENTERVALIS SAOMINU-ES ' FORRAWGAGENUMBER 1 RAWFALLHISTORY IN INCHES PER HOUR 29 33 38 64 Sl 157 2.85 LIS 71 .42 35 30 20 .19 .18 .17 .17 .16 .15 .15 .14 .14 .13 .13 AO 1 I 1 I L:UOBSN183-0511datalDrainagelCurrent SWMMlfcs_exg_2.out 2 Printed: 0520/02 'SEAR -BROWN CITY OF FORTCOU24S LJGIT &POWERSERVICECENIER, DOWNTOWN BASIN, 2-YR EVEN' S=Bmwn4c1w)//FQE-EsscxL2 %May2002 SUBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACESMRAGE(PI) 1NFILTRATIONRAT7:( *111)GAGE NUMBER ORMANHOLE(FI) (AC) ]M ERV. (FTC NTERV. PERM MMV. PERM MAM" MINIMUM DECAY RATE NO ' .2 0 A D .0 D300 016 250 101 311 51 50 D0180 1 1 83820 48.1 3&0 .0140 016 250 .100 3M 51 50 .00180 1 3 3 4718D 27.1 38.0 0170 D16 250 .100 3W 51 50 DOISO 1 4 4 2096.0 113 38.0 .0160 D16 250 .100 300 .51 50 .00180 1 20 20 997.0 6.4 38.0 .0160 D16 25D .100 300 51 50 DOISO I ' S 11 220,1 27 18 A125 D16 210 .100 300 51 50 D0180 1 6 6 601D 33 80A D114 .016 250 .100 300 51 50 A0180 1 71 18 310.0 119 835 0200 016 250 100 3W 51 50 D0180 1 72 12 160.0 13 99.9 MM .016 250 .100 300 S1 50 .00180 1 17 17 1394.0 63 67.1 0200 016 250 .100 3W 51 50 .00180 1 TOTALNUMBEtOFSUBCATCWv0,nS, 9 ' TOTAL TRIBUTARY AREA (ACRES} 118.88 CITY OF FORTCOLLAIS I-IGIif&.POWFRSERVICECENIFR, DOWNTOWN BASIV,2-YREVFNf S-B-wr4(chv)//FV.E=fcs� cgL2i4May2002 HYDROGRAPHS ARE LISTED RTRTHEFOLLOWING 9SUBCATCM93- 5-AVE2AGEVALUFSVMHNTDAENTERVAIS TQvM(1- MvW 1 3 4 5 6 17 20 71 72 0 1. .0 0 A 0 A A 0 A A 0 6. A A A A A A D A A ' 0 11. D A A D A A D D A 0 16. 1 A A D D D D .0 A 021. 5.6 3.4 15 D A 12 .7 A 2 0 26. 14.9 8,6 3.7 .1 15 33 1.9 1.6 .6 0 31. 31.7 18.1 7.9 .1 33 7.1 42 5.4 1.6 ' 0 36. 44.8 252 11.0 .1 62 103 5.9 12.4 28 0 41. 23.7 132 5S .1 3.8 5.5 32 12.1 IS 0 46. 15.4 8.6 3.9 .1 2.4 35 2.1 102 12 0 51. 10.4 5.9 25 .1 1.6 23 1.4 82 8 0 % 8A 4.7 2.1 1 12 1.8 1.1 68 .6 ' 1 1. 7.1 4D 1.7 .1 1.0 15 9 5.6 5 1 6. 5.6 3.1 1.4 .1 S 1.1 3 4.7 A 1 Il. 4.9 28 12 .0 7 1.0 7 4D 3 1 16. 45 26 1.1 A .6 9 A 3A 3 1 21. 42 24 ID A S S b 30 3 ' 1 26. 4.1 23 ID A S 8 S 27 2 1 31. 39 22 1.0 .0 S S 5 25 2 1 36. 3.7 21 9 .0 A .7 5 23 2 1 41. 3.5 2A .9 .0 A .7 5 21 2 1 46. 3.4 1.9 8 0 .4 7 .4 20 2 1 51. 33 IS S A .4 .6 A 1.9 2 1 56. 3.1 1.7 8 0 4 6 A 1.8 2 2 1. 2S lb .7 D A b .4 1.7 2 2 6. lb .9 A A 2 3 2 1.4 .1 2 11. 1.1 .6 3 D .1 2 .1 1.1 .1 ' 2 16. 8 A 2 A .1 .1 .I 1D 1 2 21. b 3 .1 D .1 .1 .1 S D 2 26. 5 3 .1 .0 .1 1 .1 .7 D 2 31. A 2 .l D A D .1 b D 2 36. 3 2 .1 D .0 A D 5 A 2 41. 3 .1 1 0 .0 A D 5 D 2 46. 2 .l D D D D A A D 2 51. 2 .1 .0 D 0 D A .4 A 2 56. .l .l A A A D A 3 D 3 1. .1 .1 A D A D .0 3 A ' 3 6. .1 A A A A A A 3 D 3 11. 1 D A D .0 D D 1 A 3 16. D .0 A D .0 A A 2 A 3 21. A .0 A 0 A D A 1 A 3 26. D .0 A D .0 .0 A 2 D 1 3 31. D .0 0 D 0 A A 2 D 3 36. A .0 A A A D D 2 D 3 41, D D A D A D D .1 D 3 46. A .0 A A A D A .1 D 3 51. A 0 A A D D D .1 A ' 3 56. A A D D .0 D D 1 A 4 1. D D D A D D D .1 D 4 6. .0 A D A A A A .1 D 4 11. A 0 A A A D D .1 D 4 16. A D D D A A A .1 D ' 421. A D D D D D D A D 4 26. D .D A D A D D .1 A 431. A .0 D D A D D .1 D 436. A .0 D D A D D .1 A 441. .O .O D D O D D .1 A ' 446. D A D D A D D .1 A 451. A D .O .O D D D .1 D L:UOBS1183-0511dataOrainagelCurrent SWMMlhss_exg_2.aut 3 Printed: 05/20/02 ' 456. D D D D A D D .1 A 5 1. 11 D D D D A .0 1 D 5 G A D D D D D D D D ' 5 ll. A A A D A A A 0 A 5 lb D A D.0 A A A D D 521. D .0 D .O D D D .0 A 526. D 0 .0 .0 0 A D .0 D 5 3L D A D D A A A .0 D 536 A D D D D A D D D 541. D D D A .0 A D 0 D 546. D D D D D .0 A D D 551. D .0 D D .0 .0 .0 .0 A 5 56. D .0 .0 A .0 .0 .0 .0 D I I 1 I I I 1 I 1 SEAR -BROWN t L:VOBS\183-0511data\Drainage\Current SWMMVcss_exg_2.out 4 Printed: 05/20/02 SEAR BROWN CITYOPFORTCOLi1NS LIGHT& POWERSERVICE CENTER, DOWNTOWN BASIN, 2-YR EVENT S=Bro 4clw)//F1LE=fLzexglin. May2002 •.. CONTINUITY CHECK FORSUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL... WATERSHFDAREA (ACRES) 118880 TOTALRAINFALL(INCHES) .978 TOTAL INFILTRATION M4CHES) 374 TOTAL WATERSHEDOUM-OW (INCHES) .428 TOTALSURFACESTORAGEATENDOFSTROM(NCNES) .176 ERROR IN CONTINUITY, PERCENTAGEOF RAINFALL. .001 L:UOBS\183-051\data\Drainage\Current SWMM\fas_ezg_2.out 5 Printed: 05/20/02 I SEAR -BROWN I I I I I I I 1 Cr1Y OF FORTCOLLINS LJOHI& POWERSERVICECEN[F7ZDOWNTOWNBASIN,2-YREVINf S= mwn,(clw)//FQE-fcs a8-2AMay2002 WIDTH INVERT SIDESLOPES OVERBANIGSURCHARGE GUTTER OMER NDP NP ORDIAM LENGTH SLOPE HORIZTOVERT MANNING DEPTH X NUMBER CONNEC110N (F I) (F1) (FT/FI) L R N (FI) 1 9 0 4 CHANNEL 5 1200. .0100 25.0 25.0 D16 SO 0 OVERFLOW 50.0 1200. .0100 20D 20A D16 10.00 3 9 0 4 CHANNEL S 1650. D110 25.025.0 AI6 50 0 OVERFLOW 50A I650. .0110 20.020.0 D16 IO.00 4 10 0 4 CHANNEL. S 450. 0100 25.D 25.0 D16 50 0 OVERFLOW 50.0 450. .0100 20.020.0 AI6 10.00 9 10 0 4 CHANNEL 5 450. 0090 25.025.0 D16 50 0 OVERFLOW 50.0 450. .OD90 20.0 20.0 .016 10.00 6 10 0 1 CHANNa 7.0 30. .1000 25.025.0 D16 10.00 0 10 11 0 1 CHANNEL 14.0 280. .0080 8.0 8D A35 10.00 0 11 12 17 2 PIPE 20 325. D100 .0 D .D16 100 0 RESERVOIRSTORAGE INACRE•Fa7 VS SPILLWAY Ot11PLOW .0 .0 A 4.7 .I 81 5 10S 15 12.9 3A 14.7 6.0 71A 66 955 72 123.1 7A 1539 8S 188D 92 2253 9.9 274.4 10.7 335.1 11.6 405E 114 481.0 133 576,0 12 13 0 5 PIPE 2D 515. DI00 D .0 .016 2D0 0 OVERFLOW 100.0 515. AI00 5D.0 50A AI6 10.00 13 19 0 4 CHANNEL 5.0 295. .0015 3.0 3.0 .035 ZOO 0 OVERFLOW 100.0 295. .0015 50.0 50.0 .016 20.00 17 18 0 5 PIPE 25 975. D090 D .0 D16 250 0 OVERFLOW 50.0 100. Mn 20.020.0 D16 IODO 18 19 4 5 PIPE 3.0 33. OI00 .0 A 016 3.00 0 OVERFLOW 50.0 33. D100 50.0 50A .016 10.00 RESERVOIR STORAGE INACRE-FFET V S SPILLWAY OUTFLOW D A 5 D .8 1482 12 4465 20 11 0 4 CHANNEL 5 450. 0100 25.0 25A 016 50 0 OVERFLOW 50.0 450. DI00 20.020.0 AI6 IOAO TOTALNUMBEROFGVLTERSPIPES, 12 L:UOBS\163-051\dataZr2inage\Current SWMMVms exg 2.out 6 Printed: 05/20/02 SEAR -BROWN CRYOFFORTCOLLM LrjHT&POWFRSERVICECFNTFRDOWMDWNBASK2-YREVFNf Ssavwn,(chv)//FM -Css e+c_2.fry Mey2002 ARRANGF7v1FNT OF SUBCATCFMLLMS AND GUrrERSIPM GUrrER TRBVfARYGUnTRWE TRIBUCARYSIIBARFA DA{AQ 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 48.1 3 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 27.1 4 0 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 0 0 11.8 6 0 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 0 0 33 9 1 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 752 10 4 9 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 903 11 1020 0 0 0 0 0 0 0 0 5 0 0 0 0 0 0 0 0 0 99.4 12 11 000000000 72 000000000100b 13 12 000000000 0000000000100.6 17 0000000000 17000000000 63 18 17 0 0 0 0 0 0 0 0 0 71 0 0 0 0 0 0 0 0 0 182 20 0000000000 20000000000 6A L: V OBS\183.051 \data\Drainage\Current SWMM f ss_exg_2.out 7 Printed: 05/20102 SEAR -BROWN CITY OF FORTCOLLJNS LIGFTf& POWERSEiV10ECEKrEP DOWNMWN BASIN, 2-YREVENT S=B'rno4dw)//FQ%Ts� exg-2.irLMay2002 I I 1 1 I HYDROGRAPHS ARE LISTED FORTHEFOUOWING IOCONVEYANCEEPINEYIS THE UPPERNUMBERIS DISCHARGE IN CFS DEI,M'EiS STORAGE IN AC-FTFORSUACHARCMGUrlI R 1 3 4 6 9 10 11 12 13 17 0 1. A D A D D A A A D D M) DX) DOO DR) DO() .00() DO() w) DR) M) 0& A A A D 0 .0 0 0 D A DI() A0() •00() .ODO AO() A0() DO() DI() .00() DI() 0 11. 0 A A .0 0 D D O D D DI() .01() A1() .00() DO() M) M) DI() M) .01() 016, A A A A 0 A A D A D M) AIO D2O M) DIO M) M) M DOO D7() 021. 1.0 4 S 5 1 I 1 1 A 3 .14() DX) .11() .03() M) 4X) M) •09() M) .17() 0 26, 67 26 26 13 5.D 4A 4.1 26 3 20 A) 210 21() .05() 28O 22O M) 51O .14() AZ() 0 31. 195 U 6.4 3.8 20.9 233 23.7 192 92 55 A6() 33() A) .08() AS() N) .00(S) I.A) A) .70() 0 36. 34.6 183 11.1 62 43.8 54.6 283 243 20.7 10.1 A) •44() 37O .11() A) 89O .12(S) 2D4O 1.42() 97O 0 41. 30.7 16.7 68 38 493 61.7 29S 293 273 6.6 53() A3O 31O M) b0O .95() 37(S) 2D60 Im() •77() 0 46. 242 128 44 24 403 502 30.7 312 305 42 A) 38O 26O A7O 57O .85O 57(S) 2C7() 1.72() Q() 0 51. 15.4 9A 3.0 1.6 295 37.1 309 31.6 315 28 A2O 34O 22O DSO 53() 73O b8(S) 2.07() 1.74() A 0 56. 11.1 72 23 12 215 274 31D 31.6 31.6 21 37O 31O 2DO •04O A9O .62() 69(S) 2A7O 1.75() A4O 1 1. 88 5.7 19 1.0 158 202 30.9 315 315 1.7 34O 28O .19() D4O 43O 52O b5(S) 2A7() 1.74() 39O 1 6. 7.1 46 1S 8 127 1&1 30.7 312 313 13 31O 26() .17() M) .40() A6O 57(S) 2A70 1.74() 35O 1 11. 5.9 3JS 13 b IOA 13.2 304 31D 31.1 1.1 29O N) .16() DX) 37() .41() A6(S) 2A7O 1.73() 32O 1 16. 52 33 11 6 &9 112 29.7 30.4 30.6 1.0 A) 23O .15() D3O 35() 37() 34(S) 2A7O 1.72() 30O 121. 47 29 1.1 5 8.0 IOA 299 29.7 304 9 27O 22() .15() D3O 33O 35O 22(S) 207() 1.70() 29O 1 26. 44 27 ID 5 73 9.1 28.1 289 292 .8 N) .21O .15() DX) 32O 33O M) 2060 1A) 2R) 1 31. 41 25 IA 5 68 85 16.4 25.4 77A 8 3O 2Al) .14() 4X) 31O 32(•') M) 2..W) 1b3O 27O 1 36. 3.9 23 9 A 64 80 8b 123 192 .7 3O SIX) .14() M) 31O 31O M) LMO L37O Z7O 1 41. 3.7 22 .9 A &1 7.6 8.1 85 103 .7 24O .19() .14() M) 30O A) AO() 95() 99O 260 1 -16 3.6 21 9 A 58 72 7.7 8A 85 7 X) .19() .14() D2O 29O A) M) 92O 90O A) 1 51. 3A 20 B A 55 6.9 7.4 7.7 79 7 24O .190 .IX) =) A) .2R) ADO 900 86O 25O 1 56. 33 1.9 B A 53 6.6 7.1 73 75 b Mo .1O JR)5. 2K) 2k)8M) M) 84(b 24O 2 1. I8) 2) .I8O .13() .02() 4) Z7O M) 86) .() 24O 2 6 25 15 5 2 45 5.7 6.1 65 6JS A 21O .17() .IIO M) 27O 25O M) A) e(I) 21O 2 11. 3A0 19O .15() .10() D0 1.2A) A) M)2O 4.74() .17() 216. IA IA 3 1 28 3.6 3.9 42 4.9 2 .17() .14() M) A1O.22O .19() M) b5O b7O .14() 2 21. 1.1 8 2 .1 21 28 3.1 33 3.9 1 JX) .13() D7O D1O ZOO .17() M) A) 59O •IA) 2 26. 8 .6 .1 .1 1.7 22 2A 26 3.1 .1 .K) .12() D7() DI() .18() .15() M) 51() SZO .11() 2 31. .7 5 .1 D 1.4 18 1.9 2I 25 .1 .12() .I1() D6O D1O .17() .13() M) A6O A6O DX) 2 36. 5 A 1 A 1.1 1.4 lb 1.7 2D 3 .I1O .IOO D6O A1() .I5O .11() M) At() At() M) 241. 5, 3 1 D 9 12 13 IA 1.7 A .10() .09() 45O DI() .14() .IOO M) 38() 37O D7O 2 46. A 3 1 D 8 1D 1.1 12 1.4 D .10() .08() DSO .00() 13() D9O M) 34O 33O Dk) 251. 3 2 1 A .6 8 .9 1.0 12 D D9O .OSO D4O ADO .12() ASO M) 31() 30O D60 2 56. 3 2 D A 5 .7 8 8 1.0 D .M) D7() D4() .00() .11() D7() M) AO Z7() JWO L:UOBS\183-051\data\Dreinage\Current SWMMVbss_exg_2.out 8 Printed: 05M02 SEAR -BROWN 11 I 1 I 1 3 1. 2 2 D D A .6 b .7 S A .M) .D70 D7() M) .110 .07() Da) 270 25() DX) 3 6. 2 1 D .0 A 5 b b .7 D .07() DX) DX) •W) .10() D6() DX) 25() 23() W) 3 11. I 1 D D 3 A 5 5 b D D7() N) 4N) M) •09() DX) .00() 23() 2I() .00() 3 16. I 1 D A 3 A A A 5 D JW) .W) DX) DX) A9() DX) .00() 21() .19() .O4() 321. 1 1 D A 2 3 3 A 5 D D6() .W) .02() DW) D9() D4() DO() A) .170 D4() 3 26. 1 1 D D 2 3 3 3 A D DX) DX) D2() .00() 070 D4() DX) .180 .16() •03() 3 31. I 1 D D 2 2 2 3 3 D DX) DQ() JR) M) D7() •P1() .00() .17() .1X) .03() 336. 1 0 0 A 1 2 2 2 3 D .04() N) D2() M) DX) .03() •M) .16() .13() DX) 341. D D D A 1 2 2 2 3 D JX) K) 01() M) JW) •03() DX) .15() .12() q) 346. D D A A 1 1 2 2 2 D JX) D3() DI() .00() DX) DX) .00() .K) .1I() DX) 3 51, D D D A 1 1 1 1 2 D •03() .03() Dl() M) DX) m() DO() .13() .10() •03() 3 56. .0 A 0 A 1 1 1 1 2 D DX) DX) DI() .00() DX) .02() AO() .12() .10() DX) 4 1. A A D .0 1 I 1 1 .1 D DX) D3() Dl() .00() DX) .03() .00() .11() D9() .03() 4 6. D A D .0 t 1 t 1 .1 A D3O .030 DI() DO() .06() M) .00() .110 M) .020 4 11. D D D D A 1 t 1 .I D DX) .02() DI() DO() D4() D2() D0O .10() DR) •02() 4 16. A A 0 A A 1 1 1 .1 D DX) .020 Dl() .00() D4() D2() M) .10() 970 A2() 421. D D D A D 1 1 1 1 D D2() D2() DIO M) D4() ffi() M) DW) D7() •02() 4 26. D D D D A 1 1 ] 1 D .02() .02() Dl() M) DX) .9) M) D9() W) D2() 431. D A A D D.0 1 I 1 D M) .02() Dl() .00() •03() .01() •00() DR) .06() .02() 436. A D 0 D D D A 1 1 D D2() .020 Dl() M) .03() Dl() D0() M) D6() D2() 441. D .0 0 D D D D D I D D2() A2() Dl() DO() D3() AI() DO() DR) DX) DA) 446. D.0 A A D D A D 1 D M) D2() Dl() D0() ") .01() M) D7() DX) .q) 451. D A 0 D D A D A 1 D DA) •A() AI() M)D D3(A DIA) DA) A () DX) M4) 4 56. D2() .9) DIQ M) D3() Dt() M) D7() DX) D2() 5 1. A D D D A D D D D A D) M) . 1()DM) A3JD ()) .01()M) A OAO M)DC) 5 6. IR() D10 DI() M) JR) .010 DO() DR) N) D2 ) 5 11. D D D D D A D D D D D2() .01() .010 M) D2() .01() DO() D6() D4() .02() 5 16, 0 0 D D D .0 D A D D D10 D10 D10 M) 00 .010 M) N) D40 D10 521. D D D D D A D D D D DI() DI() Dl() DO() M) Dl0 DO() D60 D4() Dl() 526. D D D A D D D D D D D10� .010 Alp M) D2() D10 M) D60 JX) Dl()531. D D D D D D A D D D D1() .010 D1() .000 D2() AI() DO() N) Dq) DI() 536. D D D D D D .0 D D A 010 .010 D10 M) D20 D10 D0() DSO 430 D10 5 41. D D D D A D D D D D D10 D10 DIQ DOO D20 A10 M) DX) DX) DI() 546. D D D D D D D D D D D1O D1() Dl() M) D2() 1110 M) D50 D30 Dl() 551. A D .0 D D D D D D A .010 .010 D10 M) D2() .010 M) 050 M0 .010 556. A A A D D 0 A D D A Dl() D10 D10 M) D2() Dl() M) DX) D3() D10 CITY OF FORTCDLLM IJGHT&POWERSERVrECEMF3LDOWMDWNBASK 2-YR EVENT S=&vwn,(cW)//FMZ- B x&_2ui,May= THE UPPERNUNMERIS D5CHARGE INCFS THE LOWERNUMBERISONEOFTIE FDUOWINOCASFS: ()DENOTES DFPLHABOVE NVERT IN FEET (S) DEt4DM STORAGE INAC-FTRIRDE ENMNDAM. DSCHARGE NCIt1DES 91LL.WAYOU M.0W. (o De4 =SGUTI NFL.0WINCFS FROM SPE7MNFL0WHYDRMWH (D) DENOTES DSCHARGE IN CFS DIVMTED FROM nM GUTI17i (0)DFNOTFSSTORAGENAC-Fr FOR SRX ARGFDOMIFIZ L:VOBSN83-O511data\Drainage\Current SWMMfts_exg_2.aut 9 Printed: 05/20/02 I I 1 1 7IIvMW,MM 18 19 20 0 1. () AD O() .00() 0 6. D D A DOp DO() M) 0 11. D D D 0 I6 M) M) DIO JD M) •000 DI() 021. .7 7 2 Da) Da) DR) 0 26 3A 3.7 12 DO() DO() .16() 0 31. 105 19.7 32 M) •A) •230 0 36 233 44.0 59 DO() W) 29() 041. 183 45.6 39 DO() JA) 24() 0 46 143 44.8 25 •OO() •A) 21() 0 51. 109 423 1.7 DO() .00() .18() 0 56. 8.7 40A 13 M) .00() .16() 1 1. 71 388 1D 1 6 M) M) .l$ ) M) W) .14() 1 It. 1W 361 .7 .00() DO() .13() l 16 44 35.0 b .00() .00() .12() 1 21. 39 339 b M) Doi) .12() 126. 3.6 32S b 1 31. �) 7 .15) Dop .00() .110 136 3.0 222 5 DO() .OD() .IT 1 41. 28 13.1 5 1 46 M) •OD1 •11() .00i) M) .11() 1 51. 25 106 A .00() DO() •100 1 56. 24 99 A 2 1. 223) .9.5 Ai) D Da) •Oa) •1a) 2 6. 18 86 3 DO() Doi) D9() 2 11. 14 7A 2 16 M) M) DR) DO() m() D1O 2 21. ID 49 1 DO() .00() D6() 2 26 B 3.9 1 DoO M) DX) 2 31. 7 32 1 2 36 D6 22.6 .1 M) M) JR) 2 41. 5 2.2 D Doi) DO() N) 2 46 5 1.9 D 2 51. A 1.6 D DO() DO() DX) 2 56. A IA D DO() Do() D3() 3 1. 3 12 D 3 6 M) IA) D) D JD DO() DO() D3() 3 11. 3 9 D 3 16 M) M) JR) DO(), DO() D2() 3 21. 2 .7 D 3 26 M) M) DM) DO() DI1() MU 3 31. 2 S D 3 36 DW) �) M L:VOBS\183-0511data1OrainagelCumentSWMKfcss_exg_2.out 10 Printed: 05/20/02 I 1 1 I 1 L [1 1 1 I DOO .00() D10 341. 2 A D .00() AO() D10 346 1 A D ) M) 3 51. DIO D00 DOO 1010 3 56 1 3 D AO() M) DIO 4 1. M) m() DI() 4 6 1 2 D M M) Dt() 411. 1 2 D DO() M) D10 416. Da) Da) D10 4 21. .1 2 D M) M) Jot() 4 ZG DO() M) DIO 4 31. 1 1 A DOO DO() DIO 436 1 1 D M) .�) DIO 4 41. AO() DO() AI() 446 1 1 D M) .00O DIO 4 51. M) M) AtO 4 56. M) •ODO D1O 5 1. •Mo M) M) 5 6 I 1 D DO() M) D10 511. 1 1 D Dt1() DO() DIO 5 1Q A 1 D 5 21. A 1 D M) M) DIO 526. A 1 A A) �) DO I 5 31. DX) .000 DIO 5 36. A 1 D M) M) Dt() 541. .0 1 D DX) Dt() 5 46 •�) M) AO() DtO 5 51. D .1 D D) M) DIO S 56. M) M) 1110 L:UOBS\183-0511data\Drainage\Current SW MM\fcss_exg_2.out 11 Printed: 05/20/02 SEAR -BROWN CrTYOFlORrOD -NSMIT& POWERSERVICECENTEP, DOWNTOWN BASH,2NREVENT S=&oun(alw)//F¢£ fs�._cq_2j May2= ^•PEAKFLOWS,STAGES AND STORAGES OFGlft1ERS AND DETENTION DAMS — NOTES WL ES A SURCHARGED ELEMENTAND:D MIPLIFS ASURCHARGED DETENTION FACH= CONVEYANCE PEAK STAGE STORAGE TNIE ELRAa4 `.TYPE(CFS) n (AC-M (HRMIM IA 348 S 037. 3.4 IM A 037. 4:4 11.3 A 035. 6:1 6S .1 035. 9:4 50.8 b 039. 10,.1 63.0 lA 039. 112 310 2.0 .7D 055. 125 31.6 21 053. 13:4 31.6 1.7 056 175 10.1 1.0 036. 185 233 1.4 036. 193 46.1 (DIRECTFLOW) 040. MA 5.9 3 036. L:UOBS\183-05IWata\Drainage\Current SWMMHcss_exg_2.out 12 Printed: 05/20/02 ' SEAR - BROWN 2112 34 WATERSHEDOFFOR 0 CIfYOFFORTCOL[INS CIGHT&.POWQtSQtVICECENIF.R. DOWNTOWN BASIN, 100•YREVINC ScuBmwr4clw)//F➢D-kg�_cxgv //May2002 36000 1. 1 1. 1 25 S. ' IA01.141332732.845.499.954.122481.46 1121.061.000.950.91 O.V OS40910780.75 0.730.71 Ob90b/0.00 1 -2 D16 25 .10 30051 50 MIS • Slw]& m&Chwy/Wood Basin I (M mport) 1 1838248.11 38. A14 •Slvc&Vmd0=r5 Vood Basin 2 CMmport) 3 3471827A8 38..017 • E2m WaadKiatBwm4(Mrepot) 4 4209611.82 38..016 •El nG=UormsBator20MMrepot) 20 20 997639 38 016 • E Tpcnd Sm11 220269 1.8.0125 •gpmkingkA 6 6 601330 S0AD114 Exisurlyunidnicnow • Edsmrg vetwL stow drauag 72 12 160126100..0205 • Exiangba'klinS;A, Bard C dnrbuge ' 17 17 138462967.1 .02 0 9 5 1 3 420 5 671 72 17 ' • Wet E3mS6aChoanl(20Wrepat) 0 1 9 04 OS MO. 0.010 25. 25. 0.016 05 50. 1200. 0.010 20. 20. 0,016 10. • MapleardWocdStxdQ mel(2000repat) 0 3 9 04 05 1650. 0.011 25. 25. 0.016 05 50. 1650. 0A11 20. 20. 0.016 10. • Goa Sa=Clmad M M repot) 0 4 1004 OS 450. OAIO 25. 25. 0.016 OS 50. 450. 0,010 20. 20. 0D16 10. • F3mSmC=mel (2000repot) ' 0 9 1004 05 450. ON 25. 25. 0.016 05 50. 450. 0.009 20. 20. 0.016 10. •Ensdngaickkpm BamSe Cartrpadmrgmeamdib:h 0 6 10 01 7. 30. .10 25. 25. 0.016 10. • Emungdi2h frompadkingareaarpmd ' 0 10 I1 01 14. 280. D08 8 8 0.035 10. • Emso^gP4x tmierraMmd bum funpord 0 11 12172 .1 325. 0.01 0. 0. 0016 .1 0 0 001 4.73 0A7 824 0.49 10.78 152 1287 3.41 1469 599 7138 6S7 9553 7.19 123D9 783 15388 851 19796 921 M-16 9.95 274.41 10.73 335.13 I155 40563 12A2 48096 131' 575.99 • Eamtgpipe mdmymd oswekaimgeastsidedpopmy 0 12 13 05 2 515 ODI 0 0. 0D16 2 ' 1011 515 0A1 50, 50, 0D16 10. • Emswgswmkakogcstmc*ofsie 0 13 19 04 5 285 0M15 3, 3. OD35 2 100 M 0M15 50 50. 0.016 10. • E=mrg30"ADSand24"Rq)?;almgmthpnipetybm(==Lia.-2D00re)ut) ' 0 17 1101 25 975, D09 0 O. 0,016 25 50. 100. .016 20. 2). 0D16 10. • Easmrgd=n=pmd (mymd) bamideofyud (m t4E) 018 1945 3.0 33. ODI 0. 0. 0016 3. 50, 33. 0.01 50. 50. 0.016 10. ' 0 0 5 0 .79 1482 1,17 4465 • RrmofffmnBm2)=repon) 0 20 1104 OS 450. ODI 25. 25. 0A16 5 50. 450. 0.01 20. 20. 0.016 10. 03 5 3 4 9 10 6 II 12 13 17 IS 19 20 EDPROGRAM 1:1,)OBSYI83-05lWatalDrainage\Current SWMMlfrss_exp.in Printed: 05120/02 SEAR•BROWN EJVIRONMEKFALPROTECIION AGENCY -STORM WATEtMANAGFMENFMODEL.-VERSION PCI DEVELOPE)BY MEICAIF+EDDY,]NC. UN VERSTIYOFFLORIDA WATERRESOURCFS ENGWFF.ERS, R C. (SSM3vME21970) UPDATE3BY UNNERSITYOFFLORIDA(lUNE1973) HYDROLOGIC ENGINEER M CENTER, CORPS OF ENGINEERS MISSOURI RIVER DIV ISION, CORPS OF FNG N06 6WMvaBER 1974) BOYIE E IGINEE RING CORPORATTON(MARCH I985,M-Y 1985) — ENTRYMADETO RUNOFFMODEL " L:UOBS`,183-051\data0minage\Cuvent SWMM\fcss_exg.out 1 Pnnled: 05/20/02 1 SEAR -BROWN CfiY OF FORTCOU2Z LIGHT&POWE2SERW EMMADOWNTOWNBASK IOO.YREVE•NI S®Bmwn4chv)//FQF-Es�_«gin#May2022 1 NUNMEROFM ESRPS 360 QP[EGRATIONT vffiN IItVAL(MAIU'[ES) 100 1.0 PU CENTOF D&MVIOUS AREA HAS ZERO DE'IFNI'ION DEFM 1 FOR 25RAINFALLMnTHEM EMERVAL1S S.00MAILRES FORRANGAGENUM13II2 1 RAINFALLIMMRY IN 84CHES PER HOUR IOO 1.14 133 223 2S4 5.49 9.95 4.12 2.48 1.46 lr IA6 LLD .95 .91 %7 .84 .81 .78 .75 .73 .71 .69 .67 .00 1 1 1 1 1 1 1 i 1 1 1 1 d 1 1 1 L:UOBS\183-051\data\Drainage\Current SWMM\fcss_exg.out 2 Printed: 05/20'02 I SEAR -BROWN CITY OF FORTCOLLJNS LIGHT&POWERSERVICECENIER, DOWNTOWNRASIN, 100-YREVENf S=BM"4c1w)//FILf- C%M1/M3y2IO2 1 1 1 1 1 1 SUBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCEFACIOR SURFACESTORAGE(N) RTMTRATIONRATF{H4R-IR) GAGE NUNMERORMANHOLE(Fl) (AC) RRERV. (FT/FT) WERV. PERV. MIPERV. PERV. MAXMIUMMIN f DECAYRATE NO .2 0 A D D 0300 016 250 .100 300 51 50 M18D 1 1 8382D 4&1 38.0 D140 .016 25D .100 3W 51 50 .00180 1 3 3 4718.0 27.1 38.0 D170 .016 25D .100 300 Sl 50 00180 1 4 4 2096.D 11.8 3&0 016D D16 25D .100 300 .51 50 M180 1 20 20 997D 6A 3&0 D16D D16 .250 100 300 51 50 .00180 1 5 11 220.0 27 1.8 .0125 .016 250 .100 300 51 50 D0180 1 6 6 601.0 33 80A .0114 D16 250 .100 300 51 50 D0180 1 71 18 3100 11.9 835 DW0 016 25D 100 3W 51 50 .00180 1 72 12 160D 13 99.9 .0205 016 25D .100 300 51 50 M180 1 17 17 1384.0 63 67.1 .0200 016 2T .100 300 51 SO .00190 1 70TALNUMBEROFSUBCATCIM 31M, 9 TOTAL TRBUfARY AREA (ACRES). 118.89 CHYOFFORTCOLLINS LIGHT&POWERSERVICECENIP.R, DOWNTOWN BASIN,100-YREVENT S=Bmwn4clw)//FH.E-fizs-ec8.m//May20D2 HYDROGRAPHS ARE LISTED FORTHEFOLLOWING 9SUBCATCfalWM-AVERAGEVALUSWTrHNTM1ENTERVALS TD4410iM18J) I 3 4 5 6 17 20 71 72 0 1. D A D D 0 D D A 0 0 6. .1 .l 0 .0 D D .0 D A 011. 143 85 3.7 .1 13 3D 1.9 1.1 5 016. 261 149 65 .1 3.0 53 3A 3.9 13 0 21. 425 24.1 105 1 55 96 5.6 9.7 24 0 26. 715 41A 179 A 83 153 9.4 1&6 33 0 31. 1662 %3 41.9 lb 193 343 21S 405 7A 0 36. 254.7 1525 66.4 4.1 269 483 34S 74.6 10.7 041. 1809 103.8 452 4,7 142 25.8 23S 57S 5.6 0 46. 134.0 76.1 332 4.7 IIS 162 17.7 421 35 0 51. 97.6 54.7 23.9 4.4 5.7 10.4 130 30A 22 0 56. 77.6 432 189 4A 4A &1 10.4 236 1.7 1 1. 09 35.4 15.5 3.7 3.7 67 85 19.1 15 1 6. 54.9 303 132 3A 33 60 73 163 13 1 11. 482 26S Ilk 3.1 30 55 65 14.4 12 1 16. 43.1 23.7 10.4 28 23 5.1 53 13.0 12 121. 39.0 21A 9.4 16 27 43 51 11.9 1.1 1 26 35J 19.6 8b 24 26 45 43 11.1 1.1 1 3L 329 1&1 7.9 22 25 43 4A 103 IA 1 36. 30A 16S 73 21 2A 4.1 4.1 99 IA 141. 283 15.6 63 19 23 3.9 33 9A 10 1 46 265 146 6A 1.8 22 3.7 3.6 9D 9 1 51. 25.0 13.8 60 13 21 16 33 8b 9 1 56 235 13.0 5.7 lb 2D 35 32 83 9 2 1. 2D5 113 4.9 1.4 13 3D 28 73 3 2 6 113 61 27 13 3 12 15 5,6 A 2 11. 83 44 19 11 .5 b 1.1 42 2 216. 66 3.5 15 1.1 3 A 9 33 .1 2 21. 5A 23 13 1D 2 3 .7 26 1 2 26 4b 2A 1.1 9 1 1 6 21 1 231. 3.9 20 9 3 .1 2 S 13 .1 236. 3.4 1.7 3 .7 .1 .l S 1.5 D 241. 29 IS .7 .7 .1 .1 A 13 D 2 46 25 13 b b .1 1 A 1.1 D 2 51. 2_1 1.1 S b 1) 1 3 9 D 2 56 2D I0 A S D D 3 3 D 3 1. 1.7 9 .4 5 D D 2 .7 A 3 6 15 3 3 S .0 A 2 6 D 3 11. 13 7 3 A A A 2 b .0 3 16. 12 b 3 A D A 2 5 0 3 21. ID S 2 A 0 .0 .l S D 3 26 9 A 2 .4 0 A .1 A 0 331. 3 4 2 3 D D .I A D 3 36 .7 3 2 3 D D .I 3 D 3 41. .6 3 .l 3 D D .1 3 D 3 46 .6 3 .1 3 .0 D .1 3 A 3 51. 5 2 .1 3 A D .1 3 D 356. .4 2 .l 2 D D 1 2 .0 4 1. A 2 .1 2 D D I 2 A 4 6. 3 .l .1 2 D A D 2 D 4 11. 3 .l 1 2 0 11 D 2 A 4 16. 2. .1 D 1 0 D D 2 A 421. 2 .1 0 2 0 D D 2 D 426. 2 .1 D.2 A D D .1 D 431. .l 0 D 2 D D D .1 D 4 36 .1 A D .1 D D D .1 LI 441. .1 D D .1 D D A .1 D 446. .1 .0 D .1 D D D .1 D 451. A A D .1 D D D .1 D L:VOBS1183-0511datalDrainayeCmmt SWMMVCss_exp.out Printed: 05/20/02 SEAR -BROWN 456. D .0 D 1 0 0 .0 1 D 5 1. D D D .l D D D .1 .0 5 6. .0 D D .1 D D .0 .1 D 5 11. A D D .I 0 D D .1 .0 5 16. D D D .1 D D D .1 D 5 2L D .0 D .1 .0 .0 D .1 D 526. A D.0 .1 D D D .1 D 5 31. D D D .1 .0 D D .1 .0 5 36. D.0 D .1 D D A 1 A 541. D.0 .0 .1 D D D D D 546. D .0 D .1 .0 A .0 .0 .0 5 51. A 0 .0 .1 .0 D A .0 .0 5 56. A .0 .0 .I .0 .0 .0 .0 .0 L:UOBS\183-051\data\Dr2inage\Current SWMM\f ss_exg.out 4 Printed: 0520/02 SEAR -BROWN CTTYOFFORTODUINS LIGHT& POWER SERVICECENTER, DOWNTOWN BASIN, 100-YR EVENT S=Dvwn,(chv)//FILES ocg.m//MayM ;�iZij�1)�Lr. -`I:- -'i• �: "-•c 7 •�ti I t q�d:§Ti('l:NLt�L:alf::; WATERSHED AREA (ACRES) How TOTALRAINFALL(INCHES) 3,669 TOTAL INFILTRATION(INCHES) .604 TOTALWATERSHEDOUTFLOW(IiCHES) 2264 TOTAL SURFACE STORAGE AT END OFSTROM(MCHES) 201 ERROR If CONTINUITY, PERCENTAGE OF RAINFALL .000 L:\JOBS\183-051\data\Drainage\Current SWMM\fcss_exg.out 5 Printed: 05/20/02 4"T a l[i07il►1 I t 1 1 1 CHYOF FORTCOLLINS LIGHT&POWERSERVICECFNTER, DOWNTOWN BASIN, IOFYREVENF S�rBrown,(clw)//FQ.l�fcs eKgm//Muy2002 WIDTH INVERT SIDESLOPES OVERBANKiSURCHARGE GUTTER GUPIFR NDP NP ORDNM LENGTH SLOPE HORIZTOVERT MANNING DEPTH JK NUMBER CONNECTION (FT) (Ft) IFT&T L R N (FT) 1 9 0 4 CHANNEL 5 1210. 0100 25.0 25.0 D16 50 0 OVERFLOW 50.0 1200. DI00 20D 20.0 .016 10.00 3 9 0 4 CHANNEL 5 16.50. Dl 10 25.0 25.0 016 50 0 OVERFLOW 50D 1650. DI10 20.020.0 D16 10.00 4 10 0 4 CHANNEL 5 450. .0100 25.0 25.0 A16 50 0 OVERFLOW 50.0 450. .0100 20.0 21.0 06 10.00 9 10 0 4 CHANNEL 5 450. 0090 25.0 25.0 DI6 50 0 OVERFLOW 50.0 450. .OD90 20.0 20.0 D16 IODO 6 10 0 1 CHANNEL 7D 30 .1000 250 25.0 .016 10.00 0 10 11 0 1 CHANNEL 14.0 280. .0080 8D 8D .035 10.00 0 11 12 17 2 PIPE 1 325. D100 D D D16 10 0 RESERVO [R STORAGE INACRE-EEE! VS SPILLWAY OLTTT'W W D D D 4.7 .1 82 5 10.8 IS 12.9 3.4 14.7 6.0 71.4 6.6 953 72 123.1 7S 153.9 85 188.0 92 2253 9.9 274.4 10.7 335.1 11.6 405.6 12A 481.0 133 576.0 12 13 0 5 PIPE 2.0 515. .0100 A 0 D16 2.00 0 OVERFLOW 100.0 515. DI00 50.050.0 D16 10.00 13 19 0 4 CHANNEL 5.0 285. O015 3.0 3.0 .035 ZOO 0 OVERFLOW 100.0 295. .0015 50.0 50.0 .016 10.00 17 18 0 5 PIPE 25 915. D09D D D D16 250 0 OVERFLOW 50.0 100. DM 20.02.0 DI6 IODO 18 19 4 5 PIPE 3D 33. 0100 D D .016 3.00 0 OVERFLOW 50.0 33. AI00 50.050D .016 10.OD RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 S D 8 1482 12 4465 20 11 0 4 CHANNEL. 5 450. DI00 25.0 25.0 D16 50 0 OVERFLOW 50.0 450. .OIOD 20.020.0 .016 10.00 7OfALNUbIDEROFGLII'IER.SPIPFS, 12 L:UOBS\183-051\data\Drainage\Current SWMMVcss_exg.out 6 Printed: 05/20/02 SEAR -BROWN CRYOFFORTCOLLWS I=& POWERSERVICECFNIFR,DOWNR9WN BASIN IONYREVENT S=Bmwn4ctw)//FM -E:s� agm//May20O2 ARRANGENIENCOFSUBCATCHM NISANDGUrrERSPIPES GUTIER 1R®IIIARYGUfIFR/PIPE 1RBLUARY SUBAREA DA(AC) 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 48.1 3 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 27.1 4 0 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 0 0 11.8 6 0 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 0 0 33 9 1 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 752 10 4 9 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 903 11 102000000000 500000000099.4 12 11 0 0 0 0 0 0 0 0 0 72 0 0 0 0 0 0 0 0 0100.6 13 12000000000 0000000000100.6 17 0000000000 17000000000 63 18 17000000000 71 000000000182 20 0000000000 20000000000 6.4 L:\.JOBSkla3-051\data\DrainagekCurrentSWMKAfcss-exg.out 7 Printed: 05/20/02 CITY OFFORTCOUINS T3GEiT&POWERSERVICECENIFR,DOWNIOWN BASIN,100-YRiVINf S=Bmwr4clw)//FI --fig cgm//May2002 I 1 11 I i I I I 1 i HYDROGRAPHS ARELLSTFD FORTtIEFOL1.OWNG THE UPPER NUMBER IS DISCHARGE IN CFS THE LOWER NUMBER ISONEOFTHE FOLLOWING CASES: ()DENOTES DEPTH ABOVE W VERTINFEEF (S) DENOTES STORAGE NAC•FTFORDETE•MWNDAM DISCHARGEA)CLUDESSPO.LWAYOVIF7.OW. (1) DENOTES GUITERNFIAW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH (D) DENOTES DISCHARGE INCFS DTVFRTTDFROM THIS GVRER (0) DENOTES STORAGE IN AC-FF FOR SURCHARGED GUTTER T71vTE(T32M1IN) 1 3 4 6 9 10 11 12 13 17 0 1. D D D D D D D D D D DO() M) AO() .W() .00O .00() DO() DO() •00() M) 0 6 D D D D D D D D D D D2() DI() D2() AO() M) DO() .00() .01() DX) DA) 0 It. 3.9 1.4 13 13 15 1.0 1.7 .8 .0 12 25() .16() .18() 45() .170 •09() DO(S) 29() D3O 33() 0 16 15.4 64 53 3.1 152 15.9 62 65 23 4.4 .42() 29() A) A70 A3() A6() M(S) 32() 49() bX) 0 21. 28S 14.6 9S 53 343 418 9.1 11.0 SA M 52() A0() 35() .10() AX) .78() 20(S) 1.120 39O 380 0 2& 47.0 255 152 83 61.1 755 11.0 142 123 133 59() 50() A2() A30 .fi() 106() 58M 132() ID9() 1.13() 0 31. 1143 50.1 329 183 1363 164.4 12.6 183 166 2&7 .730 S9() 54() A) •78() 157() 138(S) 1400 127() 1370 0 36 2466 1182 663 26.9 343.0 4103 149 212 20.1 483 93() .73() b4() 240 1.06() 2.43() 342(S) ZW2) IAO() 2-W) 0 41. 1999 113.7 48.1 14.6 3220 394.1 81D 55.1 37.8 29.8 370 .72() 59() .170 IN) 239() 622(S) 214() 190() 193() 0 46. 15M 925 36.1 83 2553 311.1 1613 141A 1012 185 A) .680 55() .13() 96() ZA) 7.98(S) 2290 227() 137() 0 51. 1135 712 269 54 194b 237D 200A 194D 1792 11.8 .73() bK) 51() 1O() 37() 138() &74(S) 235() 2A6() 1D6() 0 56 89.0 561 20.1 43 1523 1939 2073 2083 2055 8S .69() .60() A7() .09() 31() 1.66() &87(S) 2.37() 252O SO() 1 1. 72.6 45.6 162 3.6 123.6 1494 1982 2M7 205.1 7.1 .65() S7() A3() .060 .76() IA9() 8.70(S) 236() 251() .81() 1 6. 61.4 383 13.7 32 103.8 124A 182.7 1883 193D 62 .62() A) AO() DR) •72() 137() MO(S) Z34() 2A9() .75() 1 11. 53A 33.1 12A 3.0 89.7 1075 165.9 1719 177.1 5.6 A) 53O A) D70 .N) 1270 &07(S) 233() 246() .720 1 16 47.4 293 10.7 28 791 94.9 149.7 MA 1603 52 59O SZO 37() D7() b7() 1.19() 7.74(S) 2300 2420 b9() 1 21. 42.7 265 9.6 27 712 952 135.1 1405 145.6 49 57() Sl() 35() .070 b60 1.13() 7.44(S) 2280 239() .66() 1 26, 38.9 232 83 2.6 642 773 122.1 1Z7.1 131.8 4.6 5N) 48() 34() .(7() .64() UP() 7.I7(S) 227() 236() AS() 1 31. 35.7 20.A M 2A 57.9 69.9 111.1 115.6 119E 4.4 55() .46() 33() A7() AA) I=) 692(S) 225() 233() .630 1 36 33.1 185 75 23 AA 64,0 101.1 1053 1093 42 54O .44() M) DN) b10 970 6b9(S) ZZ3'O 2300 .610 1 41. 30.7 17D 7.0 22 49.0 592 9L4 963 99S 4,0 53() .43() 31O DN) b0() .930 6A9(S) Z22O Zr,() FD() 1 46 29S 15.8 65 22 45.7 55.2 85D 95 91S 33 =) A20 A) DN) 59O .900 632M 2200 2240 59() 1 51. 27.1 1" 6.1 21 429 51.8 79.4 81.7 94.7 3.7 51() AIO 29O DN) X) 37O 6.16(S) 2190 2220 570 1 56 25.6 13.9 53 20 404 4&9 72.6 75.7 785 35 51() •40() A) .06() S7O &1() 602(S) ZISO 2200 X) 2 1. 24.0 13.0 53 13 3&1 462 692 713 733 33 SOO A) 4) DN) 56() ffi() 539(S) 2170 2.180 3A) 2 6. 16.6 99 33 3 30.7 37.6 660 679 69.7 13 .430 35O 23O D4() S4() 73() 5.74(S) 2170 2170 410 211. Ilb 73 23 S 23.1 Z7.9 61.7 633 659 ID 38() 31() 20O D2() X) .620 555(S) 216() 2150 31O 216. &7 5.6 1.7 3 159 19.7 566 59.0 61.6 b 'W) A) .ISO A2() A3O 510 532(S) 215() 2130 ZS() 2 21. 69 44 IA 2 124 lit 513 533 563 A 31O 25O .170 .020 390 A4() 5MM 2140 2110 A) 2 26 5.7 36 12 A 10.0 122 463 4&7 5ZO 3 29O M<) .ISO Al() 3N) 39() 435M 1EX) 2D80 .18() 2 31. 43 29 ID .1 83 10.1 413 44D 475 2 Z70 72() .140 .01() 34() 35() 4b3(S) 211() ZW) .150 2 36 4.1 25 8 1 7.1 &5 372 39.6 435 2 25() A) .140 DI() A) 32O 4A3(S) 2100 2M) .140 2 41. 35 21 7 1 61 73 332 35.6 379 1 2A(1 .190 .130 DI() A) .29() 475(S) 2D9O 191() .120 2 46 3.1 1S b 1 52 63 29.7 32D 33A 1 M() .18() .t2O .010 28O 17O 4D7(S) 2070 1.790 .11() 2 51. 27 1.6 b D 4.6 55 265 2&7 30.0 1 210 .170 .110 DIO 17O 25O 3.95(S) 2.060 1.7%) .100 2 56 ZA IA 5 A 4,0 43 216 25.9 Z7D 1 A) .I6O .110 DI() 25() M() 331(S) 2d150 IAX) D90 L:UOBSt183-051'4ata\Drainage\Current SWMM\fcss_eV.CPA 8 Printed: 05/20/02 SEAR BROWN I I I 1 I r 1 1 3 I. 2l 11 A .0 35 42 21A 23.4 24R 1 .19() .L50 .10() •00() N) 210 3.70(5) 2040 IN) M) 3 6. IS 1.1 A .0 3.1 3.7 IV 21.4 222 D .18() .15() .10() AO() 23O X) 359(S) 2D2() IA7() .WO 311. 1.6 .9 3 .0 27 33 16.7 19.9 205 D .18() .14() DX) M) 24) .18() 350(S) 201() 1.41() D7() 316. 1.4 8 3 .0 24 29 149 155 175 D .17() .13() .09() D0() 21() .170 3A2(S) 1.40() 130() D60 3 21. 13 .7 3 D 22 26 1413 14.7 15.1 D .16() .13() .08() .00() A) .16() 334(S) 135() 121() DSO 3 26. 1.1 .6 2 .0 1.9 23 14.6 146 14.7 D .15() .120 M) .00() .19() .15() 3.26(S) 134() 1.19() D5() 3 31. 1.0 6 2 .0 1.7 21 143 145 145 D .IX) .110 07() M) .19O .140 3.18(S) IN) 1.190 D(O 3 36 9 5 2 D 15 18 144 14.4 145 D .140 .I10 A70 M) .170 .130 3.09(S) IA) 1.18O D40 3 41. 8 A 2 D IA lb 143 143 14A A .U() .100 07() M) .170 .120 3D1(S) IA) 1.180 JR) 3 46. 7 A .1 .0 12 1S 142 143 143 0 .130 .100 •06O M) .160 .110 293(S) IA) 1.180 M) 3 51. .6 A 1 .0 1.1 13 141 142 142 0 .120 M) N) M) .150 .11() 284(S) IA) 1.170 A30 3 56 .6 3 1 D 1.0 12 141 14.1 14.1 D .11() M) M) M) .140 .TOO 2.75(S) 1310 1.170 M) 4 1. S 3 .1 D 8 1.0 140 14,0 14.0 A .11() M) DSO M) .140 .090 2.67(S) 1310 1.170 M) 4 6 A 2 .1 D .7 9 13.9 139 14D D .TOO .080 DSO M) .130 M) 258(S) 1300 1.160 D3() 411. A 2 1 D .7 .8 13S 13.9 139 D .100 D80 D50 M) .130 M) 249(S) 1300 1.160 D3O 4 16 3 2 1 D .6 .7 13.7 13.7 13S D D9O .WO N) M) .120 .070 2A0(S) 1290 1.150 M) 421. 3 2 D D 5 .6 13.6 13.7 13.7 D D9O D70 D4O M) .110 D7O 231(S) I=) 1.150 D2O 4 26. 3 1 D D A .6 13.6 13.6 lab D jX) JW) A ) JWS 2(S) IA) 1A15() M) 4 31. �OOOA.11(S DBO D6O D3O M) .100 M) 214(S) IYlO 1.140 D2() 4 36. 2 1 D D 3 A 13A 13A 13.4 D D7O D60 D30 M) D9O DSO 205(8) 1270 1.140 D2O 441. 2 1 D D 3 A 133 133 13A D D7O .050 D3O M) D9O JOS() 196(S) IN) 1.140 D2() 4 46. 1 1 D .0 2 3 132 13.2 133 D .060 DSO D20 D0() W) DSO I87(S) I.26) 1.130 D20 4 51. 1 1 D D 2 3 13.1 132 132 D W) D4O A2() M) DR) D4O 1.79(S) 1250 1.130 •02() 4 56. 1 1 D D 2 2 13D 13.1 13.1 D .050 N) DA) DO() D70 DlO 1.70(S) 1250 1.130 M) 5 1. 1 D D D .1 2 13.0 13D 13D D M) K) M) M)A72 N) Ibl( IN) Al() ffiO 5 6 D4O .030 .OIO M) N) DX) 153M 1240 1.120 M) 5 11. D D D D .l 1 12.7 128 12S D D40 M) D1O M) W) M) 1.44(S) 1230 1.110 M) 5 16. D D D D .1 .1 125 12.6 127 A D40 .030 010 M) D5O D3O 135M 1210 1.110 M) 5 21. D D D D .1 .1 12A 12A 125 D .03() .030 DI() DO() D5O M) 1_*I(S) IA) 1.100 D2O 5 2& .0 D D D .1 .1 = 122 123 D M) MO Dl0 M) D5O M) 1.19(S) 1.190 ID90 A10 5 31. D D D D D .1 120 121 111 D m) .020 .O10 .000 .040 .WO 1.10(S) L180 ID80 Al0 5 36 D D D D D .1 11.9 11.9 12D D .030 =) D10 M) D4O =) IJW 1.170 Lw0 .OIO 5 41. A D A D D .1 11.7 11.7 ITS A M) .020 DI() DDO .040 .020 AS) LIQO 1.070 DI() 5 46. A A 0 D D .1 113 11.6 11.7 A .020 .M) AI() .000 .030 .Q) S6(S) 1.I50 1.060 DI() 5 51. A D 0 D D D I1A 11.4 115 A D2() .q) Dl0 M) .070 Dl() .78(S) 1.140 L050 Dl0 5 56 D D D D D .0 111 113 113 D MO .020 DI() M) D30 .010 .71(S) 1.130 ID40 D10 C1fY OF FORTCOLUNS LIGHT&POWEiSERVICECFNIER. DOWNTOWN BASIN, 100•YREVENI S=Bmw*i,(dw)//F0E 4s oc&m//May2O02 THE UPPERNUNMER 1S DISCHARGE IN CFS THE LOWER NUN93ER 1S ONE OF THE FOLLOWING CASES: O DENOTES MYTH ABOVE INVERT INFEST (S) DENOTES STORAGE IN AC -FT FORDEMNTUN DAM DISCHARGEINCLUDFSSPILLWAYOU'[FLOW. (0 DENOTES G(IFTFRQNFIAW INCFS FROM SPECIFIEDAIFLOW HYDROG WIi (D) DENOTES DISCHARGE TNCFS DIVERTED FROM THIS G = (0)DENOTES STORAGE INAC-FT FORSURCHARGIDaATER L:UOBSN83-051\data\Drainage\Current SWMM\fms_exg.out 9 Pdnted: 05/20/02 I SEAR -BROWN 1 I 1 1 1 I I 1 LJ Tmffi(H� 18 19 20 0 6 DO0 000 M) DO() DO() .010 0 11. 21 Z.l 3 DO() DO() .13() 0 16. &1 109 Z6 DDO •000 210 0 21, 18D 264 4.9 Do() .ODo 27() 0 26, 31.1 43.4 7.8 DX) .ODo 32() 0 31. 69.9 865 183 0 36. im.6 140.7333 M) M) _50 0 41. 86.6 1243 264 M) .000 510 0 46. 60.4 161.6 MO DOo M) A6() 0 51. 42.0 2203 13.9 m() M) AO() 0 56 315 237.0 11.0 D00 M) 370 1 I. 26.0 231.1 9.0 M) •00() 340 1 6. 223 2152 7.7 DD() DO() 32() 1 11. 199 197.0 6.7 M) D0) 310 1 16. 1&1 17&9 6D M) D00 290 1 21. 16B 1623 54 M) ADO 280 1 26 15.7 1475 4.9 M) .00o 270 1 31. 14.8 134.E 45 M) M) 260 1 36 14.0 1233 42 DOo M) 250 1 41. 13A 1132 39 M) M) 250 1 46. 123 1045 3.6 .000 M) 24() 1 51. 123 97.0 3.4 M) M) 230 1 56. IIS 9(13 32 D00 • X) A) 2 1. 10.9 842 34 • O() D00 220 2 6 73 77D 19 M) M) .190 2 11. 52 71.1 IA .ODo m() .16() 2 16 3.9 655 1D .00() M) .150 2 21. 3.0 59S 3 M) M) .140 2 26 2.4 54A .7 D0() D0() •13() 2 31. 20 495 A D0() M) .120 2 36. 1.7 452 5 M) M) .110 2 41. 1.4 393 A D00 400 .la) 2 46 12 34.6 A DX) m) .100 2 51. 1.0 31D 3 D0() •0D() D9() 2 56. 9 279 3 3 1. m) m �) 3 6 M) M) DR) .(Do M) D8() 3 11. b 21.1 2 DOo D00 im) 3 16 5 18D 2 DOo DOo D7o 3 21. 5 15.6 2 DOo M) D70 3 31. A 149 1 DOo M) D60 3 36. 3 143 .1 L:UOBS\183-051\data\Drainage\Cu7ent SWMMVf s_exg.out 10 Pnnted: 05/20/02 SEAR -BROWN I I I I III 1 I DOO M) W) 3 41. 3 14.7 1 JR) .ODO •obo 3 46. 3 14.6 t .00() M) M 3 51. 3 145 1 gg0 M) •050 3 56. 1 144 1 DO() •00() D50 4 1. 2 143 1 a) •000 M 4 6 1 142 .1 DO() .(D() N) 411. 2 14.1 D m0 M) N) 4 16 2 140 D 421. 2 139 D M) D0() N) 4 26. 1 132 D D00 M) DX) 4 31. 1 13.7 D DD() M) D3() 4 36 1 116 D DO() •00() .03() 4 41, 1 135 0 DO() M) DX) 4 46. 1 I3A D DO() DO() D3() 4 51. 1 133 D DO() D0() JR) 4 S6 1 132 D Da) Da) M) 5 1. 1 13.1 D M)1M) A) 56 Da) Da) M) 511. .l 129 D M) M) D10 5 16. 1 117 D D.0 5 21. .1 12) DO() DO() .010 5 26 1 12A D 5 31. .1 12�2) JD •000 D0() JM0 5 36 1 12.0 D M) D(1() D10 5 41. 1 11.9 D M) OO() DI() 5 46 D 11.7 D DO() D0() D10 5 51. D 116 D M) R) DD) 556 lA DO() .0(1() DI() L:UOBS\l 83-051 \data\Drainage\Current SWMMlfcss_exg.out 11 Printed: 05/20/02 SEAR -BROWN C17YOFFORTODUJNS 11G1iT& POWERSFRVKMCEN ER DOVJMOWN BASIN, 100-YREVENT S®$own,(clw)//FIB-ism ergm//May2002 --FEAKFLOWS, STAGES AND STORAGESOFGUTTERS AND DETENTION DAMS rr" ""NOTES P&L ES ASURCHARGED ELEMENTAND:D WL.IES ASURCHARGED DETENTION FACRIIY CONVEYANCE PEAK STAGE STORAGE TM ELEMENTTYPE (CFS) (FT) (AC -FT) (M2M M 1:4 246.6 .9 036. 3:4 1202 .7 037. 4:4 663 .6 036. 6.1 30.7 3 035. 9A 357,0 1.1 037. 10:1 433.7 25 037. 112 2075 .1 &9:D 0 55. 125 2085 24 056. 13A 207.6 25 058. 175 55.6 2.6 035, 185 135.7 33 035. 193 2375 (DWWTFLOW) 057. 20:4 333 5 036. OLLr O_V 09_0 ___ up L:UOBS\183-051\data\Drainage\Current SWMMtfcss_exg.out 12 Printed: 05/20/02 I 1 1 1 1 I I I I I I I I SWMM ANALYSIS (PROPOSED) I a$ O N IN N N N O O N (D (n N O) N (n I m (n (n 9(') 00 m O1 O O n (D (n cDi. ('i N 0 6 0 0 6 0 0 0 0 6 6 6 O i 0 0 to 0 w o o a C C o 0 0 • on� � (n' �(no 000vF-ocaOornOoo(o CO O) O V O M M • (D (D (ND O (D '7 O • o 0 0 \ o o o o 0 0 0 Cl)0 '7 0 0 V O (n O O) O O O O W O O O O) O (D M N O O ' cam] (0On ra°i O 00) m m co W M N 0 O C) II m W m N N E m W O� N` O (OD M N M' y O .4 ao O V O N (O N V O N O d � O 0 •7 v o m c� rn 7 G M N cn n (n 7 (O a co 'p (D O rn (D m O M O) Iq O n N N O o O) 6 O t0 O W V co ('�) Cy m n v r N r r 7 (n O (A � co 0 m W N sT N U. y O C O C (�D O0 O O n (() N O O r (D a0 O O) n, - d O - N (D CO y) " M � � co 7 CD N V � � n n N N O) in y U - n N.0 00 M N n'D M N C) m O O 0 O C (n r N N N N N N N N N N N N N N N N 0 0 0 0 [] O C] 0 0 0 0 0 0 (n In (n In (n (n (n (n (n (n (n (n (n Ol O) O( 01 O) C1 W O) O) O O( O) O) O O O O O O O O O O O O O n 0 r N o! r N r N W iE 'Ditch/Pond for SWMM model detention ditch ' #units=elevation,ft,Area,ac,volume,acft,volume,acft (cFS� # Elev Area Cumml Avg Cumml Conic p so+� u'C # ft ac acft acft --� 4990.0000 0.6417 1.0887 1.0711 ' 4989.0000 0.3630 0.5864 0.57537''� 4988.0000 0.1780 0.3159 0.3102 2.54- 4997.0000 0.1104 0.1717 0.1674 ' 4986.0000 0.0695 0.0818 0.0782 - 8994 4985.0000 0.0363 0.0288 0.0262 31So 4984.0000 0.0106 0.0054 0.0040 - 4983.0000 0.0002 0.0000 0.0000 - 1 Q=c.I--1�!/' Page 1 I I 1 I 1 � o c a v — E a o E a m a N � o m u }i o m � o a 0 m a LL ' O mH v a o e c o ysS u II MlX1 41, iydRl �kOP4feo U 1 1 1 I LI 2112 34 WATERSHED 1A CITYOF FORTCOUJNS LIGHT&POWERSERVCECS rIlR, DOWNTOWNBASIN2-YR Sear-Bamn(sd,clw) file: 2yr to Zin August2002 360 001.0 1 1.0 1 245.0 0290.33 0.38 0.640SI 157 2S51.180.71 OA2 0350300200.190.180.17 0.170.160.15 0.15 0.140.140.130.13 1 -2 016 25 .10 30 51 SD .0018 •Shlelds/VmrmChtty/Wmd Basin I CMtgom) 1 1838248.1 38..0140 •Shiel&VmoCi my/Wood Basin 2(2000repm) 3 3471827.08 38..0170 • ElmWood/CaantBas'in4(Mrcpun) 4 4219111.82 38.0160 -MTVamtla Basvn20.1(wmadficm Basvn20,2000mpat) 201 201 8435.42 38D160 •Inmvs Balm2D2(mti dfiumba 20,2000mpa0 202 202 181 121 58D129 • Di chaM Bertq Basin 5 5 12 181263 65.0125 " Ex=g Pulmg lot (Saab -wet site), Basin 6 6 6 6012.94 90..0114 • Trmufm=SWageArm(baTww=sg mutoratil Basm 7.1 71 71 30D 1.96100-0180 Scutf=yard smmgc(to9ech dram} Basin 72 72 72 315651 95.0200 •Newpmimtgarm,sankotlnddmgA(wtechdmm Bacot73 73 72 2753.00 97..0100 •E¢singbaldmgsA,B, aide drama, Basin 17.1 171 1711384628 67-0200 • Eusmtgvdh cIestoragedraumge, Basin 172 172 172 289 ISI 62.0200 •Nat vw yard dotage(totench dam), Basin 7.4 74 74 280 M 100A250 0 13 5 1 3 4 201 202 5 6 71 72 73 171 172 74 • EmmgmadfiamBasm I m Hadcliteh 0 19 04 OS 1200 .01 25. 25. D16 05 50. 1200. DI 20. 20. D16 10.0 •Evitibngsh dficm Basm3toinktofdikh 0 3 904 05 1650. Olt 25. 25. 016 OS 50. 1650..011 20. 2D. D16 10.0 • Ext=gSamdammepipemdeElmSL bnefavn 0 4 1004 OS 430. .01 25. 25. 016 OS 50. 450. .DI 20. 20. D16 10.0 • Esimng dikh (sowh of admng patlmg bt) 0 9 10 01 16. 230. .01 4. 4..035 10.0 • E)d=gdith (sash of-stmglzd-gbt) 0 10 Il 01 16. 70L .01 4. 4. D35 10.0 • EldsungricIdepe n fianpmimiglarodkh 0 6 11 01 7. 30. .10 25. 25. D16 IOD P4xfianmic -2 m SatM ElmbMH-7(oKrWwn EbmSc) 0 201 8 05 2D0 14. DID 0. 0. D16 2DO M L'oA. =1 50. 50. D16 10, • Pqc fiamvda-1 m Nmh ElmtoMH-7(a.cgm n flmSL) 0 2M 8 05 IS l° MO 0. 0. D16 15 = 120 .023 50. 5O .016 10. • Pmpaoi dmh fmmpmiangictm mkt l o&=W *M) 0 11 12 01 30D 570..0117 4. 4..035 IOD "Pipefmmmkt 1 voMH-3 0 13 1405 7.65 400.0 DD4 0. 0. D16 765 IOOD 400.0 10 50. 5D. D16 MCI • Po dingindidn 0 12 13 82 .1 5700 D117 0. 0..016 .1 0 0. OD4 3130 D262 89.94 D782 16524 1674 254.40 3102 35533 5733 46736 1.0711 588.94 • RCBC MR-3 to MH-2 0 14 15 05 765 147S8 .OD4 0. 0. D16 7.65 IOD.D 14758 D20 5D. 50. .016 IO.D • MH4toMH-1 0 171 16 02 45 333S DM 0. 0. 016 45 • EvistngMH fmmVdwk Sougm McIffigtoW3 0 ^ 14 02 2D 210. D115 0. 0. D16 20 -O&W=Sgp ooRCBC(5DO8prmc1 1.11 ds) 0 71 1702 0.6 15..C20 0. 0. .016 Ob -Tm nchdramfanBaffin7.4m MH4 0 74 17102 3.0 247. D05 0. 0. D16 3.0 • RCBCMH-2 toMH-I 0 15 1605 7.65 953 D04 0. 0. D16 7.65 IOOD 953 D2D 5D. 50. D16 100 • MH6m We-1 0 8 13 02 25 284D .025 0. 0. D16 25 •RCHCMH-I soFES 0 16 17 05 7,65 In D040 0. 0. D16 765 IOOD 112 D18 50. 5O D16 10.0 I:YOBS\183-051WataOrainage\CurrentSWMM12yr rev2.in Printed: 06/02t02 ' • Trnwhdniin tiium Baser 72 and 73 oMH-2 0 72 15 02 4.0 355..0050 0. 0. .016 4.0 ' o 21 s 1 3 4 9 10 6 11 13 201 202 15 74 14 171 172 71 72 16 17 S 12 INDPROGRAM 1 1 1 1 1 C SEAR -BROWN iL:\JOBS\183-051\dataOrainage\Curtent SWMK2yr_rev2Jn 2 Printed: 08/02/02 A:M- 03NOUi9►`I ENW20NA4NPALPROTECDONAGFNCY-STORM WATERMANAGENIENPMODEL-VERSION PCI DEVFIAPEDBY MEICALF+EDDY, INC UNNFRSTIYOFFLORDA WATERRESOURCES ENGiNEEER.4, INC. (SEPTEMBER 1970) UPDATEDBY UNNERSRYOFFLORIDA(JUNE 1973) MLSSOURJRNERDNISION, CORPS OFENGINEERS (SFPTFNMER 1974) BOYLE ENGINMUNGCORPORAMN (MARCH 1995,JULY IM " EN-1RY MADE TO RUNOFF MODEL" L:UOBS\183-051\data\D2inage\Curtent SWMM\2yr_rev2.out 1 Printed: 08/02102 ' SEAR -BROWN CTIYOFFORTODILAIS IIGETT&POWER SERVICECFNIFR,DOWNIOWNBASIN 2-YR S=4kmn(4chv) file: 2yr rev2.m,NVut2002 ' NUMBEROFM ESiEPS 360 IN EGRATIONTQv NTIERVAL(MINUM) 1.00 1.0 PERCENTOFW RVIOUS AREA HAS ZERO DEIENRON DEFM FOR 24RA1NFALLSTEPS,THETIMEIIJT VALIS 5.0DMINUIES FORRAINGAGENUMBER 1 RAINFALL HISTORY IN INCITES PER HOUR 29 33 38 .64 .81 157 2.S5 1.18 .71 .42 35 30 20 .19 .18 .17 .17 .16 .15 .15 34 .14 .13 .13 I 1 1 1 1 ' L:UOBS\183-051\data\Drainage\Current SWMM\2yr_rev2.out 2 Printed: 081OZ02 [J SEAR -BROWN CTTYOF FORTCOLLINS LIGHT&POWFRSERVICECE3v,MR,DOWNTOWNBASIN 2-YR S=435 (4chv)61e:2yr m2.mAuB✓st2IO2 t I 1 J 1 SUBAREA GUTTER W= AREA PERCENT SLOPE RESISTANCE FACTOR SURFAC ESTORAGE(1N) INFQ.TRATION RAiE(M R) GAGE NUMBER ORMANHOLE 07) (AC) IMPERV. (FT&T) QNPFRV. PERV. R&ERV. PERV. MAX MUM MINMUM DECAY RATE NO 2 0 A A A .0300 .016 25D .100 30D SI 50 D0180 I 1 9382.0 4&1 3&0 D140 D16 250 .100 300 51 SO D0180 1 3 3 471U Z7.1 38.0 D170 .016 250 .100 300 51 50 A0180 1 4 4 2191.0 11.8 380 .0160 D16 25D .100 3DO Sl 50 D0180 1 201 201 843D 5.4 38.0 A160 .016 250 .100 .300 Sl 50 D0180 1 202 202 181D 12 58.0 OM D16 250 100 3M 51 50 D0180 1 5 12 181D 2.6 65 .0125 D16 25D .100 3W 51 50 D0180 1 6 6 60ID 29 90.0 D114 D16 2M .100 300 51 SD .00180 1 71 71 30DO 20 99.9 D180 .016 250 .10D 300 51 50 A0180 1 72 72 315A 65 95D MW D16 25D .100 300 51 50 .00180 I 73 72 275D 3.0 V.0 .0100 D16 25D .100 300 51 5D DOI80 I 171 171 I384.D 63 67.0 MW D16 250 100 3D0 51 SO ODISD 1 172 172 299.0 15 62.0 0200 016 250 100 30D S1 50 .00180 1 74 74 280.0 1.9 99.9 D250 A16 25D .100 .300 51 50 D0180 1 TOTALNUNMEROFSUBCA7CHMEN S,13 TOTALTRIBUTARYAREA (ACRES), 12035 CITY OFFORTOOLLINS LIGHT&POWFRSFRVICECUMEP lOWNTOWN BASIN2-YR S=43i n(Achv)me:2yr reQxiALp,=2002 HYDROGRAPHS ARE LMED FORT}IEFOLLOWING IOSUBCATCHMENIS-AVERAGE VAL.UFS WHHNTMPrr RVALS T7MRHZM M I 3 4 5 6 71 72 73 74 171 0 1. A A A 0 0 .0 .0 D A A 0 6. A A A A A A .0 A A A 0 11. A A A D A A A .0 0 O 0 16 I 0 D .0 .0 .0 A .0 A A 021. 5.6 3A 15 .I A 3 3 2 3 12 0 26 14.9 &6 3.8 2 IS IA 15 9 1.1 33 0 31. 31.7 1&1 79 3 3.8 26 47 25 27 7.1 0 36. 44.8 252 IID .4 62 45 10.1 5.0 44 103 0 41. 23.7 132 5$ 1 3.9 28 &6 3$ 2,6 55 0 46. 15.4 &6 3.8 2 2.4 1$ 6.6 27 1.7 35 0 51. 10.4 5.8 25 1 lb 12 4.9 1.9 1.1 23 0 56. $A 4.7 21 .1 12 .9 3.8 15 8 1.8 1 I. 7.1 4.0 1.7 .1 lA 7 3.1 12 .7 IS 1 6 55 3.1 1.4 .1 .7 b 25 9 5 1.1 1 II. 49 2$ 12 .l .6 5 21 $ A lA 1 16 45 2.6 1.1 .l b A 1$ 7 A .9 1 21. 42 2A 1D .1 S A L6 .6 A $ 1 26 4.1 23 ID .1 5 A lA .6 3 8 l 31. 39 22 1D 1 S 3 13 S 3 $ 1 36 3.7 2l 9 .1 A 3 12 S 3 .7 1 41. 35 2.0 9 .I A 3 1.1 5 3 7 1 46 34 19 $ .1 A 3 13 .4 3 .7 1 51. 33 1.8 8 .1 A 3 L0 A 3 A 1 56 3.1 1.7 8 1 A 3 ID .4 3 b 2 1. 28 L6 .7 D 3 3 9 A 2 6 2 6 lb 9 A D 2 2 .7 3 2 3 2 11. 1.1 A 3 A 1 1 6 2 1 2 2 16 8 A 2 A .l .1 5 2 .1 .1 221. A 3 .1 D .l 1 A .l 1 .1 226. S 3 .I A 1 A 3 .1 A .1. 2 31. .4 2 .1 A A A 3 .1 D A 236. 3 2 A D A A 2 .l D A 241. 3 .l 1 A A D 2 .1 D A 246. 2 .1 D D A .0 2 .l D D 2 51. 1 .1 A A A A 2 A A A 2 56 1 1 A A A A 1 D D A 3 1. .1 .1 A D.0 A .1 D A .D 3 6 .I D D .D .O D .I A A .0 3 11. 1 A A D A A .I A D A 3 16 A D A A D D .I D A D 3 21. D A A A 0 A .1 A D A 3 26 A D D A A A .1 A D A 3 31. A A D D A D .1 A A D 3 36 D A D .O D A .1 A D D 3 41. A A D A .0 D 1 A D A 3 46 A A D A .0 D A A A A 3 51. A D A.0 0 A A A A A 3 56 D A D A A A D D D A 4 1. A D D A D D 0 D A A 4 6 .0 A D A A A A A A A 4 11. A A A A A A D A A A 4 16 D D D D A D D A A D 421. .O A D A D D D .O .O D 426 D D D D A .O D D D .0 L:VOBS\183-051\data\Drainage\Current SWMM12yr_rev2.out Printed: 08/02/02 SEAR -BROWN I LJ I 1 1 t 431. D 0 D A 0 0 D D 0 D 436. D D D D D D D .O .O D 441. A 0 D D .0 0 .0 .0 D .0 446. .0 D D D .0 D D D D D 451. D D .0 .0 .0 0 D .0 D D 456 D D .0 D .0 D D .0 D D 5 1. D D D D D D .0 D D D 5 6. D D D D D D .0 D D .0 5 It. D D D D D D D D D D 5 1& D .0 D D .0 D D D D D 5 21. .0 .0 0 .0 .0 .0 .0 .0 D .0 526. .0 .0 D D .0 D D .0 .0 .0 5 31. D D D .0 .0 0 D .0 D .0 536. D D D .0 .0 D D .0 D .0 541. D D D D .0 D D .0 D D 546. D D D 0 .0 D D D D D 5 51. D D D D .0 .0 D .0 D D 5% D D D D D D D D D D CLIYOFFORTCOLLINS LIGHT&POWERSERVICECENTEP, DO"TOWNBASN 2-YR Sec -Bo (Adw)51e:2yrrmZm AugLM2002 HYDROGRAPHS ARE LIS[ID FORTHE FOLLOWING 3SUBCAICHNENIS-AVERAGEVALUFSVMHINTMIEMERVALS TAff.(INMiQJ) 172 201 202 0 1. D D D 0 6. D D D 0 11. D .0 0 0 16. D .0 D 021. 2 .6 .l 0 26. 7 1.7 A 0 31. 1.6 35 1.1 0 36. 23 5D 1.7 041. 12 27 1.0 0 46. S 1.7 .6 0 51. 5 12 A 0 56. .4 9 3 1 1. 3 .8 3 1 6. 3 6 2 1 11. 2 6 2 1 16 2 5 2 1 21. 2 5 .1 1 26. 2 5 .1 1 31. 2 .4 .1 1 36. 2 .4 .1 1 41. 2 .4 .1 1 46. 2 .4 .1 1 51. .1 A .1 1 56. .1 4 .l 2 1. 3 3 .1 2 6. .1 2 .1 2 11. D .1 D 2 16. D .l D 2 21. D .1 D 226 D .I D 2 31. D D D 236 D D D 2 41. D .0 D 2 46. .0 .0 D 2 51. D D D 256. D D D 3 L D D D 3 6. D D D 3 11. D .0 D 3 16 0 D D 3 21. D .0 D 3 26. D .0 D 3 31. D .0 D 3 36. D .0 D 3 41. D .0 D 3 46. D .0 D 3 51. D D D 3 56. .0 0 D 4 I. D D .0 4 6. .0 D D 4 11. D D .0 416 D 0 D 4 21. D. D D 426. D D D 4 31. D JO D 436. D D D 441. D D D 446. D D D 451. D D D 456. D D D L:UOBS\183.051\data\Drainage\Current SWMM12yr_rev2.out 4 Pdnted: 08/02/02 5 1. .0 A A 5 6. D A A 5 11. A A A 5 A A A 21. 5 21. A A A 5 26. A A .0 5 31. A .0 0 5 36. A A A 541. A A A 546 D A .0 5 51. A A .0 5 56. A A A I I I I I I I I I I I I I I I SEAR -BROWN IL:VOBSN83-051\data\Drainage\Cuvent SWMM12yr_rev2.out 5 Printed: 0&02102 SEAR -BROWN CRY OF FORTCOLLINS LIGHT& POWER SERVICECENTER. DOWNTOWN BASIN 2-YR Sea.Ek v (sd, chv) file: 2yr_rcv2-m,August2002 • u110 11\ 11 1 11.. J' L• l�SS�IS IIYemIIIEd11111 Y aTim"Y.LCQ17d6i& WATER.SHEDAREA(ACRES) 120350 TOTALRAINFALL(INCHES) .ma TOTAL INFILTRATION Mkl IFS) 362 TOTAL WATERS[IED OUTFLOW (INCHES) .443 TOTAL SURFACE STORAGEATEND OF STROM(INCHES) .173 ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .000 L:UOBS\183-051\data\Drainage\CurrentSWMM\2yr_rev2.out 6 Printed: 08/02/02 i SEAR -BROWN I 1 11 1 I CITY OFFORTCOLLINS LIGHT& POWERSERVICECE TEP, DOWNTOWN BASIN 2-YR S=-&van (A clw) file : 2yr_m2mAup=2002 YAM INVERT SIDESLOPES OVERBANKSURCHARGE GUTTIIL GLITTER NDP NP ORDIAM LENGTH SLOPE EORIZTOVERT MANNNG DEPTH 3K NUNMER CONNECTION (FL) FD (FTIM L R N (FO 1 9 0 4 CHANNEL 5 1200. 0100 25.0 25.0 A16 SO OVERFLOW 50.0 1200. A100 20D 20.0 .016 10A0 3 9 0 4 CHANNEL 5 1650. 0110 25.D 25.0 A16 50 OVERFLOW 50.0 1650. AI10 20A 2D.0 .016 10.00 4 10 0 4 CHANNEL 5 450. .0100 25.0 25.0 .016 M OVERFLOW 50.0 450. .0100 20.0 20.0 .016 10.00 9 10 0 1 CHANNEL 160 230. A100 4.0 4.0 A35 10.00 10 11 0 I CHANNEL 16.0 70. 0100 4A 4.0 A35 10.00 6 11 0 1 CHANNEL. 7A 30. .1000 25.0 25.0 A16 10.00 201 8 0 5 PIPE 2.0 14. .0200 .0 A .016 2.00 0 OVERFLOW 22.0 120. 0023 50.0 50.0 A16 10.00 202 8 0 5 PIPE 1.5 32. .C200 A .0 .016 150 0 OVERFLOW 22.0 120. .0053 50.0 50.0 .016 IOAO I1 12 0 I CHANNEL 30.0 570. .0117 4.0 4.0 D35 10A0 13 14 0 5 PIPE 7.7 400. DM A A AI6 7.65 0 OVERFLOW 100.0 400. DM 50.0 SM D16 10A0 12 13 8 2 PIPE 1 570, 0117 A A .016 .10 0 RESERVOIRSTORAGEP1ACRE-FEETVSSPRLWAYOUTF OW 0 A .0 31.8 .0 89.9 .1 1652 2 254.4 3 3S55 .6 467.4 1.1 589.9 14 15 0 5 PIPE 7.7 148. A040 0 0 .D16 7.63 0 OVERFLOW 100.0 148. .0040 50.0 50.0 .016 10.00 171 16 0 2 PIPE 4.5 334. =3 A A .016 450 0 172 14 0 2 PIPE 20 210. A115 .0 A .016 2.00 0 71 17 0 2 PIPE A 15. MM A A AI6 .60 0 74 171 0 2 PIPE 3.0 247. A050 0 A 016 300 0 15 16 0 5 PIPE 7.7 95. .0040 .0 .0 .016 7.65 0 OVERFLOW 100.0 95. .0040 50.0 50.0 .016 10.00 8 13 0 2 PIPE 25 284. M50 .0 .0 .016 230 0 16 17 0 5 PIPE 7.7 152. DM D 0 A16 7.65 0 OVERFLOW 100.0 152. ODM 50.0 50.0 D16 10.00 72 15 0 2 PIPE 4.0 355. DM .0 .0 A16 4.00 0 TOTALNUMBFROFGMERSPNES, 20 L:\JOBS\183-051\data\Drainage\Current SWMM\2yr_red2.mt Printed: 08/02/02 SEAR -BROWN MYOFFORTCOLLINS IIGITr&POWEP SERVICECEMII:K DOMMWN BASIN 2-YR Semen(sdclw) file: 2yr_T/lir koat2002 I I 1 I 1 1 1 1 GU`rIER TRBUTARY(iU ERTIPE TRBUTARY SUBAREA 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 48.1 3 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 27.1 4 0 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 0 0 IL8 6 0 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 0 0 2.9 8 201202 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.6 9 13 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 752 10 4 9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 87.0 11 10 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 89.9 12 11 0 0 0 0 0 0 0 0 0 5 0 0 0 0 0 0 0 0 0 92.6 13 12 8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 992 14 13172 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0100.7 15 147200000000 00000000001102 16 171 15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 118.4 71 0 0 0 0 0 0 0 0 0 0 71 0 0 0 0 0 0 0 0 0 2.0 72 0000000000 727300000000 95 74 0000000000 74000000000 1.9 171 74000000000 171 000000000 82 172 0 0 0 0 0 0 0 0 0 0 172 0 0 0 0 0 0 0 0 0 15 291 0 0 0 0 0 0 0 0 0 0 201 0 0 0 0 0 0 0 0 0 5.4 202 0 0 0 0 0 0 0 0 0 0 202 0 0 0 0 0 0 0 0 0 12 DA(AC) 1 L:UOBS\183-051\data\DreinagelCument SWMMW_rev2.out Printed: 08/02/02 SEAR -BROWN CnYOFFORTCOLCINS LIOW&POWERSFRVICECEMER,DOWNNWNBASN2-YR S=4 mun(4clw)6k: 2yr m2kWgia2902 I E Fl J 1 J IJ 1 Cl 1 1 HYDROGRAPHS ARE LISIIDFORTHEFDUOWING IOCONVEYANCEFUEME TS TFE UPPER NUMBER IS DISCHARGE IN CFS THE LOWERNUMBER IS ONE OF THE FOLLOWING CASES: ()DENOTES DEPTH ABOVE INVERT N FEET (S)DEI40TES STORAGE IN AC•FTFOR DETENTION DAM. DISCHARGEINCLUDFSSPI LWAYOUTFLOW. (1) DENOTES GUTTER NFLOW N CFS FROM SPECIFIED NFLOW HYDRDGRAPH (D) DENOTES DISCHARGE INCFS DIVERTED FROM THIS GUTTER (0) DENOTES STORAGE IN AC -Fr FOR SURCHARGED GUTTER T&MO*VW 1 3 4 6 8 9 10 11 12 13 0 1. D D D A A D A D D D M) M) M) DX) M) M) M) M) DO() M) 0 6. .0 0 D A D 0 D D D D D10 D0() AO() M) DIO .000 .(AO M) DO() A10 O 11. 0 A .0 D A D 0 0 0 D Dl() DI() Dl() .WO M) •00O M) M) DO() .01() 0 16. D A A D D .0 D A 0 D 420 D10 M) M) M) M) M) M) M) M) 021. 1.0 .4 S S L 2 2 A 1 .1 .140 090 .11() DX) .190 .03() DX) .000 DO(S) .11() 0 26 67 16 17 15 19 58 73 1.4 15 19 N) 21() 21() DSO 32O 2TO 260 N) DO(S) .37() 0 31. 195 8A 64 38 41 23A 283 160 159 14.6 A60 33O A) .080 A7() 51O 57() 27() LOP 98O 0 36. 34.6 183 112 62 7.1 499 602 52.1 505 51.4 .sX) •44O 37O .110 Mt) .A) 89O 5S() DI(S) 1.82() 0 41. 30.7 16.7 67 33 38 483 56.1 625 63.1 675 53O .43() 31() DSO AX) 790 850 61() D2(S) 2MO 0 46. 24.2 128 4.4 2A 14 395 43A 51.0 51S 56.3 X) 38) 26O .070 30) .690 .73() 540 DIM 1.900 0 51. 15A 9.4 3.0 lb lb 266 302 376 3&4 423 A2O 34O =) DSO 30() 550 ADO A5() DI(S) I650 0 56 11.1 72 23 11 13 19.4 220 273 27.6 30.4 37() 31() 20() •04() 27() A6O Mo 370 •OD(S) 1.400 1 1. 88 5.7 19 9 1.1 153 17.4 21.1 212 23A 34O 28O .19() D4O 25O .40() A3() 32() DO(S) 1230 1 6 7.1 46 15 .7 8 123 14.0 170 17.1 1&7 31O 26O .170 D3O 12O A) A) 280 DW 1-11O 1 11. 5.9 3.8 13 b .7 102 11.6 139 14D 15A 29O 24O .160 D3O 21O 31O 34O 25O DO(S) 1D10 1 16 51 33 12 6 .7 &8 IOD 113 119 13.0 28O 23O .150 P) A) A) 31O 2X) DW 93() 1 21. 4.7 19 1.1 5 .6 7.8 9.0 10.4 105 11.4 27() =) .IX) DX) .19() 27O 29O 21O LO(S) 870 1 26 4A 27 1.0 5 6 72 83 94 95 103 29) 21O .150 DX) .19() 26O 28() 2DO DD(S) 83O 1 31. 4.1 25 ID S 6 68 78 &7 88 95 A) X) .14() D3O .18() 25() 27O .190 DO(S) >10() 1 36 3.9 23 9 A 5 64 73 82 &2 89 2X) =) .14() =) 18O 24O 26O .180 DOTS) .77() 1 41. 3.7 22 9 A 5 60 70 7.7 78 94 24O .19() .14() D7{) .18() 2() 25O .180 LON .750 146. 3.6 11 9 A 5 58 66 73 7A SD 2A) .19() .14() .02() .17() =) 2AO .17() MM .74() 151. 3A 2D S A 5 55 64 7.0 7.1 7.6 24O .19() .13() D2O .17() =) 24() .17() DO(S) .72() 1 56 33 19 8 A 5 53 61 67 68 73 23O .180 .13() D2O .170 2t() 23() .160 MS) .100 2 1. 3.1 18 7 3 .4 5.1 58 64 65 7D 2T0 .18() .13() M) .I6O 21O 23O .160 MP AX) 2 6. 2.5 15 S 2 3 4A 50 5.9 60 64 21O .170 .11() 04) 13O .190 21O .150 MP .660 2 It. 1.9 12 A 1 2 35 3.9 50 5.1 55 .190 .15() .10() 111() .11() .17() .180 .14() DO(S) 67O 216 IA 1.0 3 1 .1 27 3.0 4.1 4.1 45 .17() .14() D8() DI() D9O .14() .150 .120 DOM 56() 2 21. 1.1 .8 2 .1 .1 11 23 32 33 3.6 .ISO .130 D7O Dl() DSO .12() .130 .110 .DO(S) 51O 2 26. 8 .6 1 .1 .1 1.6 19 26 16 29 .140 .12() 07() DI() 07() .11() .11() DW) MM A60 2 31. 7 5 1 A 1 13 15 lI 11 24 .120 .11() N) DI() .mO M) .100 DSO DO(S) A2O 2 36 S A 1 A 1 1.1 12 1.7 18 2.0 .11() .10() .OSO Dl() D60 M) D90 D7() MM 380 241. D 9 IJO IA 15 1 l0O D9() DSO ROOD6() .07() DR) W) MM 35() 246. A 3 1 A A .7 8 12 12 IA .10() DSO DX) M) DX) D7() D7() D6() Dtl(S) 32O 2 51. 3 2 1 D A b .7 1.0 ID 12 D9O DR) D40 M) DX) D60 N) DSO DO(S) 30O 2 56 3 2 D A D S 6 9 9 IA DS() D7() .00O M) D4O DSO D6O DX) MP 270 L:UOBS\183-051\data\Drainage\Current SWMWyr_rev2.out 9 Printed: 08/02/02 *LIM- tr l",,l I L t 1 3 1. 2 2 D A A A 5 .7 S S AB() .07() DX) .000 .040 .05() DSO .07() MM W) 3 6. 2 1 D D A A A b .6 .7 A7() W) D3() DO() D4() .04() A5() A4() DO(S) 2AO 3 11. 1 1 D D D 3 3 5 D D .070 D6() A3() DO() .03() .040 A4() JD4O MM 220 3 16. t 1 D A A 3 3 5 5 5 D6() DS() M) DO() ") D40 D40 DX) DO(S) 210 3 21. 1 1 A D D 2 2 A A 5 D60 DSO M) AO() A3() A3O .03() A3() DO(S) .190 3 26. .1 1 A A D 2 1 A A A .050 DX) D2() DO() 43() .03() .030 D30 MS) .180 3 31. I 1 D A D 2 2 3 3 A DX) N0 D2() M) M() A3() D30 43() DD(S) .170 3 36. 1 D D D A 1 1 3 3 3 .040 Dt() M) M) JA0 MU M jg0 mm .160 341. D D A D D 1 1 2 2 3 A7() .04() .Ol() M) D2() .02() M) D2() DO(S) .150 346. A D D D A .1 1 2 2 2 D4() D30 01() D0() D2() D2() M) D2() DO(S) .14() 3 51. A D D D A .1 .1 2 2 2 A3() D3() Dl() D00 M2) D2() D2() M) m(S) .130 3% A D A A A .1 1 2 2 2 A3() D3() Dl() DO() D2() D2() JR) M) MM .130 4 1. D A D A A 1 .l 1 .1 2 DX) D3() .Ol() AO() JR) Dl() A2() D2O DO(S) .12() 4 6. 0 0 A A A I 1 1 .1 .l .030 •03() D10 M) D20 .OIO DI() .OIO M(S) .110 4 11. D A D D A A 1 1 1 .1 �) �) ()D M() Dl() Dl() A1() .11() 4 16. Al() .1�) D30 JA) Dl() DO() D24) .010 AI() AIO DD(S) .100 421. D A D D A A A 1 1 .1 -Q) M) 10 A M) M) .01O) -0) l DIOmm .100 426. D : DO DO .OIO M AZO DI() DIO Al0 DO(S) D9O 4 31. A A D D D .0 A 1 1 .1 .Q) D20 .O10 M) AZO Alp .010 .010 DO(S) D9O 436. A A A D A A A 1 1 .1 jg) jg) Dl()M)D A2() DIA) DJD i0 .OIO DR) 4 4L 'MM 112O MU D1O DOO Alp .010 D10 D10 DOM .080 446. 0 A A D A 0 A 1 1 .1 .020 M) .010 M) M) .OIO .010 .010 DO(S) .08() 451. A 0 A D A D A 1 1 .1 D2O .020 AIO M) D2O D10 D10 010 AO(S) .080 456. A D A D A .0 A A A .1 D2O M) Di() DO() M) Dl() .010 D10 DOTS) D7O 5 1. D D A D A A D A A .1 D20 MO D10 M) Q) D1O .O10 Dl() MM .070 5 6. D D A A D A D .0 A D M) .00() Dl()AODo .02(0 .Ol(0) .OA() DD(S) �() 5 it. Al() Jo D20 Dl() Dl() M) A2) .OIO D1O Dl() Lin A7() 5 16. D A A A D .0 D D D A D1O Dl() Dl() A00 1120 D1O .OlO DIO DO(S7 W) 521. A A D D D .0 A D D D DlO .OIO Dl() DOO =) AI() Al() DIO Dn D60 526. D D D D D .0 D D D D 010 .010 Alp M) DUO DM D10 D10 DO(5) D6O 5 31. D D D D A D A D D D D10 .010 D10 M) M) D70 DIO DIO DO(S) A6O 5 36. A A D D A A D 0 A A DIO .010 DIO DOO M) D10 DIO D10 DO(5) D6O 541. D D D D A D .O D D D AI() .010 D10 DOO M) D1O Dl() D10 MM D6O 546. A A D D D D D D D D DIO A10 A10 DOO M) DOO D10 D10 DO(S) A60 551. A A A D D .0 A 0 A A D10 AIO D10 M) A2O AOO Alp JDM DOM DSO 5 56. D A A D D .0 A 0 0 D D10 .OIO Dl() M) M) M) Dl() D1O DD(S) D5() CM OFFORTCOLLM LIGHT& POWFRSFRVKECINIERDOWNM"&NBASPI2-YR S=43f (4 dw) Me: 2yr!ev2.m,Au@at2002 THE UPPER NUMBERS DLSC1iARGE INCFS Tiff LOWER NUMBERS ONE OFTFIE FOLLOW WGCASES: O DENOTES D=ABOVE W VERT IN FEET (S) DENOTES STORAGE IN AC-FTFORDETEN lON DAM. ua • a •..r i - •. .� -•ea•r a• L:UOBS\183-0511data\Drainage\Current SWMM2yr mv2.out 10 Printed: 08I02102 SEAR -BROWN J 1 J 1 �I IJ TbMROtMM 14 15 16 17 71 72 74 171 172 201 0 1, A D A A D 0 D D D A �) DW) DI() • AO M) M) 0 6. A00() D.ODo JO JDDM).01() Al() DI() .01() M) .02() DI() DI() DI() Dl() .020 0 it. D D A A A 0 A A D A D10 D10 02() M) D30 MU 02() M) DIO A20 0 16. D D A D A 0 A A A A .020 .020 .03() A00 D30 .030 M) DX) A20 D30 021. .1 2 .4 .7 3 2 2 7 2 .7 .100 .M) .19() M) 230 .150 .140 ZK) _13()230 026. 2.0 3.4 6.0 7.1 1.1 1.9 .9 3.6 7 1.7 380 •490 640 M) MO) A20 32() 54() 4) 34() 0 31. 14.1 179 243 25.4 1.1 65 25 8S 15 35 960 IM) 12X) q) Di(0) .760 A) S40 370 A) 0 36. 51.5 7M) 11 3.46() 152) 16990 Z19() D3(0)1115()469) 1.09() A(X) 041. 268•) 2300 243() DX) NO)11.06() N) SX) 34() 43() 0 46. 57.9 69.1 74A 753 1.1 9.6 IS 5.6 8 1.7 1.930 2D90 2.190 .000 MO) .920 A40 .670 A) 340 0 51. 43.7 SIA 56.1 572 1.1 7.1 12 3.7 5 1.1 1.670 IVffi) 1900 000 .05(0) .790 X) 550 230 2K) 0 56. 31A 37.4 41.0 42.1 1.1 5.5 .9 28 A .9 1.42() 1550 162() DX) DXO) .700 310 A80 A) 2W) 1 1. 241 28S 316 32S 1.1 4.4 .7 23 3 8 12X) I360 IA30 M) ."0) 0) 280 A40 .180 X) 1 6. 193 23.1 252 264 1.1 35 S 18 3 6 1.120 1220 IX) DX) D4(0) SW) 25() •390 .160 210 1 11. 153 189 20.7 213 1.1 Z9 5 1S 2 S 1.020 1.110 1.160 ADO •04(0) 520 230 N) .150 A) 11& 13.4 16D 17.6 IV 13 25 A 13 2 5 940 1M) 1D70 M) MO) .480 2Z0 X) .150 .190 1 21. 11.7 14.0 15A 165 1.1 22 A 12 2 5 S80 960 1A10 M) .03(0) A5() 210 330 -140 .190 1 26. lob 117 13.9 15.1 1.1 ZD 3 12 2 5 840 A) 96() M) MO) A30 200 A) .140 .180 1 31. 9.8 11.7 129 14.0 1.1 19 3 1.1 1 A S10 M) 920 .000 .02(0) •420 A) 310 .130 .180 1 36. 9.1 10.9 12.0 13.1 1.1 1.7 3 1.0 2 4 .780 85() S90 M) DI(0) ADO .190 A) .130 .180 141. 7W) SX) 870 M) AI(0) 39() 10913002130 .170 1 46. 82 9.7 10S 11.9 1.1 1.5 3 ID 2 A .740 SIO S50 M) JqO) 380 .180 A) .120 .170 1 51. 7S 93 103 10.4 2 15 3 9 .1 A .730 .790 S30 M) .170 370 .180 A) .120 .170 1 56. 75 8.9 9S 10.1 3 1.4 3 9 1 3 .710 .770 SIO D020 0 2 X) .19()28() .120 .160 2 1. 72 85 9.4 9,6 2 13 3 .8 .1 3 .700 .760 .790 M) .190 350 .170 270 .120 .150 2 6. 66 7.7 SA 8.6 2 1.1 2 b 1 2 b7() .720 .750 M) .16() 32() .150 230 DX) .120 2 11. 5.7 6.6 7.1 71 1 .130 8.1 4 A 1 43() b70 .700 M) 280 .12() .180 D70 .100 216 4.7 5A 5S 59 .1 .7 .1 1 D 1 570 b10 a) M) .110 A) .110 .IX) W) D90 2 21. 3S 4.4 4.7 47 .1 5 .1 1 D I �� �) () M) 10() ) D) ) DX) M) 2 26 3$�D)A A70 300 520 M) D90 210 D8() .11() DX) D70 2 31. 25 Z9 3.1 3.1 D A A t D D A20 .460 A70 Do0 D80 A) D7() .100 D4() A60 2 36. 2D Z 4 25 26 A 3 D t D D X) A20 A30 M) A70 .180 D70 DX) D40 DW) 2 41. 1.7 2.0 21 ZI A 3 A 1 D D 35() X) 390 M) D70 .170 N) D80 D30 DX) 2 46, IA 1.7 18 18 .0 2 .0 D D D 32() 4) 36() M) D60 .160 DX) .070 Q) DX) 2 51. 12 14 1.5 15 A 2 D A D 0 3D0 A) 340 M) DX) .150 D50 D7() 23() Dl() 256. 1.0 12 13 13 D 2 .0 A D .0 280 A) 310 M) 45() .140 DX) D60 =) DR) 3 1. 9 LI 13 1.1 D 1 A A A D 26() 280 290 M) DX) .130 D10 DW) ffiO DX) 3 6. .7 9 ID ID D .1 0 D D D 24() 2W) 270 M) D40 .130 Dq) D50 M) D3() 3 11. 6 S S 8 D .1 A D D D =) 25() 2X) .M) jX) .120 .040 DX) D2O DX) 3 16. b 3 .7 .7 A t D D D D 210 230 240 M) D40 .IIO D40 A50 JAI M) 3 21. S 6 b b D 1 D D D D 20() • 4) 22() M) D40 .11() D4() •D40 M) A2() 326. A .5 .6 b A 1 D D D D .190 210 210 M) A40 .100 D30 D40 DZO A$) 3 31. A 5 5 S D .1 D A D A .170 .19() 200 .00() A3O .10() DX) D4() JR) 17() 336. 3 A A A D .1 A A D A L:UOSS\183-0511datalDrainagelCurrent SWMMQW_mv2 out 11 Printed: 08/02/02 SEAR -BROWN 1 t 1 1 1 1 1 1 .16() A8() .19() .00() .03() D90 D30 D40 JR) -02() 341. 3 A A A D 1 D A A A 330 380 M) JW) �) DX) Dq) �) XI ) 3 46..132() .14() .16() .17() .00() ak) D90 D30 D3() •Q) D2() 351. 2 3 3 3 A t A A A A .14() -L<) .16() .000 D30 .08() •03() 43() DI() M) 356. 2 3 3 3 A 1 A D D D .13() .15() .15() .00() DX) •08() •02() D3() .010 •02() 4 1. 2 2 2 2 A 1 A A A A .120 .14() .14() DO(1 ") jX0 JA) •") Dl() •02() 4 6 2 2 2 2 D A D D A A .120 .130 .14() DO() .03() DR) D20 DX) D10 .02o 4 11. .1 2 2 2 A A A A D A .11() .130 -I30 AO() •030 A7() D20 DX) A10 A10 4 16. 1 2 2 2 A 0 A A 0 D .10() .120 .12() .00() .03() D7() D20 Dap Dl() .01() 421. 1 2 2 2 A A A A A D .10() .12() .120 AO() .03() .07() D2() D30 D10 .010 426. 1 1 2 2 A A A A A D �) •11() Atl()D DX) D7A) X4) A3() A l() .01() 4 31. .11() D90 .110 .11() M) A3() A6() M) DX) Dl() .010 436. 1 1 .1 .1 A 0 A D A A M) -�0() •") D () DA) DX) A I() .Dl() 4 41. .11() 1D0()A AB() .10() .10() M) .02() .06() .02() DX) Al() .01() 446. I 1 .1 .1 .0 0 A D A A D8() .10() .10() DO() D2() D6() .02() M4) Al() .010 4 51. I .1 .1 .l A 0 A A A D D81) �) M) W2) .06() 2) A 1() .010 4 56. i10(): .O•() D7() -DX) D90 M) XD ) .OK) W0 ) DQO Dl() D10 5 1. 1 1 .1 .1 A A D A A A D7() M) JW) .00() .02() DX) D2() JR) D10 Dl() 5 6. 1 I .l .1 D .0 A A A A D7() JW) D9() DO() M0 DX) DA) D20 AI() D10 5 11. A 1 1 .1 D A 0 A D A .07() DR) D90 M) •C2() Z() D20 .02() Dl() .01() 5 16. .0 1 .1 .1 A 0 A 0 A D D7() .08() .08() DO() .04) .05() D2() .02() .01() .010 5 21. A 1 1 .1 D A 0 A A A .06() DR) M) DO() •02() D5() M) DQ0 D10 010 5 26. A i 1 .l D A A A D A .06() .080 •OS() M) -moo D50 D2() D20 D10 A10 5 31. .0 1 1 .l A D A A A A D6() A70 D80 W) D20 DX) A2() DQ() .010 .010 5 36. A 1 1 .l D A 0 A A A .06() X() D70 .00() M) .050 JA) .q) DI() Dl() 541. A I 1 .1 D A 0 0 D D A6() .070 .07() .00() D10 .04() =) M) 01() .01() 546. A A 1 .1 D A A A A D .06() .07() D70 M) 920 D4() D2() D20 D10 AI() 5 51. A A 1 .1 A A A A A D D6() D70 A70 M) .010 IAO IL'() =) Dl() A10 5 56 D A D .1 D A A A A D DX) D70 X() M) D20 A70 D2() =) D10 A10 CTR'OF R)RTCOIIINS IJGW& POWERSFRVCE CEMFRDOWN[OWNBASIN2-YR Srar-&ow•n od, c1v)61c: 2yr nv2.w6UWj 2o= a14:•�r;:gs. �. a• ••• i •• • i •• • a a ra THE UPPER NUMBER IS DISCHARGE INCFS THE IDWERNIMKER IS ONE OFTHE FOUOWM CASES: () DENOTES DEPTH ABOVE INVERT IN FEET (S)DENOTFS STORAGE INAC-FTFORDE EN'DON DAM. D5CFIARGE INCLUDES SPn_LWAYOVIFLOW. (1) DENOTES OJ=NFLOW IN CFS FROM SPECOM INFLOW HYDROGRAPH (D) DENOTES DISCHARGE N CFS DIVERTED FROM THISOUTTER (0) D040M STORAGE IN AC -Fr FORSURCHARGFDaMER Twffi( 8tM1P0 202 0 1. D Dl() 0 6. A Al0 0 it. D. MU 0 16. A 0 21. D) .IA) 026. 5 210 Printed: OS/02/02 L•\IOBS\183-051\data\Drefnage\Current SWMM\2yr_rev2.out 12 SEAR BROWN GI 1 1 1 0 31. 1.1 3a> 0 36, 1.6 37() 041. 9 28O 0 46 b 23() 0 51. A .19( ) 0 56. 3 .17() .150 1 6 14() 1 11. 2 .13() 1 16 2 121..14) .12() 1 26. .1 1 t l 31. .1 .11() 136 .1 .II() 1 41. .1 .11O 1 46 1 .to() 1 51. .1 .300 i 56 100 2 1. .1 .to() 2 6 .1 2 Il. DR.0 060 2 16, D DH) 2 21. D 2 26. D' DPI) 2 31. D 2 36 D) DQO 2 41. D .03O 2 46. D 2 51. D' D3O 2 56 D 3 1. M0 M) 3 6. D D2O 3 Il, D 3 Mx) DUO 3 21. D 3 X D) M) 3 31. D 02() 3 36 0 3 41. DJD ) D2() 3 46. D 3 51. �A) A2() 3 56 D 0 4 1. JO A 4 6 D() D2( ) 4 il. A DI() L:VOBS\183-051\data\Drainage\Current SWMM\2yr_rev2.out 13 Printed: 08/02102 SEAR -BROWN 11 1 1 1 [1 1 1 1 4 16 D DI() 4 21. A D1() 4 26. D A1() 4 31. D DI() 4 36 D DIO 4 41. D DI() 4 46. D AlO 4 51. D D1O 4 56. D AlO 5 I. DI() 5 6 D DI() 5 11. D D10 5 16. D DI() 5 21. D DI() 5 26. D DlO 5 31. A mO 5 36 .0 DI() 5 41. A DI() 5 46. D DlO 5 51. A DIO 5 56. A .010 TIE FOLLOWNGCONVEIYANCE ELEMENTS WERESURCHARGED DURNGTHESIMULATION. THIS COULD LEADTO ERRORS N THE SPAUlATION RESULTS!! it THE ELEMENTS HAVE NUNIERICAL, STABILITY PROBLEMS THAT LEAD TO HYDRAULIC OSC .L.ATIONS DURING THE SPAUfATION. 12 1 L:UOBS\183.051Wata\Dreinage\Current SWMM\2yr_rev2.0ut 14 Printed: 08/02102 SEAR -BROWN icOFoSE l0 /o -vle_ 2112 34 ' WATEPSHM IA CITY OFFORTCOLLINS LKHT&POWFRSERVICECNIER, DOWNTOWN BASIN 100.YR Sm-Bmwn(sd,clw)51e: 10yr mvm,August2002 360 00 1.0 l 1.0 1 24 5.0 ' OA90560.651.091392694%72021210.71 0.60052039037035034032031030029 028027026025 1 -2 .016 25 .10 30 51 50 D018 * S6dds/VmDClnryWoodBasin I MMmpon) ' 1 1836248.138..0140 * &uddsMmoChmy/ Wood Bum 2 Q= mpM) 3 3471827.08 38.B170 * F1rdWoocKkantBasm 4 (Mr.pQt) 4 4219111.82 38..0160 ' *MrVOmminondsasin B20.1(mnwdfom3mm20,2000mpat) 201 201 843542 38..0160 *Lcatds Basm20.2(mvisxdfmmba 20,200Omport) 202 202 181 121 58..OIN * Dimh and Bann, Basm5 ' S 13 1812.63 65DI25 *P-usimgPaddnglot(Saah-wv sick Basin 6 6 601294 90..0114 * Tia bformSOWAtea (tomVwNarsepm=mlyl Basin 7.1 71 71 3001.96100..0180 ' SouthKast )md stomp (te ae mli dminl Bastri 7.2 72 72315651 95..0700 * Newpmkinga=mLrihof buildingA (toft=hdmm), Bain 7.3 73 72 2753.00 87..0100 * ExistinglarildmgsA,B,ardCdrainage, Basin 17.1 ' 171 171 1394628 67..0200 * Fmgmgvthick moragedamaM Basin 172 172 172 289151 62.0200 *Nord"m&ya dmomg(maahrhdaam), Bam7.4 74 74 2801.89100-0250 ' o 13 5 1 3 4 201 202 5 6 71 72 73 171 172 74 ' ExiCingsoeGfiomBasm 1 mmletof litih ' 0 1 9 04 IS 1200, .01 25. 25, 016 OS 50. 1200. A7 20. 20. 016 10.0 ' BasungsMfmmBasot3 minletofdiah 0 3 9 04 05 1650. .O11 25. 25. 016 05 50. 1650. All 20. 20. D16 10.0 '*ExistingsnxmdrauggpipeunkrI3mSlvo=nium 0 4 10 04 05 450. .01 25. 25. .016 05 50. 450. .01 20. 20. D16 10.0 * E+dsaingditch (sash ofadstingpiaimtgk[) 0 9 10 01 16. 230. .01 4. 4. .035 10.0 ' *Emstingdimh(scuth ofesistingpadang lot) 0 10 Il 01 16. 70. Ol 4. 4. 035 10.0 * E+dstingaickkpan Banpa kinglotmditch 0 6 1101 7. 30. 10 25. 25. 016 10.0 * Pipe f an inlet-2 m Scuth Elm m M[i-7 (osaf ow m ElmSt) 0 201 8 05 2A0 14. MD O. 0. D16 200 22 120. .023 50. 50. .016 10. *Pipefnaninlet-1 cnNathEhnbMH-7(avafbwm FlmSt.) 0202 805 1S 32 .020 0. 0. 016 1.5 22 120 .023 50. 50. .016 10. ' *Pmpmddit3h5[mpmknglotmmk l (aueagealope) 0 11 13 0I 30.0 570..0117 4. 4. .035 10.0 ' P*fmminkt-1 toMM-3 (modelmgpo d ngin dikh) 0 13 1485 7.65 400.0 .004 O. 0. .016 7.65 100.0 400.0 'A25..50. 50. .016 10.0 0 0. Wit 31SO Ak 89.94 .0782 16524 1674 254.40 3102 35533 5753 46736 ID711 58&94 * RCBCMH-3 mMH-2 0 14 15 05 7.65 14739 .004 0. 0. .016 7.65 100A 14758 .020 50. 50. .016 10.0 *MH4tDWI ' 0 171 16 02 45 333S .0053 0. 0. 016 4.5 •EvistingMH fan VehicleSOWBuddvhgtoMH-3 0 172 14 02 2.0 210, .0115 0. 0. .016 20 `02/WalerSepm=toRCBC(500gpmrd=se, 1.11 cis) 0 71 17 02 0.6 15. .020 0. 0. A16 0.6 ' 'Tnarhdran fan Basin 7A bMH4 0 74 17102 4.0 247. .005 0. 0. .016 4.0 *RCBCMH-2mMH-1 0 15 16 05 7.65 953 A04 0. 0. D16 7b5 100.0 953 .020 50. 50. .016 10.0 ' 'MH6to mktl 0 8 13 02 25 294.0 .025 0. 0. A16 25 * RCBCMH-1 m FFS 0 16 17 05 7.65 152..0040 0. 0. 016 7.65 100.0 M, D18 50. 50. .016 10.0 ' * TiahchdminfomBa>soh72and73toMH-2 0 72 15 02 4.0 355..0050 0. 0. .016 4.0 L:UOBS\l 83-051 \data\Drainage\Current SWMM\t 0yr_mv.in 1 Printed: 08/02/02 SEAR•BROWN 0 20 5 1 3 4 9 10 6 11 13 201 202 15 74 14 171 172 71 72 16 17 8 INDPROGRAM L:UOBS\183-051\data\Drainage\CurrentSWMM\10yr_rev.in 2 Printed: 08/02/02 SEAR -BROWN FNVIRONNaMALPR07ECMNAGE4CY-SIDRM WATMMANAGFMgTMODEL-VERSIONPC.I DBVFLOPEDBY MEICALF+EDDY, INC. UNNFRMYOFFLORDA WATERRFSOURCFS FNG]NEER?%INC (SFPIEMBFR 1970) UPDATFDBY UNIVFR.SIIYOFFLORDA(AM1973) HYDROLO(RCFNGWMZNGCINIF CORPSOFFNGZ,EEPS MISSOURIRIVER D"ION,CORPS OFINGNEF-RS (gMNMER 1974) BOYLEEVGNM NGOORPORATION(MARCH I985,1U[.Y i%5) '"E MYMADETORUNOFFMODE-""" L:\JOBS\l83-051\data\Drainage\Current SWMM\10yr_rev2.out Printed: 08102J02 J 1 I 1 SEAR•BROWN CDYOFFORTCOLLINS LIGHT&POWERSERVICECENIFR, DOWNTOWNBASIN 10-YR Smr-Bmwu(sd,clw)Sk: IOyr mvlin, guA2002 NUIv1BFROFTIMESTEPS 360 INIEGRAnONTD,MNTERVAL(ty V ) 1.00 LO PERCENT OF bWERV qUS AREA HAS ZERO DETENTION DEPTH FOR 24RAA1FAll.STF THETIMENTEKVALIS SDDMA'1M FORRAINGAGENUMBER I RAINFALLIOMRY@]AKMPERHOLR .49 M .65 1.09 139 169 497 2D2 121 .71 .60 32 39 37 35 34 32 31 30 29 28 27 26 25 L:\JOBS\183-051\data\Drainage\Current SWMM\10yr_rev2.out 2 Printed: 08/02/02 SEAR -BROWN I 1 1 1 11 CFIYOFFORTOC)LL LIGHT&POWFRSERVICECEMFR,DOWNMWNEASIN 10-YR Sear4ko n(Adw)me: 10yr_rev2m,AigA2002 SUBAREA GUTTER WUM AREA PERCENT SLOPE RESISTANCEFACIOR SURFACESMRAGBW NFILTRATIONRA'TE(N HR) GAGE NUMBER ORMAMiOLF n (AC) IMPERV. (FT/FI) IMPERV. PERV. IMPERV. PERV. MAXIMUMMINIMUMDECAYRATE NO -2 0 .0 .0 .0 .0300 .016 250 .100 300 51 50 .00180 1 1 SMD 48.1 38.0 0140 .016 2M .100 300 51 50 .00180 1 3 3 4718.0 27.1 38.0 .0170 .016 250 .100 300 51 50 .0018D 1 4 4 2191.0 11.8 38.0 .0160 D16 2% .100 300 51 50 .00180 1 201 201 843.0 5.4 38,0 .0160 .016 2% .100 300 51 50 .ODISD 1 202 202 181D 12 58A 0129 D16 250 100 3W 51 50 00180 1 5 12 181.0 2.6 65 .0125 D16 250 .100 3W 51 50 .00180 1 6 6 601.0 29 90D .0114 .016 250 .100 30D 51 50 .00180 1 71 71 300.0 20 99.9 .0180 016 250 .100 300 51 50 .00180 1 72 72 315.0 65 95.0 MW .016 2% .100 3W 51 50 .OD180 1 73 72 275A 3.0 87.0 .0100 .016 250 .100 3W 51 50 .0018D 1 171 171 1384.0 6.3 67.0 D200 016 250 100 300 51 50 00180 1 172 172 289.0 15 62.0 .0200 A16 150 100 300 51 50 0018D 1 74 74 280.0 19 99.9 .0250 .016 250 .100 300 51 SD .00180 I TOTALNUMBFROFSUBCATCHME,rM 13 TOTALTRIBUCARYAREA (ACRFS), 12035 Cr1YOFFORTCOILNS LIGHT&POWFRSERVKECWFEP DOWNTOWN BASIN 10-YR Sear-&oiri (erl, rlw)t8e: I0yr_Tv2 m,AugxW2002 HYDROGRAPHS AREL6TFDFORTHEFOLLOWING IOSUBCATCFA9 MM-AVERAGEVALUESVMHNTIMERFIMVALS TIME(HILM04) 1 3 4 5 6 71 72 73 74 171 0 1. .0 .0 .0 D A 0 A A 10 .0 0 6. .1 .0 A .0 .0 A .0 .0 A .0 0 11. 1 1 A .0 .0 A .0 .0 .0 A 0 16. 6.9 4.1 1.8 .1 .6 .4 .4 3 A IA 0 21. 185 10.7 4.7 2 2.0 IA 21 12 1.4 4.1 0 26. 29.1 166 73 3 3.6 25 4,8 25 25 6.6 0 31. 582 332 145 b 73 52 113 5b 52 13.1 0 36. 935 53.A 23.4 1.1 11.7 RO 213 102 73 204 041. 59.7 343 15.1 9 65 45 161 7.0 43 115 0 46. 448 25.7 113 9 4D 28 IIA 4.8 27 75 0 51. 333 19.0 83 8 26 18 80 33 1.7 4.9 0 56 273 155 68 .7 20 IA 61 2.5 13 33 1 1. 22.7 128 5.6 .7 lb 12 4.9 2.0 1.1 3.0 16 185 10A 45 .6 13 .9 3.9 lb .9 24 1 11. 16.1 9.0 3.9 .6 1.1 .8 33 l3 .8 20 1 16. 143 7.9 3.4 5 1.0 8 29 12 .7 1.8 1 21. 129 7.1 3.1 5 1.0 .7 2.7 1.1 .7 1.7 1 26. 11.7 65 28 5 .9 .7 2A ID .6 lb 1 31. 10.7 5.9 26 5 9 .6 23 9 6 15 1 36. 99 55 24 A 3 6 22 9 6 IA 141. 92 5.1 21 A 8 b 2A 9 4 IA 1 46 8.6 48 21 A 8 .6 20 8 5 13 1 51. RI 4A 1.9 .4 .7 b 1.9 3 5 12 1 56. 7.6 42 13 A .7 5 18 8 5 12 2 1. 67 3.7 1.6 3 .7 5 1.7 7 5 1.1 2 6. 39 21 .9 3 A 3 12 5 3 5 211. 28 15 .6 3 2 2 9 3 2 3 2 16. 22 1.1 5 2 1 1 7 3 1 2 2 21. 1.8 9 .A 2 .l .l .6 2 .1 .l 2 26, lb 8 3.- 2_-, .1 .1 5 2 .1 .1 2 31. 13.7 .3 2:. .1 .1 A .1 .0 .I 2 36. 12 .6 .2 ` Z' D .0 3 .1 0 D 241. 1.0 5 2 1 D .0 3 .1 A D 246 9 A 2 2 .0 .0 1 .1 A A 2 51. 8 A 2 2 .0 A 2 .1 D A 2 56. 7 3 1 2 0 D 2 1 A A 3 1. .6 3 .1 .1 A A 2 A D D 3 6 5 2 .1 .1 A D .l D A .0 3 11. A 2 .1 .1 .0 A .1 .0 0 A 3 16. 4 2 .l .l .0 A .1 D A D 321. 3 2 .1 .1 D D .1 .0 A D 326. 3 .t 1 .1 .0 .0 .1 .0 A A 3 31. 2 .1 D .1 .0 .0 .1 .0 .0 A 3 36. 2 .1 0 .1 .0 A .1 .0 0 .0 341. 2 .1 D .1 .0 D .1 .0 A .0 346. .l 1 0 .1 .0 A .1 .0 A .0 3 51. .1 D A .1 .0 .0 .1 .0 A .0 356. 1 A.0 I 0 A 0 0 .0 D 4 1. .1 A 0 .1 0 A A D D .0 4 6 .1 A D .1 D A D D D .0 4 Il, D A 0 .1 D A D D A D 4 16 D A D .1 D A D .0 A D 421. .0 .0 A .1 0 D D .0 .0 .0 426. .0 .0 D .1 D A D D .0 .0 L:UOBS\183-051Wata\Drainage\Current SWMM\tOyr_rev2.out Printed: 08/02/02 SEAR BROWN I 1 F L I L L 1 I I 1 431. 0 .0 A .1 .0 D O D .0 A 436. A D D .1 .0 A A .0 .0 .0 441. 0 .0 .0 A .0 O D .0 A .0 446. .0 0 0 .0 0 .0 A 0 A .0 451. D A A .0 .0 .0 .0 A .0 .0 456. O D D 0 0.0 O D .O D 5 1. A D D .0 A .0 .0 D .0 D 5 6. .0 D D .0 D D .0 A A .0 5 11. .0 .0 .0 .0 .0 .0 D .0 D .0 5 16. .0 0 .0 0 D .0 .0 .0 0 .0 521. .0 A .0 A .0 A .0 .0 D D 5 26. 0 .0 A A .0 D D .0 A D 5 31. A .0 A .0 .0 .0 D .0 D .0 536. D .0 D 0 .0 D D D D 0 541. 0 .0 A A .0 A D 0 .0 .0 546. A .0 A A .0 .0 A .0 .0 D 5 51. A .0 D .0 A .0 D .0 .0 .0 5 36. D .0 D .0 .0 .0 .0 .0 A .0 C17YOFFORTCOLLWS LIGHT&POWERSERVICECEND-R, DOWNIOWNBASW 10•YR Sr 4kmn(Adw)61e: 10yr reJLv4AugA2002 HYDROGRAPHS ARE LISTED FORTHER0110WING 3SUBCATCHNflEt 15-AVERAGEVAUMSVM74NTMIENTERVA1S MME)-IliM0t4) 172 201 202 0 1. A A A 0 6. .0 D A 0 Ill. A 0 0 0 16. 3 8 2 0 21. 9 2.1 6 0 26, 14 33 IA 0 31. 29 65 20 0 36. 4.6 105 33 0 41. 2.6 6.7 2.0 0 46. IS 5D IA 0 51, 12 3.7 1.0 0 56. 9 3.1 .8 1 1. 7 26 6 1 6. .6 21 5 1 11. 5 1.8 A 1 16. A 1.6 4 1 21. .4 IS A 1 26. A 13 3 1 31. A 11 3 1 36. 3 1.1 3 1 41. 3 1.1 3 1 46. 3 1.0 3 1 51. 3 9 2 1 56. 3 9 2 2 1. 2 .8 2 2 6 .1 5 .1 2 11. .1 3 .1 2 16. A 3 1 2 21. A 2 .0 2 26. D 2 .0 2 31. D 2 0 2 36. A .1 A 241. D .1 D 2 46. .0 .1 A 2 51. .0 .1 D 2 55. .0 .1 .0� 3 6. .0 .1 .0 - 3 11. A .1 A 3 16. A A A 3 21. A .0 A 326. A D A 3 31. D .0 A 3 36. .0 .0 A 3 41. 0 .0 .0 3 46. .0 .0 0 3 51. D .0 D 3 % A .0 D 4 1. 0 0 .0 4 6 A A D 4 11. A D D 4 16. A 0 A 4 21. A A A 4 26, A 0 A 4 31. A A D 436 D D D 4 41. A .0 .0 4 46. A .0 .0 4 51. A .0 D 4 56. A .0 A L:U0BS\183.051\data\Drainage\CurrentSWMM\10yr_rev2.out 4 Printed: 08/02/02 SEAR -BROWN 5 L .0 A .0 5 6. .0 D A 5 11. .0 .0 D 5 16. .0 D .0 5 21. .0 .0 .0 5 26. .0 .0 .0 5 31. 0 .0 0 5 36. A .0 0 5 41. .0 .0 .0 5 46. A .0 A 5 51. .0 .0 .0 5 56. .0 .0 D L:UOBS\183.051\data\Drainage\Current SWMM10yr_rev2.out Printed: MUM SEAR -BROWN CFTYOFFORTCOU24S LIGHT&FOWERSERVICECEMFR,DOWNIOWNBASIN 10-YR Scar-Bmwn(sd,dw)fk: I0)T m2.mAuVst2002 " CONTINUITYCHECKFORSUBCAICHMEbfCRDVIINGINUDSWM2-PCMODEL" WATERSHED AREA(ACRES) 120350 TMLRAINFALLMXHI 1.711 TOTALINFIISRATIONM$MiES) .484 TOTAL WA=FIEDOUTFLOW (1NCM) 1.041 TOTALSURFACESTORAGEATENDOFSTROM(INCHES) .186 ERRORINCOM7NUf1Y, PERCENTAGEOF RAINFALL .000 L:WOBS\183.051\data\Drainage\CurrentSWMM\10yr_rev2.out 6 Printed: 08/02/02 I SEAR -BROWN 1 1 I 1 I I I I Cf1YOFFORTCOLllNSLUGHT&POWERSERVICECFNI13?,DOWNIOWNBASIN 10-YR S=43rmn(4chv) me: I0yr rv2.m,AugwtXM WIDTH INVERT SIDESI.OPES OVERBANKSURCHARGE GUTTER GUI-IFR NDP NP ORDIAM LENGIH SLOPE HORIZTOVFRT MANNING DEPTH X NUMBER CONNECDON (FI) (FI) (Fr/FT) L R N (FI) 1 9 0 4 CHANNEL 5 12D0. .0100 25.0 25.0 .016 50 0 OVERFLOW 500 1200. .0100 20D 20.0 .016 10.00 3 9 0 4 CHANNEL 5 1650. .0110 25.0 25.0 .016 50 0 OVERFLOW 50.0 1650. .0110 20.0 20A 016 10.00 4 10 0 4 CHANNEL. 5 450, 0100 25.0 25.0 .016 50 0 OVERFLOW 50.0 450. .0100 20.0 20.0 D16 10.00 9 10 0 1 CHANNEL, 16.0 230. .0I00 4.0 40 .035 10.00 0 10 11 0 1 CHANNEL 16D 70. A100 4.0 40 .035 10.00 0 6 11 0 1 CHANNEL 7D 30. IODD 25.0 25.0 A16 IODO 0 2D1 8 0 5 PIPE 2,0 14. 0200 A A D16 2.00 0 OVERFLOW 220 120. .0023 50.0 50.0 D16 10.00 202 8 0 5 PIPE 15 32. 0200 0 0 016 15D 0 OVERFLOW 22.0 120. DM 50D 500 .016 10.00 11 12 0 I CHANNEL 30,0 570. .0117 40 4D .035 10A0 0 13 14 0 5 PIPE 7.7 400. 0040 0 .0 016 7.65 0 OVERFLOW 100.0 400. D040 50A 50A .016 10.00 12 13 8 2 PIPE 1 570, 0117 D D 016 10 0 RESERVOIRSTORAGEINA(R64;EE7VSM LWAYOUIFLOW A .0 .0 31.8 .0 899 .1 1652 1 254.4 3 3555 .6 467.A LI 5889 14 15 0 5 PIPE 7.7 148. DOW D 0 016 7.65 0 OVERFLOW 100.0 148. DDW 50.0 50,0 D16 10DD 171 16 0 2 PIPE 45 334, =3 .0 .0 .016 450 0 172 14 0 2 PIPE 20 210. A115 .0 .0 016 200 0 71 17 0 2 PIPE 6 15. .0200 .0 A .016 .60 0 74 171 0 2 PIPE 3.0 247. .0050 .0 .0 .016 3.00 0 15 16 0 5 PIPE 7.7 95. 0040 D .0 016 7.65 0 OVERFLOW 100.0 95. .0040 50.0 50.0 .016 10.00 8 13 0 2 PIPE 25 284. .0250 D D .016 250 0 16 17 0 5 PIPE 7.7 152. D040 0 .0 Alb 7.65 0 OVERFLOW 100.0 IS2. DOW 50A SOA 016 10.00 72 15 0 2 PIPE 4A 355. .OM .0 .0 .016 4.00 0 TOTALFIUMBEROFOUITERS/PIPES, 20 �I LUOBS\183-051 \data\Drainage\Current SW MM\10yr_rev2.out Printed: 08/02/02 I SEAR -BROWN CIIYOF FORTC0113NS LIGHT&POWERSFRVICECOCEK DOWNIOWNBASIN 10-YR S= mwn(sd,dw)fle: 10yrm2.m August2002 I F1 I 1 1 1 1 I o to • is •1:lu1�il1.: il• r 1MIa; �• W�. GUTTER IRMUTARYGIJRFR/PIPE TRIBUPARYSUBAREA 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 48. I 3 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 27.1 4 0 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 0 0 IIS 6 0 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 0 0 2.9 8 201202 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.6. 9 1 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 752 10 4 9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 870 11 10 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 89.9 12 11 0 0 0 0 0 0 0 0 0 5 0 0 0 0 0 0 0 0 0 92.6 13 12800000000 0000000000992 14 1317200000000 0000000000100.7 15 147200000000 00000000001102 16 1711500000000 0 0 0 0 0 0 0 0 0 0 118A 71 0000000000 71 000000000 20 72 0 0 0 0 0 0 0 0 0 0 7273 0 0 0 0 0 0 0 0 95 74 0 0 0 0 0 0 0 0 0 0 74 0 0 0 0 0 0 0 0 0 1.9 171 74000000000 171 000000000 82 172 0000000000 172000000000 15 20I 0000000000 201000000000 54 202 0000000000 202000000000 12 DA(AC) [J L•\JOBS\163-051\data\Drainage\Current SWMM\10yr_rev2.out Printed: 08/02/02 SEAR -BROWN I I t u I I 1 I L� CHYOF FORTOOLLNS LK HF& POWERSERVICECENTII2,DOWNIOWNBASIN 10•YR Sm-Bm (4dw)ft: t0yr mv2,m Aup t2002 HYDROGRAPFISARELISTEDFORII-MFOUOWING I000NVEYANCEE17vIEM THE UPPER NUMBER IS DISCHARGE N CFS THE LOWERNUMBFRISONEOFTHEFOLLOWNGCASES: DR401ES D]PTH ABOVE N VERT N FEEr DENOTES STORAGE IN AC -Fr FOR DEIN130N DAM. DIS ARGEIN=ES SPILLWAY OUTFLOW (1)DE4(71ES GUTTERINFLOW INCFSFROM SPECIFIED NFLOW HYDROGRAPH (D) DMTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER (0) DENOTES STORAGE IN AC FT FOR SURCHARGED GUTTER 1A1E( IRW l 3 4 6 8 9 30 11 12 13 0 1. 0 D 0 0 0 0 0 0 0 0 �) Dw)000(A M) W) M) �)DDIX) M) 0 6 A000 A10 .010 D10 .000 .020 .000 .000 M) .000 .010 0 11. 0 0 0 .0 D .0 D 0 .0 .0 �) 01) CA) M) .ODo AA) •010() WO .02() 016. 803() .160 .11().13()0 031() 2 030 .040 :01() 00(S) 130 0 21. 93 3.7 3.6 20 25 8.9 11.1 26 Z6 29 35() .24() 240 .06() 370 .29() 330 .090 MR A6() 0 26. 19.7 8.7 6.1 36 40 25.1 30.1 2D0 20D IV •460 330 290 O80 •460 .530 590 310 .0M LIIO 0 31. 355 19.0 123 7.4 78 49.4 599 518 50.4 519 350 .45() 390 .120 .650 .790 .880 S5() 01(S) 1.820 0 36. 763 352 23.5 11.7 14.5 106D 127.8 1173 110.6 116.1 .660 N) .490 .160 .890 1220 135() .89() .04(S) 2.760 0 41. 67.7 36.4 16.1 6.4 8.7 105E 122.E 1333 135A 145.4 .W) A) A30 .I10 .690 1220 1320 95() D6(S) 3.12() 0 46. 533 32.4 121 40 6.7 88A 1013 1122 1152 124.8 hO) 530 A) D90 .600 1.100 1.190 W) D4(S) 2870 0 51. 420 27.4 90 26 4.7 71A 812 90.4 933 1003 570 S10 340 070 50() 980 1DX) 760 03(8) 2-W) 0 36. 3411 21.8 72 20 3.8 573 65.7 733 74.9 810 N) A70 310 N) .460 370 .9X) 670 02(S) 2290 1 1. 28.6 170 60 1.6. 32 47.0 53.4 595 609 65.9 520 A30 290 DX) .42() .770 •830 59() .02(8) 206() 1 6. 244 13.7 4.8 13 26 39.1 443 493 50A 545 X) 390 270 DX) 380 .690 740 530 .01(S) 1370 1 11. 19.1 113 4.1 1.1 23 315 36.0 40.7 41.7 453 A60 370 250 040 35() 610 .660 .47() 01(S) 1.710 1 16. 161 9.7 3.6 l0 20 26.6 30.4 340 34.8 37.9 .430 35() 240 .q0 330 S50 W) 43() 01(S) IN) 121. 142 8.5 32 10 13 233 26.7 295 30.1 32.6 AI() 33() 230 .040 320 510 55() 39() 00(S) 1.45() 1 26, 12.8 7.6 2.9 .9 1.7 20.8 23.9 263 268 290 390 310 220 .C40 300 •48() A() 370 DO(S) 137() 1 31. 11.6 63 27 9 15 183 21.6 23.7 242 262 380 A) .210 .040 290 AS() A9() 340 Dn I30() 1 36. 10.7 62 25 .8 IA 173 19S 2L7 22.1 239 370 290 210 N) 280 .430 A70 330 00(S) 125C) 1 41. 9.9 5.7 23 8 13 15.9 183 200 2DA 22.1 350 2() A) D30 270 .410 A40 310 DC(S) 1.2(0) 1 46. 92 53 2.1 3 12 148 17.0 185 19.0 205 35() 270 .190 03() 270 390 A30 30() 00(S) 1.160 1 51. &6 50 2.0 .7 12 13S 15.9 173 17.7 19.1 X) 270 .190 .030 N) 38() AI() .290 MM 1.120 1 56. &1 4.6 1.9 .7 1.1 12.9 14.8 162 166 17.9 330 260 190.-.030 2X) 36() 390 270 .00(S) 1.080 2 1. 75 43 1.7-_'..6 10 121 13.9 152 155 16.8 320 2X) 18() �AX) 24() 3X) 380 260 .DO(S) 1.05() 2 6. 53 35 12 3 .6 IN IIA 13.4 13.7 14.9 A) 230 .15() .C2() 190 31() 340 25() DDA 990 211. 43 2.7 S 2 .4 7.6 8.6 10.7 11.0 121 A) 210 .130 020 .160 N) 280 21() .00(S) .900 2 16, 33 21 6 1 3 53 66 83 8.6 95 •'13 :.5 � 4.6�5.2 6.6 1 68 •00 �6 •80() 2 21. 2.6) .1 3.14() 210 .170 .11() .01() 130 2D0 210 .160 011(S) .720 2 26 2l IA A .1 2 3.7 42 53 56 1 .190 .160 .100 010 .120 .170 .190 .140 .00(S) AX) 2 31. 13 1.1 3 1 2 3.1 35 4A 4.6 5.1 .180 .150 .090 010 .11() .160 .170 .13() DO(S) 590 2 36. 15 1D 3 0 2 26 3.0 3.7 39 4.3 .170 .140 DK) 010 .100 .140 .15() .110 D) 55() 2 41. 13 .8 2 0 .1 23 24 3.1 33 3.7 .160 .130 .090 010 .100..I3() .140 .100 DD(S) 510 2 46 1.1 7 2 .0 .1 20 22 27 29 32 .150 .120 D80 M) 090 .12() .13()D90 M A8() 2 51. 1.0 .6 2 0 .l 1.7 19 2A 25 23 .140 .12().070 A(0) D80 .11().12()M) DO(S) AS() 2 56. 9 5 2 0 .I 15 1.7 21 22 24 .140 .110 .07() DO() M) .100 .110 .08() DD(S) A2() L:UOBS\183-051\data\Dralnage\CurrentSWMM\10yr_rev2.out 9 Pdnted: 08/02/02 SEAR BROWN 3 1. 8 S .1 .0 1 13 15 1.8 2.0 22 '13().10()DX) DX) •OB() W) .100 .07() •00(S) .400 3 6. .7 A .1 .0 1 11 13 lb IS 1.9 12() .10() 3 .06() 0(•01( .091 .09() .07(6 DOM 380 3 11. .0 .1 1O2 14 .12() .09() W) M) D7() W) D9() A60 00(S) 36() 3 16. 5 3 1 D 1 9 1.0 13 14 15 .110 .09()DX) .ODO .06() •07() .080 DX) DO(S) 34() 3 21. 5 3 1 D .1 3 9 1.1 13 1.4 .11() M) DX) .ODO D6() U8) D70 W) DO(5) 320 326. A 2 .1 D .0 7 IA 1.1 12 .10() .08() DX) .000 .06() JW) .070 .05() •MM 30O 331. A 2 1 .0 .0 6 7 9 1.0 1.1 ' .10() .070 .04() .000 .05() .060 •06() •OS() AIM A) 336. 3 2 A A A .5 b 3 .9 1.0 .09() .07() D40 M) DX) .05() A6() AX) MS) 270 3 41. 3 2 .0 A 0 S .5 7 8 9 D80 D70 D40 M) DX) .050 .OX) .04() ) .26() 346. 2 1 A A D A 5 .6 7 S W) W) M)N) �0�; •) JW) N)DO(S) 2X) 351. A7() •06() •03() M) Da() .04() .oX) Da0 Don A0 3 55. 2 1 A A A 3 3 5 b .6 ' .07() .05() .03() .00() .04() .04() •04() •030 DD(S) 22() 4 1. 1 1 D .0 0 3 3 A 5 b D60 •05() M) .000 DX) •04() .040 A30 .00(S) 210 4 6. 1 l A A A 2 2 A 5 5 JA) .05()M) M) W) .aX) DX) M) 200 ' a 11. �00(S) N) .04() M) .00() .030 AX) A3() ") MM .19() 4 16. 1 A A A 0 1 2 3 .4 .4 DX) .040 M) .000 A2() DX) .03() .030 .00(S) .18() ' 421. 1 .050 0 .040 .0 .0 .0 1 .01() DO() .020 2 .020 3 .030 3 .020 A MS) .170 426. 1 A 0 .0 A .I 1 2 3 3 .040 A30 D10 A00 •02O .020 M) M) DD(S) .160 431. 0 0 0 A D 1 I 2 3 3 436. .040 A .03() A DI() ADO M() A A A 1 M?) 1 .02() 1 .020 2 .00(S) 3 .15() ' MO D3O D10 .000 MU .020 M) MU mm .150 441. A D D D D .l 1 2 2 2 .030 .030 .010 .000 .020 .q) A20 M( ) MM .140 446. 0 A30 A .030 A .0 A .1 DIO .000 .020 1 01() 1 •02O 2 .020 2 .OD(S) .130 ' 451. A D A.0 0 .I 1 1 2 2 �) • 2() D10 W(A Ali) D10 .01()01() M .13() 4 56. ADW)D 2 �) M) pl() ODoD2O DIOO III() A0 1200(S) .120 5 1. .0 DO M) MU A10 M) jx) .010 DIO AIO •00(S) .IIO 5 6. 0 0 .0 A 0 D A 1 .1 .1 .020 .020 D10 DO() M) AlO D10 .010 .00(S) .11() 5 11. 0 A A A A .0 0 1 .1 .1 M) M) DIO M) M) .010 D10 .010 AO(S) .I10 5 16. A D D D D A A 1 1 .1 .020 MU D10 000 M) .010 010 DIO MR .100 5 21. D .0 D A .0 .0 A .l .1 .1 .020 12) 111() 000 .02() DI() A10 AIO .00(S) .10() 526. A A A A .0 .0 0 1 .1 .1 .020 .020 OlO M) •C2() .010 .010 DIO MM D9O 5 31. D .0 .0 A .0 .0 .0 .1 .1 .1 A2O .Q) DIO DO() .020 .01() 01() D10 •DW •OX) 536. 0 0 .0 .0 A .0 0 0 1 .1 JA) .01() AD10 M)D .OA) .01().01()DI() DD(S) .09() ' S 41. JO .0M) .010 A10_-•OD) D2O .010 .01() -01() 00(S) .09()5 46. A A 9,.-,.0. A A A A .1 .1 .010 AIO .OIO ,M) D20 .010 .010 A10 DD(S) D80 5 51. D A A A A D A A .1 .1 ' 010 10 .q) .OIA) 00 910 M) 5 56 .01Q A000 1� .010 .010 .010 M) .020 .010 .010 .010 .OD(S) •080 ' CILYOF FORTCOUINS LGHT&POWERSERVICECINIM DOWNTOWN BASIN IO.YR Sc 4kB (sd,dw)6k:10yr mv2mAugut2OO2 1 HYDROGRAPHS ARE LISTED FORTHEFOLOWING IO CONVEYANCE ELEMENTS THEUPPERNUNSER1SDISCHARGEINCFS ' THELOWERNUNMM ISONEOFTHEFOLLOW WGCASES: ODENOTESDE THABOVEINVERTINFEET (S)DENOTESSTDRACEINAC-FTRORDEIFNIIONDAM. DLSCHAR INCLUDESSPI LWAYOUIFLAW. (I)DENOTES GUITERINFLOW INCFS FROM SPECIFIED INFLOW HYDROGRAPH (D)DINOMD5aMRGENCFSDIVFRTEDFRDMTHISGunER ' (0)DENOTESSIDRAGEINAGFTFORSURCIIARGEDGLRTER L:UOBS\183-051\data\Drainage\Current SWMM\lOyr_rev2.out 10 Printed: 08/02/02 iSEAR -BROWN TPAB(F PoA•1QJ) 14 15 16 17 71 72 74 171 172 201 ' 0 1. A 0 .0 A 0 0 A A .0 A Dw) .000 A 0 .000 AIA) Ip) 000 .010 0 6. A.000 AO .Ol() .01(l .01() AO() 0() .01() AI() .02() Alp .030 0 11. A A A A .0 D A 0 .0 .0 ' M() q) A2O M) K) W) ig) DX) .04) .030 0 16. 2 3 .6 1.0 A 3 2 9 2 .9 .12p .15() A) JP) 27p .19()16() 29() 15() 260 0 21. 3.1 51 88 9.9 1.1 27 12 4A 9 2.1 A70 400 •770 M) DD(0) A) 37O .62() A) 38O 0 26 182 220 28.1 292 1.1 68 2A 83 IA 33 1.09() 120() 135() M) AI(0) .77p 51() .810 A) .49() 0 31. 523 678 764 775 LI 16.0 5.0 17D 29 65 D(1.) I3) 6() 111173 0 36. 1*) 1139E 1A657 1666E 79) 28S 278p 3W) 336() .000 A7(0) 1.71() 92() 1530 k ) 89() 0 41. 1483 17U 190.6 1913 1.1 23.6 44 165 17 6A 3.160 3.43() 36q) AO() .10(0) 1.460 .69() 1.15O A) b8O 0 46. 127,6 145.1 1.573 15&4 1.1 16.6 2.8 10.7 13 5.0 291() 3.120 3N) AO() .12(0) 122() 54() 92() Alp .6DO ' 0 51. 103.1 1155 123.8 1249 1.1 Ilb 13 7.0 12 3.6 260() 2.76() 286() OOO .13(0) IA1() 44() .75() 33() 5D() 0 56. 828 921 98.4 99.6 1.1 8.8 1.4 53 9 3.0 231p 2ASO 2530 AO() .13(0) S80 390 •65O 30O 46() 1 1. 8 l �7.0 3() �) 220() 2270 �) .13(0)59() 27.420 )9() 35() 1 6. 55.6 61.7 65.7 669 1.1 5.7 9 34 6 21 IS9() 1990 2.W) .00() .13(0) 710 32() 53() 24O 38() 1 11. 46.4 515 55.0 56.1 1.1 4.8 S 29 5 IS 1.72() IS2) 1SX) q) .13(0) b5p A) .490 22() 36p ' 1 16. 38.7 432 462 473 1.1 42 .7 2.6 5 14 I58() 1.66() 1.72() M) .W) 610 29p Alp 210 34O 121. 333 373 40.1 412 1.1 3.8 .7 24 A IA IA6O I.W) ljW) .00() .12(0) X) 28p .450 20() 32() 1 26. 29.6 332 35.8 36.9 1.1 35 .6 23 4 13 ' IN) IA6O 132() q) .12(0) 56() 27() •44() .I9() 31() 1 31. 26.7 30.1 325 33.6 1.1 33 .6 2.1 A 12 1310 1390 lA5O q) .11(0) 54O 27O A2O .190 29O 1 36 244 27.6 293 30.9 1.1 3.1 .6 2A 3 1.1 122.5) 125.5 � ) •O3 181A X)1210 1 41. 1.1 19 .6041(3 1290 134p M) .11(0) 510 26() .410 .180 27O 1 46 20.9 233 25B 26.9 1.1 2.8 .6 19 3 IA 1195) 1�) IA) M) •1O(0)1�O �'�40(3.17(9 26O 1 51. 1.130 12DO 14) M) .10(0) .49() 25O 39p .170 26O 1 56. 183 2D9 223 239 1.1 26 5 1.7 3 9 1.090 1.17p 121p M) .10(0) A8O A) 38p .17p 25p 2 L 172 19.7 21A 225 1.1 24 5 lb 3 7 0324(9 37.1 .IA 23O 1152) 2 6 172) 18A) 195 1.1 1.8 ' I.ODO IA6O I.10O M) A9(0) .41() 19O 29p .120 .180 211. 124 13.9 14S 159 1.1 IA 2 .6 .1 3 910 96O .990 .ODO MO) 360 •15() 220 D9O .160 2 16, 9.1 11.0 11.6 117 Ll 1.0 .1 A J 3 S1O .860 88) M) .07(0) 32O .130 .180 080 14() ' 2 21. 7.8 8.7 92 103 1.1 .8 .1 2 0 2 .73() .np .780 00() 07(0) A) .11p .150 .97() 130 2 26. 63 7.0 74 85 LI .7 .1 2 .0 2 .W) .69() .71p A0p WO) 25O A9p .130 W) .12() 2 31. 52 5S 61 72 1.1 5 I 1 A 2 ' A) 63() `�0 DO()AS(0) 23() M) .12() D5O .11()2 36. 44 49 5.1 - 62 1.1 A A .1 A .1 55O Sep 54() M) Aa(o) .21()m0 la)�() 1a) 2 4l. 3.7 42 43 1.1 A A 1 0 1 .55 .51()X) 55(s 'JOO() W) A) .07() DX)•q) •I00 2 46 32 3.6 3.7 4.9 1.1 3 0 1 0 1 AS() X) 51O .00() .03(0) .18() .060 •09O .040 X) 2 51. 18 3.1 33 44 1.1 3 0 1 A 1 AS() .470 AS() ODO MO) .170 .050 .070 .030 •09O 2 56 25 23 29 40 1.1 2 A A A I ' A20 .450 A5O M) .Ol(0) .16p •J05o A70 DX) M) 3 1. 22 14 25 3.6 1.1 2 0 0 .0 1 .400 A2O A30 M) .01(0) .150 .050 jWo A30 DR) 3 6. 20 22 22 14 .1 2 A A A 1 380 40o AO() M) .140 .140 .04p WO A2() J070 ' 311. 1.7 19 10 20 A 2 .0 D 0 1 N) 38p 38() 000 .05() 130 .04() Asp M) .07p 3 16. 1.6 1.7 1.8 13 .0 .1 .0 D .0 D X) 36p 36O M) A4O .12) A4O A50 ig) .060 3 21. IA 1.5 Ib lb A .1 .0 0 0 0 ' 32() 34p 34O .00p .040 .120 A4O DX) A20 N) 3 26 13 IA lA 1.4 0 .1 .0 0 0 .0 31O 32O 33O A0() A4O .I10 A4O •040 •02o D60 3 31. 1.1 12 13 13 0 .1 .0 0 0 0 29O 31O 31O .00p .040 .IIO N) A4O Alp .050 ' 3 36. 1.0 1.1 12 12 .0 .1 .0 .0 .0 .0 L:\JOBS\183-051\data\Drainage\CurrentSWMM\10yr rev2.out 11 Pdnted: 08/02102 1 28() .29() A) AO() AC() .10() A3O N) .02() .05() 3 41. .9 1.0 IA 1.0 A .1 A .0 A A ) �2R�A IR) ) ) A3() .10() .00) K) M) DX) ' 3 46. 250 N) 270 DO() .03() .09() •030 .040 A20 .04() 3 51. .7 S 8 8 A .1 A .0 A A 24() 250 260 .00() A30 .09() DX) A3O .02() .04() 3 56. 7 7 8 S A 1 A A A A ' b() 24() 24() .000 .03() .09() .03() m() A10 .030 4 1. .6 7 .7 .7 0 1 A A A A 22() A) 2X) .00() DX) •08() .02() DX) .010 A3() 4 6. 5 .6 .6 .6 A 1 A A A A �) �) �) m() .0 () ig) .03() .01() .030 4 11. 5.00()A .19() A) 21Q .00() M() DR) DA) .03() DI() .02() 4 16. 4 S 5 5 .0 0 A A A .0 .180 .19() A) M) .03() .080 M2) .030 .010 •Q) 421. A A A A A A A A A A ' .17() .15() .19() AO() m() .07() .02() DX) AI() .CA) 426. 3 A A A A 0 A A A A .16() .18() .18() AO() A3() .07() Ara{) .030 A1O .02() 431. 3 3 A A A A A A D A .160 .170 17O M) Q) A70 M) .03() AIO .01()436. ' 3 3 3 3 A A A 0 0 A .15() .160 W) M) A3O .070 .020 :03() 010 .010 441. 2 3 3 3 A .0 A A A .0 .14() .15() 15() M) A3O .060 .02() ") A10 .01() ' 446. 2 2) 2 2) 3 .15() 3 A A A2(A A .O A) A A) A ) A 10 .01() .OIO 4 51. 2j) A .130 .140 .140 M) M2) .060 .020 MO DM AIO 456. 2 2 2 2 A .0 A A A A .120 13() 140 .00() .020 .060 .020 A2O DlO .010 ' 5 1. 2 2 2 2 .0 A A 0 .0 A .120 .130 .130 DO() .020 .060 A20 M) .OkO .010 5 6. .1 2 2 2 A A A A A A .110 .120 .130 .ODO A ) .060 .020 .020 A10 .010 ' 5 Il, 1 .11() 2 JA) 2 .120 2 A M) A A7{) 0 .05() A MO A A2O A AIO .010 5 16. 1 1 2 2 A 0 A A A A .100 .110 .12() .000 X() .050 .04) .020 DI() .01() 5 21. .1 .1 .1 .1 A D 0 0 .0 .0 .TOO .110 .110 M) .07{) .05() .02()A20 .01() Al() 5 26. 1 .l .l .1 0 .0 A 0 0 A ' .100 .I10 .110 M) M) •050 M) M) AIO A10 5 31. 1 1 .1 .1 A 0 A 0 A A DR) .100 .100 .000 A2O •OX) A2() .020 .010 AI() D A A A A A A90 .100 .100 M) A2O .0X) ffi( ) Ara() .OIO A10 541. 1 .1 .1 .1 .0 0 A AD A .090 .100 .TOO .00() .02() .OX) .020 .020 .010 .010 546. 1 1 .1 .1 A .0 0 A A .0 .080 .090 .101) 1100 .020 .05() .020 .020 .010 .011) 551. .l 1 1 .1 A .0 0 A A D ' .080 .090 A9O q) .010 .040 .02O A2O A10 .010 556. 1 1 1 .1 A .0 A .0 .0 A A8O .090 A ) ADO .020 A4O DA) A2O AIO .010 SEAR -BROWN CITY OFFORTCOLLINS LICIITI&POWERSFRVICE CINIE3 ,DOWNTOWNBASIN10•YR S=.Bm (sd,clw)6b:10yr_reJ1.m,Aupd2002 HYDROGRAPHSAREIISTEDFORTHEFOLiOVANG ICONVEYANCEELENIFNIS THE UPPERNUMBF1i)S DISMARG: W CFS THE LOWFRNUNMER IS ONEOFTHEFOLLOWINGCASES: ODF24OTFS D1Y17-fABOVEINVFRTINFEEr (S)DENOTFS STORAGEN AC-FI'FORDEIINIlON DAM. D15CHARGEINCLUDFSSPILLWAYOUTFLOW. (t)DENOTFS Gl1T ER NFLOW N CFS FROM SPEaFIEDM AW HYDROGRAPH (D)DI34M SDWRARGEINCFSDNERTMFROMTHISGUTTER (0) DR407ES STORAGE IN AC -FT FOR SURCHAR GM GUTTER 0 1. A OIO 0 6. A .02( ) 0 11. A A20 0 1& 13O 0 21. b MO 0 26. 1.1 31O L:\JOBS\183-051\data\Drainage\CurrentSWMM\10yr_rev2.out 12 Printed: 08/02/02 SEAR -BROWN I Cl I 1 L 0 31. 20 .42() 0 36 3.4 0 41. 0) 41() 0 46. 1.4 35() 0 5L 9 �p 0 56 .7 asp 1 L .6 1 6 ZS) 21p 1 11. A 1 lfi. 180 1 21. A .18p 1 26 3 .17p 1 31. 3 16p 1 36. 3 .16p 1 41. 3 .15p 1 46 3 .15p 1 51. 2 .15p 156 14p 2 1. 2 .13p 2 6. 1 2 11..101) A9() 2 16. .1 Alp 2 21. A 07() 2 26 A o 2 31. A �() 2 36. A �0 2 41. .0 () 2 46 A Alp 2 51. A 040 2 55. A D() 3 1. .0 .03p 3 6. A M() 3 11. A A3p 3 16. .0 A3p 3 21. .0 A3p 3 26 .0 .02p 3 31. A Alp 3 36. A .02p 3 41. A Alp 3 46. A .02p 3 51. .0 Alp 3 56. .0 Alp 4 1. A Alp 4 6. A A2() 4 11. A Alp L:\JOBS\183-051\data\Drainage\Current SWMM\10yr rev2.out 13 Printed: 08102/02 SEAR -BROWN 4 16. A Jm0 4 21. A A10 4 26, A A1() 4 31. .0 A10 4 36. A .010 4 41. A AlO 4 46. A A10 4 51. A .010 4 56 A A1() 5 1. .0 A1() 5 6. .0 0lO 5 11. .0 .OIO 5 16. A .010 5 21. .0 AlO 5 26. A .010 5 31. .0 01O 5 36. .0 .010 5 41. A 71 THEROILOWINGCONVEYANCEa2vuEr,m HAVE NuNffR1i:AL STABQIIY PROBLEMS THAT LEAD TO HYDRAULIC OSCO.LiATIDNS DURING THE SIMULATION. 12 L:VOBS\183-051\data\Drainage\Current SWMM\t0yr_rev2.out 14 Printed: 08/02/02 1 1 1 1 SEAR -BROWN CIIYOFFORT001-1, SLIGHT&POWERSERV10E CEMFR,DOWNNWNBAS8410-YR Smr'3 wn(sdclw)&: 10yrjv4.m;ugut2002 -PEAK FLOWS, STAGES AND STORAGESOFGUr[ERSANDDETEMION DAMS- "'NOTES INTLIESS ASURCHARGED ELEMENIAND:D RAPLBS ASURCHARGED DEI TIONFACQPIY CONVEYANCE PEAK STAGE SR)RAGE THE ELZ4ENTTYPE (CFS) (FI) (AC-M (FB VW 1:4 763 .7 037, 14 36.7 5 039. 4:4 235 5 035. 6:1 13.1 1 035. 82 145 9 035. 9:1 111.7 13 0 X 10:1 1325 IA 037. 11:1 136.6 ID 039. 122 137.0 .1 3D 040. 135 146A 3.1 040, 14S 149.1 32 040. 155 175.1 35 040. 165 1919 3.6 039. 173 193D (I)MEC FLOW) 0 39. 712 1.1 .6 .1S 1 1. 722 313 1.7 036. 742 83 1.0 035. 171:2 304 1.6 035, 1722 5.0 .7 035. 2015 11A 9 035. 2025 35 .6 035. Iaai793Ktl:�i9ti� FI7I8[N�1ii9it7 L:UOBS\183-051\data\Drainage\CurrentSWMM\10yr_rev2.out 15 Printed: 08/02/02 SEAR -BROWN %7,eovosEo boVe- I 1 11 1 1 1 2112 34 WATERSHED IA Cf1YOFFORTCOU:AIS 183Hf & P0WERSERVICECENTER,D0WNTOWNBASP4100-YR S=-&own(sd,chv)file: 100yr vamAugtst2002 360 00 1.0 1 1.0 I 215.0 I A O 1.14133 223 284 5.49 9.95 4.12 2481.46 1221D61.000.950.91 OZ70840810.780.75 0.730.710.690.67 I -2 .016 25.10 30 51 50 D018 •SluekWVmDU-)ttWbod Basin 1(2000rzpat) 1 183824&1 M.0140 • Shiddsll'moChmy/Wood Basin 2 (MMT pm) 3 3471827DB 38.D170 • EmvW oodGma Basin4 (2000 mpaQ 4 4219111.82 38.D160 * FInJ('aantrtmnuBasin 20.1(m Lsod fimnBasm20,2000mpat) 201 201 8435.42 38..0160 • Loarnis Bash 202 (raised fian halm 20, 2000 repro) 202 202 181 121 5&.0129 •Di¢hand BcmB 5 5 12 1812.63 65A125 • E dgmgPatkinglct(Sout h,%casitcl Basin 6 6 6 601294 90-0114 •Trasfor=SWageAna(moiLWttcsepa aiKBasin7.1 71 71 300 1.96 1010190 - Sowh-castymd wage (ro Wench chin), Basin 72 72 72 315631 95..0200 • Newpmkingamt,sLghofWLUmgA (to 6mch chin). Basin 73 73 72 2753D0 87.D100 •ExisfingGoldings A,B,aWC&jft .Basin 17.1 171 171 1394628 67.D200 • Exiaingvehkk strugedainage, Basin 17.2 172 172 299161 62.0200 •Nadm%, tymimaap(mmicadavt�Basin7.4 74 74 280189100-0250 0 13 5 1 3 4 201 202 5 6 71 72 73 171 172 74 • Edslings4axtfrom Basin 1 to Het ofdtch 0 1 904 05 1200. Al 25. 25. D16 OS 50. 1200. .01 20. 20. 416 10.0 • Eds&gmaa Sam Basm13 toinktofdtih 0 3 9 04 05 16.50. .011 25. 25. 016 OS 50. 1650. .011 20. 20. .016 10.0 •Exisaingstart,dm=F pipe amdmElmSt mtinact 0 4 10 04 OS 450. .01 25. 25. .016 05 50. 450. .01 20. 20. .016 IN ' Eumg d=h (south of ehdstng pig lot) 0 9 10 01 16. 230. .01 4. 4. D35 10.0 . E;v=ng dish (shah m'-bng prof o V k=) 0 10 11 O 1 16, 70 DI 4. 4..035 10.0 • EimtihgaicWpan flanpmiangla od'edh 0 6 1101 7. 30. .10 25. 25. D16 100 • Pipc tan mkt-2 m Sawh E]mbhIIi-7 (werBowm E4nSt) 0 201 8 05 2D0 14. .02D 0. 0. D16 200 120..023 Sa 50. D16 IQ Pipe fmm mkt -I mNmhElm to h4i, (wc9owm EknSt) 02M 805 1532 D20 0. 0. D16 15 = 120 D23 50 50. D16 10. •Pmposrrddirhfmmpwkmglotwid tl(m mw*pc) 0 11 12 0I 30A 570..0117 4. 4..035 10.0 •Pghefimninkt I m..MH-3 0 13 14 05 7.65 400D D04 0. 0. D16 7W 100D 400A M5 50 50. D16 IN •Padingindidh 0 12 13 82 1 SAD .0117 0. 0. A16 .1 0 0. D04 31.80 0262 8994 .0782 16524 1674 254A0 3102 35553 5753 46736 ID711 598.94 • RCBC MH-3 toll+2 0 14 15 05 7.65 14758 .0% 0. 0. D16 7.65 IOOD 147A .020 50. 50. D16 IOA •h01-403F41-1 0 171 16 02 45 3338 .0053 0. 0. .016 45 • EumngMH Chan Veiuck S=F&OirtgoMli-3 01T_ 1402 20 210..0115 0. 0. D16 20 •N.ww epmarcrw RCBC(SOOgpmmlcm 1.11 cfs) 0 71 17 02 0.6 15..020 0. 0. D16 Ob ' Trarh dash tom Bah 7.4 to W 4 0 74 171 02 3D 247. D05 0. 0. D16 3.0 •RCBCW2tDWI 0 15 1605 7.65 953 D04 0. 0. D16 765 100D 953 MO 50. 50 D16 10.0 •MH-6m mkt-1 0 8 13 02 2.5 284.0 .025 0. 0. D16 25 • RCBCMH-1 toFES 0 16 1705 7A5 151 .0040 0. 0. D16 7,65 IOOD la .018 50. 50..016 IOD L:UOBS\183-051tdata\DralnagelCurrent SW MM1100yr_rev2.in Pnnted: 08102t02 SEAR -BROWN " Tmch dnm f mm Basin 72 aW 73 to MH•2 0 72 15 02 4.0 355. = 0. 0. A16 4.0 ' 0 21 5 1 3 4 9 10 6 11 13 201 202 15 74 14 171 172 71 72 16 17 6 12 tFAIDPROGRAM 1 `J 1 1 1 I L:UOBS\183-051\data\Drainage\Curtent SWMM\100yr_rev2.in 2 Printed: 08/02/02 SEAR -BROWN FNVIRONb1FN1ALPROTEcnONAGENCY-STORM WATERMANAGEMENTMODEL-VERSION PCI DEVELOPEDBY METCALF+EDDY,INC. UNIVERSITYOF FLORIDA WATERRESOURCES ENGINEEERS,UIC. (SEPTF7NBPR 1970) UPDATEDBY UNNFRS17YOFFTARIDAOUNE1973) HYDROLOGIC ENGINNEFRRWGCIN ER.CORPS OF ENGINEERS MISSOURI RIVER DIVISION, CORPS OFENGINEERS (SEP EMBER 1974) BOYLE ENGINEERING CORPORATION (MARCH I9RS,JUL-Y 19d5) •.. ENTRY MADE TO RUNOFF MODEL... L:UOBS\183.051\data\Dr-aina®e\Current SWMM1100yr_rev2.out 1 Printed: 08/02/02 1 SEAR -BROWN CIYOFFORTOC)LLM(1GHT&POWFRSFRVICECEM 34DOWNMWNBASIN 100-YR Sear-B�(4chv)8k: 100yrrcv2.m,Au@i42002 1 NUMBEROFTWESTEPS 360 MEGRAMNIINMINTERVALNINUTES) 1.00 1.0 PERCENTOF WERVIOUS AREAHASZZERD DE[ENPfON DEPTH 1 FOR 24MINFAILSTEPS,11ETINMIN7IItVALIS 5.00MINLM FORRAINGAGENUbBER I RAMAILHISTORYININCI$SPERHOM 100 1.14 133 223 281 5.49 9.95 4.12 Z48 1.46 122 1A6 1.00 .95 .91 .87 .9 31 .78 .75 1 .73 .71 .69 V i 1 1 1 1 1 1 1 1 i 1 i 1 1 1 L:UOBSN83-051\data\Drainage\Current SWMM\100yr_rev2.out 2 Printed: 08/02/02 I F��c\ea=Trr.F.m� CTTYOFFORTCOLLNS LIGFTT& POWERSERVICE CINIFR,DOWNIOWN BASIN I04YR Sac -Br (4chv)&: l00yr ¢v2.m,Augyst2OD-1 1 1 1 1 1 1 t SUBAREA G nTER. WUM AREA PERCENT SLOPE RESISTANCEFACNR SURFACESTORAWI) 8d17LTRATIONRATE(IDY11R) GAGE NUMBER ORMA W E (Fn (AC) WERV. (FT/FI) WERV. PERV. IMPFRV. PERV. MAWW MNMWDECAYRATE NO -2 0 A A D MW .016 250 .IOD JIM 51 50 D018D 1 1 838N 48.1 39.0 DI40 D16 25D .100 300 51 50 DD180 1 3 3 4713.0 27.1 38.0 DI70 .016 250 .100 30D 51 SO A0180 1 4 4 2191D 118 38.0 .0160 .016 250 .100 300 51 5D DDI80 1 201 201 843.0 5A 38.0 D160 .016 250 .IOD 300 51 50 .00180 1 202 202 181.0 12 5&0 0129 016 250 100 300 51 50 00180 1 5 12 181.0 2.6 65 .0125 .016 25D .100 300 51 50 D0180 1 6 6 601.0 29 90.0 .0114 .016 250 .100 300 51 50 DD180 1 71 71 300.0 20 99.9 DIM .016 25D .100 300 51 .50 ODISO 1 72 72 315.0 65 95.0 MW D16 250 .100 300 51 50 DD180 1 73 72 275.0 3D 97.0 DI00 D16 250 .100 300 51 50 D0180 1 171 171 1394.0 63 67.0 0200 016 250 100 300 51 50 DOISD 1 172 172 289.0 15 620 .0L00 .016 250 100 300 S1 50 D018D 1 74 74 280.D 1.9 99.9 A250 .016 2% .100 300 51 50 D0150 I TOTALNUMBEROFSUBCATCEIM211M 13 TOTAL TRIBUTARY AREA (ACRES1 12035 CITY OF FORTCOLLNS L)GETT& POWERSERVICECENTERDOWNTOWN BASIN 100-YR Sev43n (4clsv)hle: 100yr_ycQ.m ALW42002 HYDROGRAPHS ARE LISTED FORTHE FOLLOWING 10 SUBCATCHMENIS-AVERAGE VALUES VATHN TIME INTERVALS TIME QLMSd) 1 3 4 5 6 71 72 73 74 171 0 1. D D D D D A 0 A A 0 0 6. .I .1 D D D D D A A D 011. 14.3 85 3.7 2 13 8 1.1 .6 .9 3.0 016. 26.1 14.9 65 3 3.0 21 3.6 1.9 21 5.8 0 21. 425 24.1 IOb A 55 3.9 82 42 3.9 9.6 0 26. 715 41D I8.0 8 8.7 6D 14S 7.1 5.9 153 0 31. 1662 963 424 22 17.6 11.7 30.1 14.6 115 343 0 X 264.7 1525 67.1 4.4 248 16.7 505 23.7 16.1 483 0 41. 180.8 103.8 45.6 4A 125 8.6 33.0 145 &1 258 0 46. 134.0 76.1 333 43 7.6 53 21.7 93 5.0 162 0 51. 97.6 54.7 238 4.0 49 3A 145 61 32 10.4 0 56. 77.6 432 ISS 3.7 38 2.7 IID 46 25 8.1 1 1. 63.9 35.4 153 34 32 23 8.9 3.8 21 6.7 1 6. 548 303 13.1 3.1 2.9 21 7.7 33 2D 60 111. 482 265 115 29 27 1.9 7D 3D 19 55 1 16. 43.1 23.7 103 27 26 18 6.4 28 18 5.1 1 21. 39.0 21.4 93 25 25 18 6D 26 1.7 45 1 26. 35.7 l9b 85 23 2A 1.7 5.7 25 lb 43 1 31. 329 18.1 78 22 23 lb 55 24 Ib 43 1 36. 304 16S 73 2D 22 lb 53 23 1S 4.1 141. 283 156 68 19 21 1S 5.1 22 13 39 1 46. 26.5 14b 63 18 21 1S 49 21 IA 3.7 1 51. 25.0 138 6D 1.7 20 1.4 4.7 20 IA 3.6 1 56. 23.3 13D 5.6 lb 19 IA 46 20 13 35 2 1. 205 113 49 IA 1.7 L 42 IS 12 3D 2 6 113 &1 26 12 8 b 27 1.1 S 12 211. 83 4A 19 1.1 A 3 19 7 3 b 216. 6.6 35 15 1D 3 2 13 5 2 A 2 21. 54 28 12 9 2 .1 1.0 A .1 3 2 26. 4,6 2A lA 9 .1 1 8 3 1 2 231. 3.9 2.0 .9 8 .1 .1 .6 2 .l 2 2 36. 3A 1.7 .7 T 1 1 5 2 D .l 241. 29 15 b .7 D D A .1 D .l 2 4& 25 13 .5 b D D 3 .l A .1 251. 22 1.1 S b .0 .0 3 .1 D 1 2 56. 2A 1.0 A 5 D D 2 .l A A 3 1. 1.7 .9 A S D 0 2 .1 D D 3 6. IS .8 3 5 .0 D 2 .1 D D 3 11. 13 .7 3 A JD .0 2 A D D 3 16. 12 b 1 A D A .l A 0 D 321. IA 5 2 A D D .l D D D 326. 9 .4 2 A D D .1 D D D 3 31. 8 4 2 3 D D .1 D D D 3 36. .7 3 .1 3 D D .l D D D 341. .6 3 .1 3 D D .l D D A 346. .6 .3 .I 3 .O D .1 .O D .0 3 51. 5. 2 .1 3 0 D .1 D D .0 356. A 2 .1 2 D D .1 D A D 4 1. 4 2 1 2 D D .1 D D A 4 6. 3 .1 .1 2 D D .1 D D .0 4 11. 3 .1 D 2 D D A D D D 4 16. 2 .1 D 2 D D A A A A 421. 2 .1 D 2 .0 D A D A D 425. 2 .1 D 2 D D D D A D L:VOBS\183-051WataOreinage\Current SWMM\l00yr_rev2mut Printed: OBl02102 SEAR -BROWN I t 1 1 1 431. .1 D A 2 D A .O A D A 436. .1 0 .0 2 .0 A 0 .0 A D 441. .1 A D .1 .0 A A .0 A A 446. 1.0 0 .1 .0 D A .0 A A 4 51. A A A .1 .0 0 A .0 D A 456. A .0 A .1 .0 D A .0 A A 5 1. A D A .l A A A A A A 5 6. A A D .l D D D .0 D A 5 11. D A D .1 .0 D A D A D 5 16. D.0 0 .1 .0 D A .0 0 A 5 21. A D A .I .0 D .0 .0 A A 5 26. A .0 .0 .l .0 .0 .0 .0 D A 5 31. A .0 .0 .l .0 A .0 .0 0 A 536. A .0 A .1 .0 A A .0 A A 541. A A A .I 0 A D D A A 546. D A D .1 A D D D A D 5 51. A .0 A .l .0 A D .0 D A 5 56. D .0 D .l D D A .0 A A CRYOPFORTCOLLM LIGHT& POWERSERVICECENTER DOWNTOWN BASIN 100-YR Smr-B�(4clw)&: 100yr_rw2.m6kugA2002 HYDROGRAPHS ARE LISTED IORTHE FOLLOWING 3SUBCATCFNUNTS-AVPRAGEVALLIESWF ENTTA4EMERVALS TMIE(F02/AeI 172 201 202 0 1. .0 A 0 0 6 A D A 0 11. .7 1.6 A 0 16. 13 29 .9 0 21. 2.1 48 13 0 26. 35 8.0 2.4 0 31. 7.6 185 53 0 36. 11.1 295 82 0 41. 62 20.2 49 0 46. 4.0 15.0 3A 0 51. 26 11.0 23 0 56 2A 88 IS 1 I. 1] 73 15 16. 15 62 1.1 1 11. 13 55 12 1 16. 12 4.9 1.1 1 21. 12 4.4 1.0 1 26. 1.1 4.1 .9 1 31. ID 3.7 9 1 36. lA 35 S 1 41. 9 32 8 1 46. 9 3.0 7 1 51. S 2S .7 1 56. 8 2.7 .7 2 1. 7 23 .6 2 6 3 13 3 2 11. 2 ID 2 2 16. .1 S .1 2 21. .1 .6 .1 2 26. .1 5 .1 2 31. 1 5 .1 2 36. .0 .4 .1 24L D 3 A 246. A 3 A 2 51. A 3 D 256. D 2 D 3 1. .0 2 A 3 6. .0 2 A 3 It. D 2 A 3 16. .0 .1 A 3 21. 0 .1 A 3 26. D .1 D 3 31. A .1 A 336. A .I D 3 41. D .1 A 346 A .1 D 3 51. D .1 D 3 56. D 1 D 4 1. A .0 A 4 6. A D .0 4 11. D A D 416. D D D 421. D. D D 426. D .0 D 4 31. A A .0 4 36. D 0 D 441. D A D 4 46. 0 0 D 4 A. A A A 4 566 D D D L•UOBS1l83.0511data0minage\CurtentSWMMH00yr_rev2.out 4 Printed: 0&02t02 ' 5 1. A A A 5 6 A A .0 5 11. A A A 5 16 A .0 A ' 5 21. A 0 A 526. A A A 5 31. 0 .0 A 5 36. A .0 A ' 5 41. 0 .0 A 546 A 0 D 5 51. A A .0 556 A A A 1 I 1 1 1 1 1 1 SEAR -BROWN tl:\JOBS\183.051Wata\Draina0e\Cumnt SWMM\100yr_rev2.out 5 Printed: 08/02/02 I SEAR -BROWN MY OF FORTCOUJNS LIGHT&POWERSEPVICECRMER,DOWNiOWNBASIN 100-YR Sw-B�(4chv)5k: 100)r m2.mAugua20M 1 I 1 1 I I I I I I I i 1 1 '^'CON D&MCHECKFORSUBCATCHMFMTROUIINGINUDSWNC-PCMODFI.' WATERSHEDAREA(ACRES) 120350 TOTALRAINFALL(INCHES) 3,669 TOTALINFR.TRATION(INCHES) 395 TOTALWATERSHEDOUTFLOWRCHES) 2$S7 TOTALSLIRFACESTORAGE AT END OFSTROM(INCHES) .197 ERRORIN CONTINUITY, PERCENTAGEOF RAINFALL .000 L:UOBS\183.051\data\DrainagelCurrent SWMM\100yr_rev2.out 6 Printed: 08/02102 SEAR -BROWN I J I 1 1 1 1 I I CRYOFFORTCOLLMLIGNr&POWERSERVUEC2-rlf DOWNMWNBASE4 IOOYR Seu4km (46w)9e: 100yr re0_mAugist20M WIM NVERT SIDESLOPFS OVERBANK/SURCHARGE GMER GLMER NDP NP ORDIAM LENGTH SLOPE HORIZTOVERT MANNING DEPTH 3K NUMBER CONNECTION (FT) (FL) (FTTD L R N OT 1 9 0 4 CHANNEL. 5 12M AI00 25.0 25.0 A16 SD 0 OVERFLOW 50.0 121ID. A100 20D 20.0 AI6 IODO 3 9 0 4 CHANNEL. 5 1650. AI10 25.0 25.0 .016 50 0 OVERFLOW 50.0 1650. DI 10 20D 20.0 .016 10.00 4 10 0 4 CHANNEL. 5 450. AI00 25.0 25.0 D16 50 0 OVERFLOW 50.0 450. A100 20.0 20.0 .016 IODO 9 10 0 I CHANNEL 16.0 230. .0100 4.0 4.0 .035 10.00 0 10 11 0 1 CHANNEL 16.0 M. AI00 4.0 4.0 .035 10.00 0 6 11 0 1 CHANNEL 7.0 30. 1000 25.0 25.0 D16 10.00 0 201 8 0 5 PIPE 2.0 14. 0200 0 0 016 2A0 0 OVERFLOW 22-0 120. .0023 50.0 50.0 D16 IODO 202 8 0 5 PIPE 15 32 MM A A 016 150 0 OVERFLOW 22.0 120. .0053 50.0 50.0 .016 10.00 Il 12 0 1 CHANNEL 30.0 570. .0117 4.0 4.0 A35 10.00 0 13 14 0 5 PIPE 7.7 400. 0040 A 0 D16 7.65 0 OVERFLOW 100.0 400. DOW SOD SOA D16 IODO 12 13 8 2 PIPE 1 S . 0117 0 .0 .016 10 0 RESERVOIRS MRAGE INACRE-FEET VS SPE.LWAYOUIFLOW A A A 31.8 A 89.9 .1 1652 2 254.4 3 3555 .6 467A 1.1 588.9 14 15 0 5 PIPE 7.7 148, 0040 A .0 .016 7.65 0 OVERFLOW 100.0 148. .00W 50.0 SOD D16 10.00 171 16 0 2 PIPE 45 334. MS A A .016 450 0 172 14 0 2 PIPE 2.0 210. .0115 .0 A A16 2A0 0 71 17 0 2 PIPE .6 15. D200 A A D16 b0 0 74 171 0 2 PIPE 3.0 247. A050 0.0 016 3.00 0 15 16 0 5 PIPE 7.7 95. DM A A .016 7b5 0 OVERFLOW IODD 95. A040 50.0 50.0 .016 10.00 8 13 0 2 PIPE 25 284. M50 .0 .0 .016 250 0 16 17 0 5 PIPE 7.7 152. 0040 0 .0 D16 7.65 0 OVERFLOW 100.0 152, D040 50.0 50.0 D16 10.00 72 15 0 2 PIPE 4.0 355. D0.50 .0 .0 A16 4.00 0 TOTALNUMBFROFGUITERSPIPES, 20 I L:`JOBS\l83-051\data\Drainage\Current SWMM\l 00yr_rev2.out 7 Printed: D8102102 ' SEAR -BROWN MYOFFORTODLLI SUG T&POWERSERVICECENIER.DOWNIOWN BASIN 100-YR Sev-Bi (Adw)61e: 100yr rtvlm Ausm%2002 ' ARRANGEMENFOFSUBCATCHNIENTISANDGUTTERS/PIPES C&I= TRIBUMRYGUTT IPE TRIBUPARYSUBAREA DA(AC) 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 4&1 ' 3 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 27.1 4 0 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 0 0 11.8 6 0 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 0 0 29 8 10120100000100 11 0 0 0 11 0 0 0 0 1) 66 9 1 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 752 ' 10 4 9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 97.0 II 10600000000 000000000089.9 12 II 000000000 500000000092.6 13 12 8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 992 14 1317200000000 0000000000100.7 ' 15 147200000000 00000000001102 16 1711500000000 000000000011S.4 71 0 0 0 0 0 0 0 0 0 0 71 0 0 0 0 0 0 0 0 0 2.0 72 0 0 0 0 0 0 0 0 0 0 72 73 0 0 0 0 0 0 0 0 95 74 0 0 0 0 0 0 0 0 0 0 74 0 0 0 0 0 0 0 0 0 1.9 ' 171 74 0 0 0 0 0 0 0 0 0 171 0 0 0 0 0 0 0 0 0 82 172 0000000000 172000000000 1s 201 0000000000 201 000000000 5.4 202 0000000000 202 000000000 12 I 1 I I 1 1 L:UOBSN83-051WatalDrainagelCurrent SWMM\t00n mv2.out 8 Printed: 08/02/02 SEAR -BROWN CTR'OF MRTCOLL.SNS LIGHT&POWFRSFRVICECEN EL DOWNTOWN BASIN 100.YR S=43m (4ciw)fik: 100yr ¢v2.mAugst2002 I I I I I J [J 1 I HYDROGRAPHS ARE LLSTED FORTHE FOLLOWING IOCONVEYANCEFLFNEMIS THEUPPERNUNMERIS DENOTES DISCHARGE INCFS DIVERTED FROM THIS GVFIER DENOTES STORAGE IN AC -Fr FOR SURCHARGED GUITER TMLE(FIMW 1 3 4 6 8 9 10 It 12 13 0 1. D D D D D D D D D D DO() .000 AO() M) DO() DO() .000 DO() M) M) 0 6 D D D D D D D D D D D2() .01() D2() D0() ") DX) DO() DO() DOO 01O 0 It. 3.9 IA 1.9 13 1.7 15 21 .1 3 3 A) .16() .19() DSO 31() .10() .12() M) MM 240 0 16. 15.4 6.4 5.4 3.1 3.6 175 21.4 8.6 86 7.7 .42() 29() A) D7() A4() .43() .49() .19() MM :72() 0 21. 28S 14.6 95 53 61 40.1 485 39.0 372 37.9 32() AO() 35() .10() 57() .70() .78() A6() DI(S) IN) 0 26. 47.0 255 153 &8 9.6 66.6 79S 73.6 723 75S 59() SOO .42() .13() .72() .94() ID4() 67() MS) 2210 0 31. 1143 50.1 333 175 213 148E 176.6 1573 1484 1553 .73() A) 54() .19() 1.12() IA7() 1.61() ID5() M(S) 32A() 0 36 2465 1182 67.1 24.4 3&4 3562 4033 375.6 329A 342.6 .93() A) •j() 23O ISW) 2.X) 250() 1.73() 27(S) 5290 0 41. 19H 113.7 485 123 25D 3182 369E 395.7 411.7 4393 S7O •72() S9() .16() 121() 221() 239() 1.78() M(S) 6.75() 0 46 1519 923 363 76 182 2505 288.8 313.7 340.4 371.1 .BOO W) 55() .120 1.08() 1.94() 2100 1-*) .2n 5.63() 0 51. 113A 712 26.9 46 133 190.0 218.6 239A 2572 2792 .730 .64() 51() .09() 86() l68() III() 134() .17(S) 4S9() 0 56 89D %1 2)0 3.7 10.6 148E 170.1 185.6 1%2 212A .690 .600 .460 .080 .760 1470 158() 1.160 .11(S) 3.870 1 1. 726 45b 16D 32 &7 120.9 137.9 1493 1553 1692 .650 S7O A30 M) b90 1310 IAIO lig) X(S) 3AOO 1 6 61A 383 13.6 29 75 101.7 1160 12SI 1303 140.6 =) 55() AO() .07() .640 1.190 IA) .920 D5(S) 3D60 1 it. 53.4 33.1 11.9 27 67 88.1 1003 107.9 1123 121.0 .600 53O 38O D70 .600 1.100 1.180 .840 D4(S) 2.83() 1 16 47A 293 10.6 2.6 6.0 78.0 88.9 952 99.0 106.6 59O 57() 36O .07() 57O 1DA) 1.100 78O mm 2640 1 21. 42.7 265 95 2.5 5.4 70.1 80.0 85A 885 95.A 57O 510 35() 07() 54O .960 1Y4) .740 M(S) 249O 1 26. 389 232 &7 2A 5.0 63.1 722 77.A 902 863 S6O AS() 34() D7() 52O .910 .98() b9() MM 236() 1 3L 35.7 20.4 8D 23 4.6 %9 652 70D 725 7&1 SS() A60 33() W) X) .860 93() d5O D2(S) 2250 1 36 33.1 185 7A 21 43 SLR 59.9 64.1 65A 71.5 54O .44() 3M) JW) AS() =) .M) AA) 112(S) 215() 1 41. 30.7 17.0 69 21 A0 483 55A 592 61A 661 53O .430 310 JW) A70 .780 8K) 59O MM 2JWO 1 46. 288 15S 65 20 3.7 45.1 51.7 552 572 61.6 M(1 .420 30O D6O A5O .750 81O 57() DI(S) 1990 151. Z7.1 142 6.1 10 3.5 4-3 483 513 53.7 57.7 SI() .410 A) JW) A4() .72() .78() M() DI(S) 1.92() 1 5& 256 13.9 SS 1.9 33 399 43S 4&9 50.6 54A 510 AO() 2%) A6O A30 70O .760 53O DI(S) 1%7O 2 I. 23.9 13.0 53 1.7 3.1 37b 43.1 462 472 51A 50O 39O 280 .05() At() .680 .730 Sit) DI(S) LW) 2 6. 16.6 9.9 32 7 1.7 283 322 3&0 39.9 433 A3O 35O 23O DUO 31O S7O .62() A6O DI(S) 1.670 2 11. 11.6 73 22 A 12 202 22.9 27.7 28.9 32.0 A) 31() =) M) 26O .470 51O 38O DO(S) 1.430 2 16. &7 56 1.7 1 9 152 172 21.6 218 239 34O 4) .180 ig) 29O .400 A3O 32O DO(S) 1240 2 21. 69 4.4 IA 2 S IU 135 160 17.0 1&7 31() 25O .I60 D10 210 35O 37O 27O DO(S) I.IOO 2 26 5.7 3.6 1.1 .1 b 9.8 IID 119 138 111 29O 230 .150 D10 .190 31O 33() 240 DO(S) IM) 2 31. 4S 29 ID .1 S &1 92 I07 115 125 Zj'() =) .140 D10 ISO 28O 30O 21O DOM 910 2 36. 4.1 25 S .1 5 69 7.8 9.0 93 10b A) X) .130 OIO .170 25O 27() .190 .ODM $10 241. 3.5. 2.1 .7 D A 5.9 6.7 7.7 SA 9.1 24O .190 .130 111() .160 23O 25() .18() MM .780 2 46. 3.1 1.8 6 0 A 5.1 58 6.7 73 7.9 M() -180 .120 DI() 15O .210 1TO .160 MM .730 2 51. 27 lb 5 D 3 45 5.1 58 6A 70 21O .170 .11() DI() .140 39O .210 .150 DO(S) JSO 2 % 24 IA S D 3 3.9 4A 5.1 5.6 61 20O .160 .I1() M) .130 .180 .190 .140 MM .650 L:UOBS\183-051\data1Drainage\Current SWMK9100yr_mv2.out 9 Printed: 08702/02 SEAR -BROWN I 1 I I J I I 1 1 3 1. •DX1OO9O3() 5.4 11 9(X i) DO ).12 .n.19 •1 •) .61() 3 6. 2D 4 1B() 15O D9O •OOQ.110.15O.17() .12() DO(S) A) 3 11. lb 9 3 .0 2 2.7 3.1 35 4,0 43 .18() .14() D9O DDO .11() .14() .15() .11() DO(S) 55() 3 16. A 7 .17() .13() D9O M) .l0.13() O .14() .10() DO(S) .52() 3 21. 16() .13() D8O DX) .10() .12() .13() .10() DO(S) A9O 3 26. 1.1 6 1 .0 .1 1.9 11 25 29 3.1 .15() .12() J() M) D9O .12() .12() D9() MP A7() 3 31. 1.0 .6 2 D A 1.7 1.9 22 2.6 28 .15() .11() D7O M) .09() .11() .12() J() DW A5() 3 36. 9 5 2 A 1 IS 1.7 2.0 23 25 .14() .11() A7O M) D8O .10() .11() M) Dn A3() 3 41. 8 A 1 D 1 13 IS 1.8 21 23 .13() .10() N) m0 18() .09() .10() D7() X(S) A10 3 46 .7 A 1 A 1 12 13 L6 1.9 11 .13() .10() W) M) D7() D9O DWI D7O DO(S) 39() 3 51. 6 A 1 A 1 1.1 12 1.4 1.7 19 .14) DK) W) DO() ln() .08() A9O W) DO(S) 37() 3 56. .6 3 1 A 1 .9 1.1 13 IS 1.7 .11() .09() D5O M) N) M) M) D6O •00(S) 35() 4 1. 5 3 .l .0 1 8 9 12 1.4 15 .11() AB() .05() M) A({) .07() DR) A6() .DON 34O 4 6 A 2 .I A D .7 3 ID 13 1.4 .10() M) DSO M) N) .07() D7O D5O DO(S) A) 4 11. A 2 1 A A 1 .7 9 1.1 12 .10() M) •D4() M) A5() W) D7() DSO DD(S) 31() 4 16. 3 2 D A D b .6 8 1.0 1.1 D9() .07() D4() M) A5O .O6() W) DSO MS) 29O 421. 3 2 A A D 5 6 3 9 1.0 .09() .07() D4O .00() D5O .05() .06() •04O DO(S) 28O 426. 3 1 A A A A.5 7 8 :9 .OB() N) DX) DO() .05O DS() D5() 04() DC(S) 27O 431. 2 1 A A A A A .6 8 8 DR) DR) A3() M) D4O .04() .05() •") DOM 25() 436. 2 1 A A A 3 A 5 .7 1 D7() D6() A3() M) D90 .04() JR) JR0 DD(S) 24O 441. 2 1 A A A 3 3 5.6 .7 tnp .05O .02() 00() 04() .04() D4O A3() MM •230 446. 1 1 0 D .0 2 3 A 5.6 .06() •05O D2O .00O A3O .03() .04() .03() XM •22O 451. 1 1 A A A 2 2 A 5 5 D6O .04() Q) M) A3() .03() M) Q) DO(S) 21() 456. 1 1 A A A .2 2 3 A 5 .05() •04() MO DX) q) A3() D3() 403O MM AO 5 1. 1 A A A A 2 2 3 .4 A DSO •04O 111() M) A2() ") Q) D2O DO(S) .19() 5 6. 1 A A A A 1 1 2 A A A4() .03() DI() M) DS() I77() D2() MO DOP .18() 5 11, A 0 D A A .I 1 2 3 A A4() DX) A)() M) .02() .M) A2() D20 MM .17() 5 16. A D A A A .I 1 2 3 3 A4() .03() DI() M) M4) D7() D2() D20 DOM .16() 521. D D D D A .I 1 2 3 3 DX) .(BO DI() DO() .02() .(R() D2() M) MM .15() 526 A A A A D .1 .1 .1 2 3 D3O ax) AI() M) =) M) •C20 .02() DO(S) .15() 531. D D D D A .1 ! 1 2 2 D3() 42() DI() DO() ffiO .OIO AI() M) MM 14() 536. 0 A D .0 A .0 .1 .1 2 2 D3O .02O .OIO .00() A24) .OIO DI() .01() MM .13() 541. A A A A A .0 A 1 2 2 !RO DQO AIO M) D24) DI() III() DlO MP .13() 546. D A A D D A A 1 2 2 A2O .A) DIO .00O Q) .01() Alp DI() DON .12() 551. A A A A D A D 1 1 2 =) M) DIO M) =) AlO D10 010 MP -124) 5 56. A A A A A A A 1 1 2 JA) .Q) .01() M) •02O .OIO D1O D1() MM .12() CfIYOFFORTCOLLMUGHT&POWERSFRVI:ECEnEP DOWNTOWN BASIN 100hR Sa 4*mn(s4dw)6B:100yr_m2x4Augiat'= .uG:�r,T'.�. _;... _� a• ••• i -• • i r • • a a is THEl1PPERNUMBER ISDBCHARGE INCFS THE IAWFR NUMBER IS ONE OF THE FOLLOWINGCASFS: ()DOCTES DEMiABOVE INVERT IN FEET (S)DENOTES STORAGE IN AC4:f PDRDE EIMUM DAM. DSCHARGEINCLUDESSPOlWAYOUMDW. @DENOTES aMERNFLOW INCFS FROM SPE{'TM MI.OW HYDROGRAPH (D) DENOTES DISCHARGE IN CFS DN =FROM THISGIMER (0) M40TFS STORAGE IN AC-F F FORSURCHARGIDGUrITR L:UOBS\783-051\data\Drainage\Current SWM AIDOyr revZout 10 Printed: 08/02/02 SEAR -BROWN TNT#aLMM 14 15 16 17 71 72 74 171 172 201 0 1. A D A D D A A D A D .(DO .00O M) M) DI() DO() •M) M) DX) DI() 0 6. D D A A A A D A A D Al() D1() DI() DO() N) 42() M) D30 D20 D4() 0 11, 7 12 25 35 .9 1.0 .6 26 b 1.6 ]A() 30() A3() .00() A4() 31() 170 A7O 23O 33() 016 27I 710 .&7() ID30 DO() DO(0) b60A6().76()34() AS() 0 21. 37S 45.0 55D 561 1.1 11.7 38 129 21 49 IN) 1.70() ISR) DO() MO) L02() .64() IAlO A4() A) 0 26 76.9 91.6 108.E 109.7 1.1 MS 5.7 2DA 3A 8.0 ' 223() 244() 267() JR) JD4(0) 1370 .78() 127() 57() .76() 0 31. 1573 183.8 2202 2213 1.1 43.6 113 43.9 7.7 185 3A) IN) 396() .W) .10(0) 2.07() 1.11() 1.920 .87() 1250 0 36. 345.0 3945 4473 448.4 1.1 74.5 162 65.9 11D 30.0 532() 594() 7.12() .00() 21(0) 2.97() IN) 2A2() 1.07() 2D9() 1 0 41. 4455 4943 5282 M93 1.1 4&1 82 35,0 62 195 698() 7N) 794() M) 29(0) 219() .940 1.69() .77() 129() 0 46 379.7 421.9 467A 4685 1.1 313 5.1 21.9 4.0 144 5.740 6370 7.780 M) 31(0) 1.710 .740 1320 61O IN) 0 51. 2&5A 3078 326,6 327.7 1.1 21.1 33 14.1 27 10.6 ' 4.650 4900 5.110 DO() 33(0) 1380 S9() IN) SOO 89O 0 56. 216.6 234.0 2472 2483 1.1 15S 266 108 21 8.6 3.920 4100 4.250 M) 34(0) LIDO M() .930 A4O .790 I I. 172.6 186.6 197.4 1985 1.1 128 22 9.0 1.7 7.1 3A30 3590 3.710 DO() 35(0) 1D7O AS() ffi0 AO() .710 1 6. 3090 32T0 3340 M) NO) 99O A6O .BOO 37O b60 1 11. I73.1 133.7 141.9 143D 1.1 10D 19 74 13 5.4 2850 2980 3DSO M) 36(0) 940 A50 .770 350 A) t 16 125.7 O() 91() A4() 340 °�0 2'�; 2I79() 2.W) D37(0) 4() 1 21. 97.1 1061 1132 1143 1.1 &7 1.7 65 1.2 44 2510 W) 2.730 M) 3.7(0) W) A30 .720 33O N) 1 26. VS 964 103.0 104.1 1.1 83 Ib 62 1.1 4.0 2390 2500 2590 DO() 38(0) 86O A2O .71() 32() 530 ' l 31. 707 70 2380 2A70 .3 M) 8(0) Sq) At() .6R) 31() 2510 136 7 217( 2.28() 23() D0O NO) M2) At() .670 30() A9() 1 41. 608() S7S 9 3.2 ' 220() 228() DX) 39(0) M) AO() b60 2.290 A70 1 46 627 698 753 764 1.1 7D IA 52 9 3.0 2010 2120 22DO .00O 39(0) .790 39O k50 29O A6O 1 51. 588 65.7 70.9 720 1.1 68 1.4 5.0 8 28 1.940 2060 2.140 D00 39(0) 780 39() 640 A) A40 1 36. 1 $7 I89O 2000 2080 M) 39(0) Q76039()4$63O28()A3() 2 L 152.3830 I_%) 2D2O M) 39(0)6.740 37() jW) 260 At() 2 6 445 49.0 519 53D 1.1 4.1 j6 21 3 13 1 1.6W) 1.770 134) M) 39(0) b0O 25() A20 .180 31() 211. 329 361 3&1 392 1.1 27 3 1.1 2 9 1.450 ISO IX) DO() 39(0) 500 A) 310 140 2K) 216. 24S 268 280 29.1 1.1 20 1 .7 .1 .7 4260 IM() I34() OOO 38(0) A3O .16() 250 .11() MO 2 21. 19.1 208 21b 228 1.1 15 .1 S .1 b 1.12O 1.160 1.190 M) 37(0) 370 .130 110 .100 Mo 2 X 15A 16.7 173 I85 1.1 1.1 .l A 1 S 1DIO IN) 1.070 .000 37(0) 330 .110 .180 DX) 2D0 2 31. 128 13S 143 15A 1.1 9 .1 3 .1 S =) .950 .970 M) 36(0) A) .100 .160 DB0 180 2 36 108 11.6 I20 132 1.1 .7 1 2 D A ffi0 S0 SW) .(DO .35(0) N) M) .140 D70 .170 2 41. 93 10.0 103 11.4 1.1 b D 2 A 3 �0) �)DA701 .13A) N) .160 . &1) .8() SX) 2 46 IM) ' .740 .760 .77() 00O 34(0) 22O D7() .110 W) .150 2 51. 7.1 75 7.7 99 1.1 A A .1 A 3 b90 M() .720 M) 33(0) 20O W) .10() N) .14() ' 2 56 62 66 68 79 1.1 3 A 1 A 2 A) .670 b8O M) -440) .190 N) D90 M) .I3O 3 1. 55 5.9 60 7.1 1.1 3 A 1 A 2 b20 .63O 640 M) 31(0) .170 DSO DSO D4O .130 3 6 49 52 53 65 1.1 3 .0 .1 D 2 311. X) b0) b1O DO() 31(0) .160 A5O M) D4O A) 4.4 4.6 47 5.9 1.1 2 D A D 2 ' 55O 37() S70 M) 30(0) .I5O D4O A7O D4O .110 3 16 3.9 4.1 42 SA 1.1 2 D D A 1 _ ) 54O 54() M) 29(0) .140 04O .060 .070 .110 3 21, 35 3.7 38 4.9 1.1 2 A A .0 1 M) 33) _q) M) 2RO) Dq) N) 4X) .100 ' 3 26 .1 JD A7() A9() 49() M) 2RO) -13() m() N) m0 D0 3 31. 28 3.0 3.1 42 1.1 .l D A A 1 ' 3 36 A$) .46() .470 DO() 27(0) .12() .bl() 1150 113O 1090 26 27 28 3.9 1.1 .1 .0 A A .1 L:UOBS\lBM51\data\Dralnape\Current SWMM\100yr MV2.out 11 Printed: 08/02/02 SEAR -BROWN A3() A4() A5() M) 26(0) .11() .09() D70 D20 DR) 3 41. 23 2A 25 3.6 1.1 .l A A A 1 410 A2() A2() .00() 25(0) .11() D30 N) Mt) M) 3 46. 21 22 23 3.4 1.1 .1 A 0 A 1 39() AO() AO() M) •25(0) .10() D3() .04() D20 A8() 3 51. 1.9 20 2D 32 1.1 .1 A D A 1 37() A) 390 DO() 24(0) .10() m() .04() .02() D7() 3 56. 1.7 1S IS 3.0 1.1 .1 D A A 1 36() 36() 37() .00Q 23(0) .10() .03() D30 .02() D70 4 1. 15 1.6 1.7 2S 1.1 .1 .0 0 0 0 34() .35() 35() D0() 240) D9() DX) D3() D2() W) 4 6. 1.4 15 15 2.6 1.1 .1 A A A A 32() A) 340 DO() 21(0) .090 JR) D30 DI() D6() 4 11. 13 13 1.4 2.5 1.1 .1 D D .0 D 310 A) 32() 000 .21(0) •OHO M) D30 DI() DW) 4 16. 1.1 12 11 24 1.1 .1 A A D D 29() A) 31() .00() 20(0) JW) DA) .03() DI() DX) 421. ID 1.1 1.1 21 1.1 .1 A D D D 29)A)A)M)9(0).O A) A) p0 M) 426. I I 1.IOA 270 280 A) M) .18(0) M) M) D30 Alp DS() 43L S 9 9 20 1.1 D D A A D A) X) 270 DO() .18(0) D70 DA) D3() DLO JR) 436. S S S 20 1.1 D D D D A 24() 25() 25() DW) 17(0) D70 D2() D30 DI() D4() 441. 7 .7 S 1.9 1.1 D D D D D 2T() 24() 24() M) .I6(0) D7() AZ() .03() .010 .9) 446. 6 7 .7 1.8 1.1 D A D A D 220 230 230 M) .15(0) 070 D2() •C3() III() D3() 451. .6 6 A 1.7 1.1 D D D D D 21() .22() .71() D0() .15(0) D70 D2() D30 DI() D30 456. 5 5 .6 1.7 1.1 D A A D A 200 .21() 210 M) .14(0) D6() D2() D2() III() D2() 5 1. A 5 5 lb 1.1 D D A A D .19() A) 20() .00() .13(0) .O6() M) D2() III() D2() 5 6. A .4 5 lb 1.1 .0 0 0 A A .IH() .19() .19() .00Q .12(0) M) M4) M) D10 .02() 5 11. A A A IS Id A D D D D .170 .18() .18() .000 .I1(0) A6() D2() D2() D10 D2() 5 16. 3 A A 15 1.1 D D A A D .16() () .3() a)l..11(OA N) DA) �) A 10 D0 i 5 21. 37() 15 .160 .I6() .170 M) .10(0) D6() ig) M) D10 DLO 526. 3 3 3 lA 1.1 A D D A D .15() .16() .16() M) MO) D50 D2() .OA) Dl() .01() 5 31. 3501 14() .5() DO()1 DH(0) M) D20 .02() .01() III() 536. 2 2 3 1.4 1.1 D D A D A .14() .14() .15() .Otl() MO) D5() DA) D2() D10 AI() 541. 2 2 2 IA 1.1 D .0 0 D D .130 .14() 14() DO() .07(0) D50 (R() D2() 01() D10 546. 2 1 2 13 1.1 D A D D D .130 .130 .14() M) D6(0) D5() D2() .020 DI() DI() 5 51. 2 2 2 13 1.1 D D D D D 'IX) 32) .13() •00() �) DA) �) 10 .01() DIO 5 56. 13 1.1�(OA .12() .12() .13() M) .W) .OS() D2() D2() DI() D10 CI[YOFFORTCOLLM IIOHP&ADWQtSE rAMCEKM?,DOWMOWNBASPi 100-YR Sea-awn(4clw) Me: 100yrm^m upa= HYDROORAPH5 ARE LISTED FORTHEFOLLOWING 1CONVEYANCEELEMWI5 THE UPPER NUMBERS D64 ARGEINCFS THE WVVERNUMBERISONE OFTHE FOLLOW WOCASES: ()DLN0TES DEPTH ABOVEINVFRTINFEET (S) DQJOTES STORAGE IN AGFT FORDEIFNTTON DAM. DISQiARCEIN=ESSPOI.WAYOUTFLOW. (I) DeCrES G M RR INFLOW INCFS FROM SPEMM INFLOW HYDROGRAPH (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER (0) DENOTES STORAGE INAGFTFORSURCHARGEDGU= byi'T171:1,ASIR 0 I. D 010 0 6. D D2() 0 11. A .190 0 16. 9 0 21. �I(S) 3X) 0 26. 24 A60 L:VOBS\183.051\data\Drainage\Current SWMM\100yr_rev2.out 12 Printed: 08102t02 SEAR -BROWN I !J I V I 0 31. 53 fA) 036 73 39) 041. 4.9 46() 0 46. 33 53() 0 51. 22 0 56. 13) 39() 1 1. 1.5 16 �) 33() 1 It, 12 31() 1 16. 1.1 1 21. 0) 290 l 26. 9 1 31. 29) z7() 136 3 A) 1 41. 3 1 46) 25() 1 51. .7 240 1 56. .7 2 1. .6 ) 22() 2 6 3 .l6() 2 11. 2 .13() 2 16. .1 .11() 2 21. 10() 2 26 .1 .09() 2 3l. .1 2 36 1 I*) 2 41. D D7( ) 2 46 D D7() 2 51. D D6() 2 56 D D5( ) 3 (L D Jw) 3 11. D 3 16 D' DQ() 3 21, D 3 26 D) DQ() 3 31. D DK) 3 36 D 3 41. D' 0) 3 46 D 3 51. D) D3() 3 56 D m() a I. D 4 6 D M) M) 4 11. D D2() L:LOBSN83.0511data\Drainage\Current SWMM1100yr_rev2.out 13 Printed: 08/02/02 ' 4 16 A D20 ' 4 21, A 4 26. ) M) 4 31. A ' 4 36. A) 4 41. M) Al() 4 46 A ' AJ() 4 57. A AIQ 4 56. A 5 1. A1() 5 6 A AID) 5 It. A ' AIO 5 16. A Dl() 5 21. A Al() ' S26. D() 5 31. .0 DI() 5 36. A ' DI() 5 41. I( A1() 5 46 A AI() 5 $1. A DI() 5 56. A AI() THE FOLLOWWGCONVEYANCE ELEMENTS WERESURCHARGID ' DUR1NGTHES1MULATION. THIS COULD LEADTO ERRORS INTHE SIMULATION RFSULTSH 71 THE FOL LOWINGODNVEYANCE ELEMENTS HAVENUMERr-AL STABaMPROBLEMSTHATIEADTOEIYDRAUUC OSCRIIATLONSDURINGTHESIMULATION. 12 1 Cl 1 SEAR BROWN L:UOBS\183-051 Wata\Drainage\Current SWMM\100yr_rev2.out 14 Printed: 08/02/02 SEAR -BROWN Cf1YOFFORTCOLLM LIGHT&POWERSERVrECEgnaR DOWMMWN BASE4100-YR Sw4kr (4dw)8k: 100yrm2.mAugx20O2 ^^PEAKFLAWS,SLAGES ANDSTORAGES OFGUT ERSANDDETEXMN DAMS" NIO ES IMPLIES ASURCHARGEDELEMFNFAND:D IMPLAES ASURCHARGED DETENY1WNFACMM CONVEYANCE PEAK SLAGE STORAGE TQdE aBV NF:TYPE (CFS) (FI) (AC-M (HIV" 1.4 2465 .9 036. 3.4 1202 .7 037. 4.4 672 .6 035, 6:1 26.9 2 035. 82 38.4 1.6 036, 9.1 3615 2A 037. 10:1 434.6 26 037. I1:1 4303 19 0 3& h'r 133 4153 68 SD0441.\\. 14:5 4455 7A 041.,E 15S 4943 7.9 0 41. � 165 5282 7.9 0 41. % 173 5293 (DIRECULOW) 041. 712 1.1 .6 AS 2 1. 722 75.7 3.0 035. 742 18.1 IS 035. 1712 729 2.6 0 35. 1722 126 12 035. 2015 304 2.1 035. X25 8.7 .9 035. DOPROGRAM PROGRAM CALLED LVOBS\183-051\data\Drainage\Current SWMM\100yr_rev2.out 15 Printed: 08/02/02 I 1 1 1 LJ I 1 I I I I I I I I I INLETS I 1 1 1 1 1 1 1 i i i 1 1 1 1 1 i 1 1 1 Worksheet Worksheet for Sharp Crested Rectangular Weir Project Description Worksheet Weir-1 Type Sharp Crested Rectangul Solve For Headwater Elevation Input Data Discharge 47.60 cis Crest Elevation 0.00 ft Tailwater Elevation 0.00 ft Discharge Coefrick 2.65 US Crest Length 12.00 ft Number of Contrac 0 Results Headwater Elevation 5.83 ft Headwater Height Abm 5.83 ft Tailwater Height Above 0.00 ft Flow Area 70.0 ft Velocity 6.40 ft/s Wetted Perimeter 23.66 ft Top Width 12.00 ft ��-pT1`/s ie/Lc7S /� 2' f 3 Project Engineer. Cinde L. Welken L: obs1183-0511data\drainagelbox culvert.fm2 The Sear -Brown Group FlowMaster v6.1 1614kj 05/13/02 11:56,25 AM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 yu�T-z 1 1 1 1 1 1 Project = Street ID = 11 GUTTER CONVEYANCE CAPACITY xv elm -inlets, Street Hy Si"Walk T. A A___ D y X '- a S*` T t_ > Gutter StmA Sweet cmw ;n Discharge in the Gutter Qo = 30.4 cfs Height H = 6,00 inches r Width W =.. 2.00 ft r Depression Ds = 2.00 inches t Transverse Slope Sx = 0.0200 ft/ft t Longitudinal Slope So = 0.0050 ft/ft ing's Roughness N = 0,016 :r Cross Slope S,v = 0.10 ft/ft �r Spread Width T = 29.07 ft ar Depth without Gutter Depression Y = 0.58 ft ar Depth with a Gutter Depression D = 035 ft ad for Side Flow on the Street Tx = 27.07 ft ad for Gutter Flow along Gutter Slope Ts = 7.24 ft rate Carried by Width Ts Qws = 11,0 cfs rate Carried by Width (Ts - W) Qww = 4.7 cis ar Flow Qw = 6,4 cfs Flow Qx = 24,0 cfs I Flow (Check against Qo) Qs = 30.4 cfs Br Flow to Design Flow Ratio Eo = 0.21 oalent Slope for the Street Se = 0,04 fJft Area As = 8,62sq ft Velocity Vs = 3,53 fps product VSD = 2.64 ftz/s 5/20/2002, 11:54 AM 1 t 1 L 1 Project = Inlet ID = Inlet for dash 20.1 CURB OPENING INLET IN A SUMP Wp Lu _ - Wpa Flaw Direction gn Information (Input) gn Discharge on the Street (from Street Hy) Qo = 30.4 cfs th of a Unit Inlet Lu =._' _:::15.00 ft Width for Depression Pan Wp = &00 ft ging Factor for a Single Unit Cc = 0.40 it of Curb Opening in Inches H = 6.00 inches :e Coefficient Cd = 465 Coefficient Cw = 2.60 !r Depth for the Design Condition Yd = _...1.00 ft of Throat (see USDCM Chapter 6, Figure ST-5) Theta = 630 degrees ber of Curb Opening Inlets No = ' K' a Weir %I Length of Curb Opening Inlet pacity as a Weir without Clogging )gging Coefficient for Multiple Units egging Factor for Multiple Units pacity as a Weir with Clogging an Orifice pacity as an Orifice without Clogging pacity as an Orifice with Clogging Percentage for this Inlet - Qa / Qo = L = 15.00 ft Qwi = 510 cfs Clog-Coeff = 1.00 Clog = 0.40 Qwa = 49.1b cfs Doi = -;u's cfs Qoa = 31_0 cfs Qa 'si #!! cfs Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. elm -inlets, Curb-S 5/20/2002, 11:54 AM -7uL.E r-3 1 1 1 1 1 Project = Street ID = GUTTER CONVEYANCE CAPACITY Side walk To A A---pz� tt : DT <_ ________Tx________>. Gutter Street Sweet crown In Discharge in the Gutter Qo = 8.7 cfs Height H = 6,00 inches r Width W = 2.00 ft r Depression Ds = 200 inches t Transverse Slope Sx = 0.0200 ft/ft t Longitudinal Slope So = 0.0050 ft/ft ing's Roughness N = 0.016 �r Cross Slope Sw = 0,10 ft/ft �r Spread Width T = 1Z69i ft >r Depth without Gutter Depression Y = 035 ft v Depth with a Gutter Depression D = 0.52 ft ad for Side Flow on the Street Tx = 15.69 ft ad for Gutter Flow along Gutter Slope Ts = 5.04 ft rate Carried by Width Ts Qws = 42 cfs rate Carried by Width (Ts - W) Qww = 1 1 cfs �r Flow Ow = 3.1 cfs Flow Qx= 56cfs I Flow (Check against Qo) Qs = 8.7 cfs ar Flow to Design Flow Ratio Eo = 0,36 talent Slope for the Street Se = 0105: ft/ft Area As = 3.36 sq ft Velocity Vs = ' 164P fps product VsD = 1.38 ft2/5 elm -inlets, Street Hy 5/20/2002, 11:53 AM I '11CURB OPENING INLET IN A SUMP Project = Fort Collins Streets Facility Inlet ID = Inlet for basin 20.1 ' WP Lu wP wale r Yd ' H Pan Flow Direction ' Gutter I I I t gn Information (Input) gn Discharge on the Street (from Street Hy) Qo = 8.7 cfs th of a Unit Inlet Lu = 5.00 ft Width for Depression Pan Wp 3.00 It Sing Factor for a Single Unit Cc = 0.20 it of Curb Opening in Inches H = 6.00 inches :e Coefficient Cd = 0,65 Coefficient Cw = 2.60 �r Depth for the Design Condition Yd — 1.00 ft e of Throat (see USDCM Chapter 6, Figure ST-5) Theta = 610 degrees ber of Curb Opening Inlets No = 1' a Weir al Length of Curb Opening Inlet :iaclty as a Weir without Clogging gging Coefficient for Multiple Units gging Factor for Multiple Units 3acity as a Weir with Clogging an Orifice )acity as an Orifice without Clogging 3acity as an Orifice with Clogging Percentage for this Inlet = Qa / Qo = QwJ 27.0 cfs Clog-Coeff = . °.1::00 Clog = 0.20 Qwa = "c 24:4 cfs Qoi = -- 11.5 cfs Qoa = 92 cfs Qa = cfs C% _ Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture percentage of less than 100% in a sump may indicate the need for additional inlet units. elm -inlets, Curb-S 5/2012002, 11:53 AM -r"0Jek 'NA,a MLC-_re' Worksheet Worksheet for Slot Inlet On Grade Project Description Worksheet Slot Inlet - 1 Type Slot Inlet On Gr. Solve For Efficiency Input Data g lrlE`�r Discharge 18.10 ds J Slope 005000 ft/ft Gutter Width 0.00 It Gutter Cross Slope 000000 ft/ft Road Cross Slope 025000 WIt Mannings Coefficle 0.016 Slot Length 235.05 It Local Depression 0.1 in Local Depression 1 0.50 ft Results Efficiency 1.00 Intercepted Flow 18.10 cis Bypass Flow 0.00 CIS Spread 21.15 It Depth 0.53 It Flow Area 5.6 It" Gutter Depression 0.0 in Total Depression 0.1 In Velocity 3.24 ft/s Equivalent Cross Slol026031 ftM Length Factor 5.33 Total Interception Lei 44.09 ft Project Engineer: Cinde L. Welken I:yobs\183-051Wata\dmina9e\box culvert.fm2 The Sear -Brown Group FlowMasterv6.1 [6141k] 07/30/02 10:21:59 AM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Worksheet Worksheet for Slot inlet On Grade Project Description Worksheet Slot Inlet - 2 Type Slot Inlet On Gra Solve For Efficiency Input Data �k5/ Discharge 75.70 cfs Slope J 005000 ft/ft Gutter Width 0.00 ft Gutter Cross Slope 000000 ft/ft Road Cross Slope 020000 M Mannings Coefricie 0.016 Slot Length 355.38 ft Local Depression 0.1 In Local Depression 1 0.50 ft Results Efficiency 1,00 Intercepted Flow 75.70 cfs Bypass Flow 0.00 cfs Spread 41.58 ft Depth 0.83 ft Flow Area 17.3 ft Gutter Depression 0.0 In Total Depression 0.1 In Velocity 4.38 ft/s Equivalent Cross Slol 020530 ftM Length Factor 3.83 Total Interception Let 92.72 It Project Engineer. Cinde L. Welken I:yobs1183-051\data%drainagelbox culvert.fm2 The Sear -Brown Group FlowMaster v6.1 1614kl 07/30/02 10:23:26 AM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 I I 1 I 1 1 1 1 STORM SEWER ANALYSIS I I I 1 I I I I i 917 4,,reo P,0,4 0.40-46 'do.y, pjTK- OF y/ /Q,.JJrES �r h ' W 1 / ®8 087 7 ' 6098 � 117 ,09 k`y : 1211 76 e i fi4 010 r \ 012 / A54 ® 22 4 emu\ -�2221 h� ©5a ®21 195 Q 2120 \� ® 20 .. 0 201-9 w 2320 N �23 ?� c .,1 -2423 24 T.EE/UC/f •�e 43 152�EFcp 32 3G 7-E c ��3 H \-M 13 IJ I i NeoUDS Results Summary ' Project Title: Fort Collins Streets Facility Project Description: Warehouse Improvements Output Created On: 8/2/2002 at 4:31:31 PM ' Using NeoUDSewer Version 1.0.52 Beta Release. Rainfall Intensity Table Used. Return Period of Flood is 100 Years. I 1 I Sub Basin Information Time of Concentration Manhole ID # Basin Area * C Overland (Minutes) Gutter (Minutes) Basin (Minutes) Rain I (Inch/Hour) Peak Flow (CFS) 1 1.00 69.2 0.0 0.0 1.00 529.3 2 1.00 69.2 0.0 0.0 1.00 528.2 4 1.00 69.2 0.0 0.0 1.00 445.5 5 1.00 69.2 0.0 0.0 1.00 439.3 6 1.00 69.2 0.0 0.0 1.00 6.2 7 1.00 69.2 0.0 0.0 1.00 6.2 8 1.00 69.2 0.0 0.0 1.00 3.1 9 1.00 69.2 0.0 0.0 1.00 3.1 10 1.00 69.2 0.0 0.0 1.00 3.1 11 1.00 69.2 0.0 0.0 1.00 3.1 12 1.00 69.2 0.0 0.0 1.00 3.1 13 1.00 69.2 0.0 0.0 1.00 13.5 14 1.00 69.2 0.0 0.0 1.00 34. 15 1.00 69.2 0.0 0.0 1.00 35. 16 1.00 69.2 0.0 0.0 1.00 35. 17 1.00 69.2 0.0 0.0 1.00 1. 1-1 i 1 1 1 1 1 1 1 1 i 1 1 1 1 1 1 18 1.00 69.2 0.0 0.0 1.00 8. 19 1.00 69.2 0.0 0.0 1.00 25. 3 1.00 69.2 0.0 0.0 1.00 494.3 20 1.00 69.2 0.0 0.0 1.00 25.0 21 1.00 69.2 0.0 0.0 1.00 4.9 22 1.00 69.2 0.0 0.0 1.00 5.7 23 1.00 69.2 0.0 0.0 1.00 19.5 24 1.00 69.2 0.0 0.0 1.00 19.5 The shortest design rainfall duration is 5 minutes. For Waal 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 <_ (10+Total Length/l80) 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. I I �I I 1 1 Summary of Manhole Hydraulics Manhole [D # Contributing Area * C Rainfall Duration (Minutes) Rainfall Intensity (Inch/Hour) Design peak Flow (CFS) Ground Elevation (Feet) Water Elevation (Feet) Comments I 0 0.0 0.00 529.3 4974.50 4971.33 2 528.2 5.0 1.00 528.2 4978.24 4975.24 4 445.5 5.0 1.00 445.5 4982.76 4979.91 5 439.3 5.0 1.00 439.3 4983.00 4983.15 Surface Water Present 6 7 86.8 0.89 6.2 4986.82 4981.47 7 6.2 5.0 1.00 6.2 4987.43 4981.52 8 3.1 5.0 1.00 3.1 4987.90 4981.62 9 3.1 5.0 1.00 3.1 4987.70 4986.84 10 3.1 69.2 1.00 3.1 4987.70 4987.18 11 3.1 5.0 1.00 3.1 4987.12 4984.58 12 3.1 69.2 1.00 3.1 4987.12 4984.8 13 13.53 69.2 1.00 13.5 4980.40 4978.2 14 34.57 69.2 1.00 34.6 4982.39 4978.03 15 35 5.0 1.00 35.0 4980.96 4977.7 16 35 69.2 1.00 35.0 4991.00 4984.1 17 1 69.2 1.00 1.0 4980.90 4977.8 18 8.2 69.2 1.00 8.2 4982.39 4978.23 19 25 5.0 1.00 25.0 4993.35 4984.71 3 494.3 5.0 1.00 494.3 4980.36 4977.7 20 25 5.0 1.00 25.0 4991.19 4985.8 21 4.9 5.0 1.00 4.9 4990.54 4986.31 22 5.7 69.2 1.0 5.7 4990.54 4986.31 I 1 I I 11 I IJ 1 23 19.5 5.0 1.00 19.5 4990.42 4986.66 24 19.5 69.2 1.00 19.5 4990.42 4986.81 Summary of Sewer Hydraulics Note: The given depth to flow ratio is 0.9. Manhole ID Number Calculated Suggested Existing Sewer ID # Upstream Downstream Sewer Shape Diameter (Rise) (Inches) (FT) Diameter (Rise) (Inches) (FT) Diameter (Rise) (Inches) (FI) Width (FT) 21 2 1 Box 4.1 5. 4 12 32 3 2 Bo 3.9 4 4 12 43 4 3 Box 3.6 4 4 12 54 5 4 Box 3.6 4 4 12 195 19 5 Round 25.8 27 30 N/A 133 13 3 Round 24.4 27 36 N/ 143 14 3 Round 34.6 36 36 N/ 152 15 2 Arch 34.4 36 43 68 1715 17 15 Round 7.1 8 18 N/ 1516 16 15 Round 363 42 30 N/ 64 6 4 Round 15.6 18 24 N/ 76 7 6 Round 15.8 18 24 N/ 87 8 7 Round 12.6 15 24 N/ 117 11 7 Round IIA 12 15 N/ 1211 12 11 Round 11.4 12 15 N/ 98 9 8 Round 7.3 8 8 N/ 109 10 9 Round 7.3 8 8 N/ 1815 18 15 Round 20.2 21 36 N/ 2019 21 19 Round]30.7 33 30 N/ I i 1 2120 21 20 Round 11.9 12 18 N/A 2221 22 21 Round 12.6 15 18 N/ 2320 23 20 Round 27.9 30 24 N/ 2423 24 23 Round 27.9 30 24 N/ ' 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. 1 I I Design Full Normal Normal Critical Critical Full Sewer Flow Flow Depth Velocity Depth Velocity Velocity Froude Comment ID (CFS) (CFS) (Feet) (FPS) (Feet) (FPS) (FPS) Number Velocity Is 21 528.2 370.5 4.00 11.0 4.00 0.0 11.0 N/ High Velocity Is 32 494.3 370.5 3.92 10.5 3,75 11.0 10.3 0.93 Hig y Is VzlocHigh 43 445.5 370.5 3.64 10.2 3.50 10.6 9.3 0.94 High Velocity Is 54 439.3 370.5 3.61 10.1 3.47 10.6 9.2 0.94 Hie 195 25.0 37.4 1.50 8.2 1.70 7.0 5.1 1.29 133 13.5 38.4 1.23 5.0 1.21 5.1 1.9 0.91 143 34.6 38.4 2.22 6.2 1.90 7.3 4.9 0.7 152 35.0 125.5 1.67 6.4 1.71 6.2 2.1 1.02 1715 1.0 12.1 0.29 4.1 0.39 2.7 0.6 1.62 1516 35.0 21.1 2.50 7.1 2.01 8.3 7.1 N/ 64 6.2 19.8 0.77 5.6 0.89 4.6 2.0 1.3 76 6.2 19.0 0.79 5.4 0.89 4.6 2.0 1.24 87 3.1 17.5 0.57 4.2 0.66 3.5 1.0 1.1 117 3.1 6.5 0.61 5.2 0.71 4.3 2.5 1.3 1211 3.1 6.5 0.61 5.2 0.71 4.3 2.5 1.3 H �I 98 3.1 3.9 0.45 12.5 0.65 8.9 8.9 3.5 Velocity h Ilig 109 3.1 3.9 0.45 12.5 0.65 8.9 8.9 3.5 Velocity Is Hioh 1815 8.2 38.4 0.94 4.3 0.93 4.4 1.2 0.92 2019 25.0 23.6 2.50 5.1 1.70 7.0 5.1 N/ 2120 4.9 14.8 0.59 7.5 0.85 4.7 2.8 1.99 2221 5.7 14.8 0.65 7.8 0.92 5.0 3.2 1.97 2320 19.5 13.0 2.00 6.2 1.59 7.3 6.2 N/ 2423 19.5 13.0 2.00 6.2 1.59 7.3 6.2 N/ ' A Froude number = 0 indicated that a pressured flow occurs. I 1] i 1 I ' Summary of Sewer Design Information 1 Invert Elevation Buried Depth Sewer ID Slope % Upstream (Feet) Downstream (Feet) Upstream (Feet) Downstream (Feet) Comment 21 0.40 4970.61 4970.00 3.63 0.50 Sewer Too Shallow 32 0.40 4970.99 4970.61 5.37 3.63 Sewer Too Shallow 43 0.40 4971.58 4970.99 7.18 5.37 Sewer Too Shallow 54 0.40 4973.18 4971.58 5.82 7.18 Sewer Too Shallow 195 1.25 4980.44 4979.00 10.41 1.50 Sewer Too Shallow 133 0.50 4976.99 4976.49 0.41 0.87 Sewer Too Shallow 143 0.50 4977.76 4976.48 1.63 0.88 Sewer Too Shallow 152 0.53 4973.08 4971.31 4.30 3.35 Sewer Too Shallow 1715 2.00 4977.41 4977.16 1.99 2.30 Sewer Too Shallow 1516 0.40 4975.14 4972.57 13.36 5.89 Sewer Too Shallow 64 1.15 4979.00 4976.58 5.82 4.17 Sewer Too Shallow 76 1.06 4979.43 4979.00 6.00 5.82 Sewer Too Shallow 87 0.90 4980.45 4979.63 5.45 5.80 Sewer Too Shallow 117 1.53 4983.87 4980.37 2.00 5.81 Sewer Too Shallow 1211 1.53 4983.87 4983.87 2.00 2.00 Sewer Too Shallow 98 16.00 4986.19 4982.99 0.84 4.24 Sewer Too Shallow 109 16.00 4986.19 4986.18 0.84 0.86 Sewer Too Shallow 1815 0.50 4978.33 4977.15 1.06 0.81 Sewer Too Shallow 2019 0.50 4981.27 4980.44 7.42 10.41 Sewer Too Shallow 2120 3.00 4983.67 4983.03 5.37 6.66 Sewer Too Shallow 2221 3.00 49S3.67 4983.67 5.37 5.37 Sewer Too Shallow 2320 0.50 4981.39 4981.27 7.03 7.92 Sewer Too Shallow j 1 i 1 1 i 1 2423 1 0.50 4981.39 4981.39 7.03 7.03 Sewer Too Shallow Summary of Hydraulic Grade Line Crown Elevation Water Elevation Sewer ID # Sewer Length (Feet) Surcharged Length (Feet) Upstream (Feet) Downstream (Feet) Upstream (Feet) Downstream (Feet) Condition 21 152.13 152.13 4974.61 4974.00 4975.24 4971.33 Pressure 32 95.29 95.29 4974.99 4974.61 4977.70 4975.24 Pressure 43 147.58 147.58 4975.58 4974.99 4979.91 4977.70 Pressure 54 400 400 4977.18 4975.58 4983.15 4979.91 Pressure 195 114.95 114.95 4982.94 4981.50 4984.71 4983.15 Pressured 133 100 0 4979.99 4979.49 4978.20 4977.70 Subcritica 143 255.38 0 4980.76 4979.45 4978.03 4977.70 Subcritica 152 333.75 333.75 4976.66 4974.89 4977.70 4975.24 Pressure 1715 12.47 0 4978.91 4978.66 4977.80 4977.70 Jump 1516 641.3 641.3 4977.64 4975.07 49S4.14 4977.70 Pressure 64 210.01 210.01 4981.00 4978.58 4981.47 4979.91 Pressure 76 40.6 40.6 4981.43 4981.00 4981.52 4981.47 Pressure 87 91.1 0 4982.45 4981.63 4981.62 4981.52 JUMP 117 22S.62 0 4985.12 4981.62 4994.58 4981.52 Jump 1211 0.1 0 4985.12 4985.12 4984.80 4984.58 Jump 98 20 0 4986.86 4983.66 4986.84 4981.62 JUMP 109 0.1 0.1 4986.86 4986.84 4987.18 4986.84 Pressure 1815 235.05 0 4981.33 4980.15 4978.23 4977.70 Subcritica 2019 165.16 165.16 4983.77 4982.94 4985.80 4984.71 Pressure 2120 21.49 21.49 4985.17 4994.53 4986.31 4985.80 Pressure 2221 0.1 0.1 4985.17 4985.17 4986.31 4986.31 Pressure I 2320 24.26 24.26 4983.39 4983.27 4986.66 4985.80 Pressure 2423 0.1 0.1 4983.39 4983.39 4986.81 4986.66 Pressure 1 Summary of Energy Grade Line 1 1 1 Upstream Manhole Juncture Losses Downstream Manhole Sewer ID # Manhole ID # Energy Elevation (Feet) Sewer Friction (Feet) Bend K Coefficient Bend Loss (Feet) Lateral K Coefficient Lateral Loss (Feet) Manhole ID # Energy Elevation (Feet) 21 2 4977.12 5.79 1.00 0.00 0.00 0.00 1 4971.33 32 3 4979.35 0.68 0.05 0.08 0.25 1.47 2 4977.12 43 4 4981.25 0.85 0.05 0.07 0.50 0.98 3 4979.35 54 5 4984.45 2.25 0.05 0.07 0.35 0.88 4 4981.25 195 19 4985.11 0.64 0.05 0.02 0.00 0.00 5 4984.45 133 13 4978.61 0.00 1.32 0.08 0.00 0.00 3 4979.35 143 14 5333.84 354.26 0.64 0.24 0.00 0.00 3 4979.35 152 15 4977.77 0.56 1.32 0.09 0.00 0.00 2 4977.12 1715 17 4977.92 0.14 1.32 0.01 0.00 0.00 15 4977.77 1516 16 4984.93 7.03 0.10 0.08 0.25 0.05 15 4977.77 64 6 4981.53 0.24 0.64 0.04 0.00 0.00 4 4981.25 76 7 4981.58 0.05 0.10 0.01 0.00 0.00 6 4981.53 87 8 4981.64 0.00 0.10 0.00 0.25 0.06 7 4981.58 117 11 4984.87 3.16 1.32 0.13 0.00 0.00 7 4981.58 1211 12 4984.90 0.01 0.25 0.02 0.00 0.00 11 4984.87 98 9 4988.08 4.83 1.32 1.62 0.00 0.00 8 4981.64 109 10 4988.40 0.01 0.25 0.31 0.00 0.00 9 4988.08 1815 18 5035.07 57.27 1.32 0.03 0.00 0.00 15 4977.77 2019 20 4986.20 0.92 0.40 0.16 0.00 0.00 19 4985.11 2120 21 4986.43 0.07 1.32 0.16 0.00 0.00 20 4986.20 I d 1 1 2221 22 4986.47 0.00 0.25 0.04 0.00 0.00 21 4986.43 2320 23 4987.26 0.27 1.32 0.79 0.00 0.00 20 4986.2 2423 24 4987.41 0.00 0.25 0.15 0.00 0.00 23 4987.2 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. I 1 1 1 1 C 1 I I I I I I I I EROSION CONTROL I J I 1 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 d C Ol c U o N � u 2 O (D > (n p W C c O O O C U n O li � � N W m c @ E 0 O O al z a U U � d � C O O � a` a` M O � o p v C � v U 111 � o U `� U r v � X X O O � � V M N O O O O O O O O W Q) O N N X J M M IO O CJ r (O m M O) O O M N N r II II N � N N U O CE p O L � ✓� W N Q ¢ O o 0 r N u N o m �-- J n a s 1 r C v E E 0 U O O O p O O o o O O- O-, O O O U � LL O C. CJ 0 0 N O O O (D U H 0 0 o p o 0 0 0 0 U n U m L LL U U 2 u C o U c U r r O O O U O 'y y h O c O LL W w A � C u o m 'c 2 'o fn U L N O U c d a co m U c M C`J U U U .0 O N L >> 3 LL C C A y M o ui �mKQ U�U n`o`a nVJY U) a00000000 0 U N N N N N N N N N � rn m rn rn rn m rn rn rn u w M M (D (D M r W LO [O rn rn O M N N a m w 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a N C N r N M O r V tD 0 M sT Ol N N io .- n � � � O N � •- M O a U A U N N N N N N N N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 U J U U U U U U U U 0> N CJ R> ti A N mF f>0 (D(3(D(D 000p (➢ rn rn O O M N N r �` N N •- N M M l0 � lD U N a � ari L U 0 O N m oz a= `o N m N _ A c F M c R N N y y U C v > E E aUi `OC a�i O tr.: d O U w a c .y c d E E 0 U 0 0 o p o O o 0 0 o M o p m m� 0 0 U R LL U a c u 00 0o cam () C O O O O p 0 0 0 0 0 y O - O p- .- .- 00 0 R LL u 5 U c n U � � = N O U Q O c i a 7 w W R U R C U — y CO y C N U ai U m e --a), N m ` >i aui aui� N L > N > O O O O O w N ry O N a`aa` Q�¢cnin=<n T o 0 0 0 0 0 0 0 0 U O� rn rn rn O1 O� O� O� rn c rn rn m m rn rn rn m rn u uj W MMo�oam.- (p a v w 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a N N N N �n M M 0 � 0 0 0 0 0 0 0 0 0 Q u U 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 U VI N N Uf N N N N N N N Uf N N N N R R R R R R R R R R R R R R R R aacaaa N ti R fL A IC N N (0 U N i/I Ui N UI N N N M M (D tD M '•t W (O rn rn O M N U� r � U N Q R 7 N H �rr�r�r � O 7 N a fn - rn IL 0 c O .N cC m R Pol N N 2 I t 1 1 1 I I I I I I i I I SOUTH SWALE (HEC-RAS ANALYSIS) I w I 1 W m HEC-RAS SECTIONS v 1 I \ \ \ �-Zz �\--7-- A- - '� i ! - •--- i...... - - - i i ........... 0 60 120 180 SCALE IN FEET r ' HEC-R45 Plan: lmoCaPd Pla River RIVFR-1 P-,rh P.... h.t Pm(nu PF 1 r i r r r r r r r r j I r Ream ___-. River Sta 0TOlal 6 ChEt 1 W.&Elev CntWS E.G.'Etev FG. SIOM Val CM) Flmv./vea T WION- Fiwltle YChI do ___LL ft X R flh ft 'Reach-1 20 30iw 490300 4995.19. 4995.51, 0.008297 4.521 76.82i 62 MI 071 RWM.l 19. _ 381.50i 4BB3.001 49 ,75 /98418 d99537 0.017118 6.16 65.ae 49.80 1.00 Reach-1 18 mi.ml 4MMI 4984,45j 1 4994.78 &OW40'I 4.491 $0.43 82.86 0.84 Reach-1 17 381.50 4W1.90 4993,98 49a61 499d.3B O.00B087 5.12 70.61 /4.BW 0.72 Reach•1 --16 16 _ - 381.60 1991.28 4903.16 49B3.18 4093.W 0.017203 6.42 M36 45.21 1.01 Ranch-1 434.80 4980.. 4992.W 4983. 18 0:003671 3.11 117.10 B8.d0 0.49 Reach-1 _ 14 434.00 4989.80 4982.B8 48 03 0.002382 3.91 131.37 84.28 0.41 Reach-1 13 430.30 4989.W] 498277 /89291 0.W7877 2.07 1".02 70.33 0.35 React-1 12 - 430,30 4989.30 4MA7 499278 O.OWWO 4.33 W.68 ".911 0.53 Reach-1 11 - 4W.30 4BBB.11 999222 49825/ 0.004343 4.63 9&43i 47.78 0:55 Ream-1 10 - 130.30 4988.91 4802A1 I 1.21 I9B2.32 0.OD4335 4.47 e&WI Q.051 0,56 R�eh-1 9 430.30 49B&71 dee1.80 4991.01 499210 0.004301 4.38 9&71 83.12 IRmch-1 B g30.30 4BB8.61 4991.59 4990.81 4991.88 0.001.981 4.36 B&81 64.40 M 0.66 'Reach-1 ] 4W.30 4BBB.32 4891.99 1900.a' 1991.87 0.004283 428 101.W 81.62 0." Reach-1 8 430.30 498W.10 4991.19 =31 M.. 0.001072 4,W 106.40 W." 0.53 Reach•1 6 430.30 49W7.91 49WA7 49W.19 4W1.24 0.004310 4.20 102.42 71.3E 0.64 Reach-1 4 _ d30.30 4987,71 40W.B9 49W.00 4991.01 0.O We 4.84 94.8'7 8&73 MW Ream-1 3 430.30 4087.50 4989.81 4989.81 49W.66 0.018BBs 6.93 8207 47.09 1.W Ream-1 2 - '�I - -30,30 498W.30 d9WW.W6 49B'7.69 19BB.8W 0.009074 3.82 109.80 69.06 W.4] Reach-1 1 490.30 496&W I .74 1968.83 4988.79 OOW341 1.78 24&81 104.19 0.17 11 SEAR BROWN HBC-RAS Vasim3.0.1 Mw2(pl 1 US. AmrS'CaPdTmV= HydrobX Fngrleamg Corm' 609 Sowncl SM Suile D Davis, Calif3m 9561 &4667 (916)756d104 X X)COOM XXXX XXXX XX XXXX X XX X X X X XX X XXX X XX XXX ' X)DDDM XXXX X XXX )D= )D= XXXX X XX X XX X X X XXX XX XXXX X X X)CC= XXXX X X X X XXXXX PROJECT DATA Pnajact Tab: final hm-w, clw.4/IA2 PgectFk:FCSSprj Rm Dow and Tine fin 6200212:5955 PM ANeamEngishunis ' I«'«m#jectDesmpfim Aukxlcsl� Inc. HEC-24gMI]am h'k++++«#++ ++rt+wrtw+ra.rr Minurwn DatahgM ++##+artrtartew ##+++r#++rr#+++#+ra#++#+#+rr+rrr+rtrrr+rrt++#+#rt+#a+### # k"es4 Inc HSC-2 bµ¢Data fik ##r«#a+r +++##wuraa.x Minitnan Daut mput wrrtrrw+wa+rrw ww+wrt++w++#rt+wrtiwwrtrrt+#rM#rta+#######+##+rt+##rtrtrtrtrtrtw+ #w+#x»w Aumd* Inc. HEC-2 lnputDatafile+««+«a++ Mutinlan Leta hq>1R ar«arwrw '#rtr#rr++srwrt+r«r+artrt#+r+rtrt+rr#«+as+rm#r#++wwrrrtr ' PLAN DATA Plm Title:ln,a Plm03 ' Plan File: LVOBS1183d51`da Tk=2@eCunen[Hw4s mTCSSp03 CmrmyTalcbrpacdCm 03 CmnxbyFtle:I:VOB6\153-051WafaUkauw@eO mtHr Rm1FCSS.gQ3 FlowTak :IrnpatedFbwW FlowFde :I:VOMl8M51P ta\Drainag `C mt Heo-Pa T� CSS,t03 Plan Summylnforn aum: Nwmbaof: Ch Seams= 20 MuGgtkOpmugs= 0 cdvtm = 0 htice Wars = 0 Bergs = 0 Cmputafiad lclkuwm _ Wam�sldacecalaJatim bbarpe= 0.01 ' 0itsaldgA mlmlaln tokrgnk=0.01 Madtn nwbaofmwmms =20 Ma>amandiff za tDa = 03 Flow bDl r farlm = 0.001 Calm Opfims Crifiral depth mmputed a* whae nemmy Cmssym Cabjhbm Mdhod:Aibrralainnvab a* Frmm SbpeMaMd: Av=pCarxy e CatpumbonalFlow Rcg=: SuhaibcMFbv FLAW DATA FbwT& k ported Fbw03 Fbw File : I:VOBS183051 \datasDrainW`Qtz=t Hec-RasUCSS.103 Flow Data(cfs) ' River Rmh RS PF I RIVER-1 Reach -I 20 3615 L:UOBS\183-051\data\Drainage\Current Hec-Ras\FCSS.rep 1 Printed: 05/17/02 I SEAR -BROWN I I RNFR-1 Rcach-I 15 434.6 RIVER -I Rradt-1 13 4328 RIVER! RcwIA 1 445.6 Bou dwyCmditims Rbs Reach Pm& Upsmarn Doms c m RNER-1 RcwIA PFI KG WS=4988.74 GEOMETRY DATA GmnwyT& hVM0dGmn03 GmretryFik: I:VOBSl183-051 `dana\Dm6mg2Clmmt Hec-RasTCSS.g03 CROSS SECDON RNER RWER-I REACH: RcacM RS:20 NFUC Description: 20 StahmElmahat Dam n 25 Sm F3cv Sra Ekv Sla Elev Sm E]cv Sm Bev 0 4996 804 49% 21.054995.76 21.084995.76 21634995.76 21.93 49952 22.764995.76 4334499523 46584995.14 50.9 4995 55.41 4994.1 5592 4994 60O2499341 6294 4993 6889 4993 83.93 4993 85.95 49935 9796 49% 98964994.73 103.77 4995 122.99 4996 l23 4996 1235 4996149384995,81 15049952 Nlmvm snVams ri r 3 Sm n Val Sm n Val Sm n Val 0 .035 21.93 .035 12299 .035 Bw&Sta:Left R* Lmglls:LeftQumd Rift CoeffCa& Eqm. 21.93 122.99 10.02 10.02 IOM .1 3 �• 4A `I. G LN to llil Yuan_ :i7 ff EG.E3ev(ft) 499551 Ekmmt LeftOB Chid RigkOB VclHmd($) 032 Wtn-VaL 0035 WS. Ekv(ft) 4995.19 Reachlm.(ft) 10.02 10.02 10.02 Oit4V3(ft) FlowArm(sgft) 7936 EG. Slope(M) O.00M Arm(sgft) 7986 QTomllots) 3615D Flaw(cfs) 3615D TcpWdBt($) 62.8D TopWd6t(ft) 628D Vd TaW (ft/s) 453 Avg. Vd. (2s) 453 M=Chl Dpih(ft) 219 H7dc Depdi(ft) 127 Omv. Toul(cfs) 3965.8 Cmv.(cfs) 3965.8 La*WU(ft) I0.02 WdmdPs.(ft) 63.13 MmCh]3(ft) 4993.00 Sh=(b/sift) O.66 A � 1� 2.97 a(ft) C=Vobroc((fl) OA4 2.11 OAl C&ELss(ft) 003 CMSA(aas) 006 1.11 OA4 WmmgTheomseymioer®o(wmmomve3a=dividedbydo�cmtsyOM)Sks dw0.7 xVmbrthm IA. 1bismW t d cd:dtereedforaddilwmlaosssazmc CROSS SECMN RNER: RNM 1 REACH: Reads-1 RS: 19 NPUf Dsmpum: 19 Stmicn Mmsbm Dam mmF_ -2r4 Sm Ekv Sm Bev Sm EElevv Sm E3ev Sm Elev 0 49% 25.134995A8 25.154995.48 25A44995A8 25.74995.48 2622 49955 4506 4995 4896 4995 5131499M 5321499427 5451 4994 55.66499322 6154 4993 79A7 4993 8288 4993 8643 4993.9 869 4994 89A84994.17 10433 4995 120.02499582 12308 49958 123.48499521 130554995.83 1504995.69 Ntmrwgsn Vats � 3 Sm n Vd Sm n Val Sm n Val 0 .035 4896 035 I20.02 .035 BtmkSm:Left Right Ltnglls:LeftChmnel Right CwffCmtr. 5cim. 4&96120M 50 50 50 .1 3 CROSSSEC130NOU= Pm&4?Fl EG. ELY(lt) 499537 BwzrA IeftOB Chmrd R&OB VdHmd(ft) 059 Wtrt-Val 0035 W3.E3ev(ft) 4994.78 ReachLm.(ft) SDM MOD 5000 OdtW&(ft) 4994.78 FbwA=(sgti) 58.66 EG.Slrpe(ft/ft) OA17116 A>m(sgft) 58.66 QToW(cfs) 36150 Fmw(cfs) 3615D TopWddt(8) 49.90 TopWi t(ft) 49.90 L:\JOBS\183-051\data\Drainage\CurrentHec-Ras\FCSS.rep 2 Printed: 05/17/02 SEAR -BROWN Vd Toal (fVs) 6.16 Avg. Vd (fl/s) 6.16 MmCWDpth(8) 1.78 143dr-Deo(ft) LIB Ccm. ToW(ds) Z7632 Caw.(cfs) 27632 ChS(ft)ft) 5000 125 M 4993.00 Sh=Wsgft) Alpha 1.00 Stt wnpcmcr(N'fts) 7.70 F,=Lm(ft) 050 Ct=Voime(aae-M O04 210 OAl C&Elo (ft) 0.08 CtrnSA(aaes) 006 1.10 OA3 Wammg ThemWegtmdmatuldnotbelmhvalwdmdrspadt mmitaofitaadas The pogarnselaaccithewatersurFao:thathad the k= nwraofawber%=cmpLted andacaarcd value. Wammg 71V=veysmerato (upso=arreeymmEmded bydownmearn cmvz ym=) z Im d=0.7agre2tertlan 1.4. This miyudicaiedcnedforaddidamj mswfiu, W-9;Du gdxswdmdshyidmiats,whm Ihemmrdwelersudaoewassdaptalto atualdepth,thecakuL,Wwaazsufrec bwkbdmatcaldeplh. Thivudirat!s d=d=isnotavelidstbaittalmswc. Tlrpogmnddmrhalmcdbcajdep6t CROSSSBC110N RNFR: RIVER-1 REAC1t ReacM RS: 18 'INPLrF Desm Sadm Ekva6m Liza nurrF 26 Sa F3ev St Bev Sta EL-v Sta F9ev Sta F3ev 049955 17.13 4995 31.98 4995 32M 4995 32-73 4995 ' 39A9 4995 4729 4994.1 4825 49% 4859499395 54.91 4993 5737 49925 59.67 4992 778 4992 7987 4992 V-79499266 8439 4993 975949938 8939 4994 99,63499437107.67 4995 11404 4995 11936 4995 =42 4995 123.42 4995 1Z7.47 4995 150 4995 ' Mannmgsn Valum nuttt= 3 Sit n Val Sta n Val Sta n Val 0 .035 39.49 .035 107.67 .035 ' BmilcSta:IeB Right Lcn&:LcftQmrd Riga CoeffCmr Etgmt. 39.4910767 50 50 50 .1 3 CROSS SECMN OUTPUT Pm&4PF1 1 I 1 1 EG Elev(11) 499476 Burnt LeftOB Cto=l RigttOB Vd Nead(ft)) 031 Wtn-VaL 0.035 WSEW(ff) 499445 Rewhim.(ft) 5000 50.00 50.00 Citws(ft) FlawArm(sga) 8035 EG.Slope(ft/ft) 0.00M Atea(sgft) 8035 QToal(ds) 36150 Flow(cfs) 36150 TopWiddi(ft) Z90 Tap Wtddl(11) 52.90 Vd Tcal(ft7s) 450 AvgVd(fth) 450 M-Ctd Dpth(ft) 2A5 Fl}*Dco(It) 152 Cary. Toal(cfs) 44822 Caw(cfs) 44822 lz*Wtd($) 50.00 WelmdPer.(it) 5335 MmChEI(8) 499M Sh=xr(As'sgft) 061 I.00 ShevnPo 5 Frain Lm(ft) 036 QanVdi (a fi) OA4202 OAI C&ELm(ft) 0.01 CttnSA(t ) 0.06 104 004 IN «ziy MUP De Vbcn: 17 Saf;on Elevaem Daa mm>e 31 Sit Elev Sa Bev -Sta -Bev Sta Bev Sta El v 04994E 21S749943432.29499438 37.03 4994 4165 49A 48.18 4993.1 49Z 4993 4k5 4993 48774992.W 5199 4992 A.84 4991.9 77.45 4992 7852 4992 78M 4992 78.754992A2 7881 49921 8352 4993 84,054993.17 96.064993.82 86.77 4994 9059 49943 10324 4995 105.17 4995 11442 4995 115.64 4995 116.13 4995 119.82 4995 1205 4995 123394994.8612044994.89 150 4994.7 Mmvw*sn Values n 3 Sta n Val Sm n Val Sta n Val 0 .035 3229 .035 10324 .035 Ba*Sa:Left Right Lmgls:leBChmtrd Right CaeffCmtr Falpmt. 3229 10324 50 50 50 .1 3 CROSS SHMON OUIPUI Pm51e#PF1 EG.ELv(tk) 499438 Burnt LdtOB amid RigttOB VdHmd(R) OAl Wtn-Val. 0.035 WS Elev(A) 499397 Rcwh LM(R) 50.00 50.00 50.00 OdWS.(11) 4993,61 FbwAcea(sgft) M41 EG Slope(SVft) 0.009130 Arm(syfl) 70AI Q ( 361.50 TopWtdfh(ft) 4430 TapWi 9r(ft) 4430 L:\JOBS\183-051Wata\Drainage\Current HocRas\FCSS.rep Printed: 05/17/02 SEAR -BROWN I Vd Total(1Vs) 5.13 Avg Vd.(ft) 5.13 MaxChl Dpdt($) 707 H)dn Dq*(R) 157 Cary. ToW(cfs) 40092 Cmv.(c6) 40092 Imgh Wai(ft) 50.00 We&dP=(ft) 4533 MmChEI(ft) 499190 Shw(➢Ysgft) 039 Alpha I.00 S6®mPomawits) 40 Ftem Lm(ft) 057 O=VdW (a A) OA4 1.93 0Al C&ELm(ft) 0.02 OmSA(aa6) 0.06 098 O04 W=mgTkcmvcP Cnmo(uPsh=cmveyxmdivxWbydou+tm=ar vvim )isles tlmr0.7agrmW#mr1.4. Th=y6dimrethcrzWfaaddidmalaracscamc 1 CiOSSSECIION RNE REACH: R®rli-1 RS: 16 1NPUf Shaam E]evmmlAh nmrF 25 Sh Elev Sta Elev Sta Elev Sh ELv Sta Elev 0 4994 3262 4994 3636 4994 38854993.64 3956 4993 43.9 4993 45.19499268 47.45 4992 5656499128 648499134 ' 7859 4992 8277499274 84.1 4993 85574993.48 I00M 49% 10239 49942 104514994.16 11331 4994 121.67 4994 1" 4994 12293 499413439 4994124.72 4994138.61 4994 150499407 Marini' snVaes raarp 3 ' Sta n Val Sta n Val Sta n Val 0 .035 3636 .035 10239 .035 Bz*StLLeft Right Laigts:IxftChmnd Right GxffCmtr. Egmt. XM 10239 50 50 50 .I 3 1 1 I i '.��' at`cXY NIPP.P n.Ii-'T�:�i:Ei73i E.G. Elev(R) 4993.80 Ekrma LeftOB Chazmel RightOB Vd Head(ft) 0.63 WLn-Val 0.035 WS.Ekv(ft) 4993.17 Rexhlm.(ft) 50.00 50.OD 50.00 OitWS.(11) 4993.17 F1owA=(sgft) 5659 EC.Skpe(ft) O,016971 Arm(sgft) 5659 QTOW (ds) 36150 Fbw(ds) 36150 TapWdh(ft) 4523 Top Wdlh(ft) 4523 Vd TOW(fth) 639 Avg Vd(lVs) 639 MacClDO(ft) 189 H)dr.Deph(ft) 125 CaW.Toh1(cfs) 2774.9 Ca ,(cfs) 27749 Length Wtl(R) 50DO Wettedit(ft) 4559 MmChD(R) 499128 Sb=(bls(R) 132 Aftft 1.00 SttsrnPOwc(Ilads) 8A0 RMLM(ft) 031 OmrVodm(a fi) ON 1.86 OAl C&EL>s(ft) 0.13 OanSA(aaes) 0.06 093 ON Warning:llwaiagvegtnamcouldnatbebalacodwidhntteTodfiednw.baofilea6ats The prugg xkvted the water sufxcdohad the k=amcrmtofenabelwmt empraed ad asnnccl value, Wammg The mmeyat(:e ratio (upsteam wrivcyartce divided by downsumm cmvryvae) is lra thm0.7agrcaterthan1.4. T]ws yidicteftneedfaaddiamalamsswbim Warning Dtaingthe sardad step iteaaats, when tit a%mted wahrsa'facewas seta7ual m aiacaldeplh,thenkuhmdwmcsurEice bwkbelowmbcaldepth Thsmdiraa�s thattheeisnotavnadsrbaiacalam ec. thepmgamddaulted Ooaiacal ay. INPITI Despryam: 15 Strom&vafim LVh murW,36 Sta ELv Sh Elev %„Lrkv Sh ELv Sta Elev 04993.4 1521 4993 1734 4993 17.42. 4993 1785 4993 1831 4993 18A2 4993 18A 4993 19.01 4993 19.45 4993 1958 4993 1998 4993 20.11 4993 2022 49% 20M 4990 3264 4993 39.15 4993 41b1499239 429 4992 5218499127 993 4991.1 56.13 4991 61384MW 8424990.76 864990.76 9393 4991 97.674991.51 101.07 4992105A3499279 IM79 4993 10721 49932 I20.46 4994123.18 4994 1265 4994 14524 49% 150 4994 Mmnmg' n Values n 3 Sh n Vd Sta n Val Sta n Vd 0 .035 39.15 .035 12IA6 D35 BarkSh:Left Right L=gls:LrBCrmnel Right CoeffCmtr. Egmt 39.15 120A6 50 50 50 .1 3 ;N4�KXY yS;�II� lull 1�l�i�la.Y� EG. Ekv(ft) 4993.18 E7arent LeROB Chmnel RightOB Vd Hod(R) 021 Wtn-Val 0.035 W&Ekv(ft) 499297 Rexhlm(ft) 50.00 50.00 50.00 OitWS(ft) FIoWArea(slft) 11737 L:UOBS\183-051\data\Drainage\Current Hec-RaS\FCSS.rep 4 Printed: 05/17/02 SEAR BROWN I I 1 EG.Slape(ft) 0.003Si3 Amr(sq ft) 11737 QTOW(ds) 434.60 Fiow(cfs) 434.60 Tap Wxhh(ft) 6638 Top%ddt(8) 6638 Vd Total (tHs) 3.70 Avg Vd (8/s) 3.70 MaxCd Dpth(tt) 230 H}dr.Depth(8) 1.77 Cmv. TOW (cfs) 72602 Con%, (cfs) 72602 Im9h Wii(8) 5000 Wetmd Nr.(ft) 66.74 MmCh EI(ft) 4990.67 Sher( *11) 039 Alpha 1.00 Sh anrip (8 S) IA6 Fran I=(ft) 0.14 Ovn Vohare(a fi) 004 1.76 001 C&ELom(8) 0.01 OanSA(a ) 006 0.97 Q04 CROSSSECMN RNS2: RIVER REACH:Rearlt_i RS: 14 Slaw Dsagx m: 14 Slalim FhafimDaw nt� 32 Sm Sev Sta FYv Sm ELv Sm ELv Sm l7ev 0 4993 16A5 4993 20.63 4993 33.15 4993 3439 4993 3&03 49921 3836 4992 40,74991.82 41.154991.78 43294991.65 4757 49913 52.16 4991 5831499024 6035 4990 70 4989.6 79.98 4990 SD994990.1 83.93499043 89.19 4991 89.884991.12 95.41 4992 99214992.85 9991 4993 101.894993.18 106A499357 1090249938110.48 499411999 4994121.99 499412326 4994 13033 4994 150 4994 klia nmgsn Va4im man= 3 Sm n Val S6 n Val Sta n Vat 0 .035 3439 .035 110.48 .C35 Bm*Sta:Ldt I?j& Lmgdn:LeftC@nmel Right CoodContr. Expmm. 3439110.48 50 50 50 .1 3 CROSSSECIIONOUIPUI Pm&#PFI EGEIev(ft) 499303 l7enmt IeftOB Q=M RightOB Vd Head (ft) 0.17 Wt n-VaL 0035 WS.Sev(8) 499287 Reach I=,(it) 50.00 50.00 50.00 CdtMrs. (a) F1owAma(sg8) 132M EG.Slope(&R) 0.002329 Ama(sgft) I3200 QTotal (ds) 434.60 Flow(cfs) 434,60 Tap Width (ft) 6435 Tap Wxllh(ft) 6435 Vel Taml(IDVs) 329 Avg.Vel(M) 329 M-CNDgh(B) 327 Hyde Deolf) 205 Corn. Total(cfs) 9004E Cmv(c&) 90018 Lff* W d. (ft) 5000 Wemd Per, (ft) 64,80 MmChS(8) 4989.60 S=M*B) 030 Alpha I.00 Sa®npoaer(NHs) 098 I=L=00 0.10 QanVohWme(a ft) 0.04 1.61 001 C&ElaDGS(8) 001 CMSA(maes) 006 0.79 004 CROSSSECWN RNMRNER-I RE1(9i: Reach-1 RS: 13 NPUf DesmMm: 13 Smfim&%v mDam nurn- 18 Sta F3ev Sta Elev ft ELv Eta Sm Sd Elicit 1295 4993 18.12499293 Z7.9949928 28.124992E 2US499279 55.75 4990 5828 4990 6138 4990 6&764989.74 70.834989.67 76-694989.7 84M 4990 91.15499093 9=499109 95.79 4992 97.46 49924 99.67 4993 109,674993.98 Mm nmz*kn Values man: _-3 Stan Val Stan Val St ii Val 12.95 .035 28,12 035 109.67 .035 Bmk&LUS RigN LZ*Z:LdtCmvrl Rq# Cadi'Cmtr. Epm 28.12 109.67 5165 SOAS 50.74 .I 3 CR08SS13MMOVIPUF ft&#sF1 EGEIev(ft) 499292 BffneN Le80B Ommel Right0B Vd fkw(it) 0.14 Mtn -Val 0.035 WS.Sev(8) 499978 Reachlm.(8) 51.65 50.05 50.74 Oitws.(ft) F1awA=(sgft) 145.71 EG.Slope(8/8) 0.001874 Ama(sgft) 145.71 QTOW (cA) 432.80 Sow(cfs) 43280 Tapwilig() 70A6 Tap WdBa(ft) 70.46 Vd Total(8)s) 297 AvgVd.(8/s) 297 MaxCN Dpth(ft) 3.11 Hydr.Dep6i(8) 2.07 Cmv.Total(ds) 99989 Cmv.(ds) 9998.9 I=* Wtd (ft) 5005 Weaed l on (ft) 70.90 MinC El(8) 4989,67 Shear(m'sgft) 024 A4ft 1.00 Shearnpaiw(1N8s) 0.71 FI=Lam(ft) 0.13 Om Vohure(aoo-ft) 004 145 001 C&ELass($) 002 QanSA(a ) 006 0.71 004 L:UOBS1183-0511datalDralnagelCurrent Hec-Ras\FCSS.rep Printed: 05/17/02 SEAR -BROWN ' Warning llc mvc5wmrmo(upsn=m veyscedividei bydo tmrncomty=)u less Um0.7ar®=6en1.4. Tlm mymdicazdxneedforaddifiorelamsetms. CROSS SCLTION RNFR RIVER -1 RFAmRcadt-1 RS: 12 ' 84PUP D="m: 12 Smfim Elevxhm DaM nusr>= 31 Sta E3ev Sta Elev Sta Elev Sta Ebv Sta EW ' 04992.5 .05499Z49 .12499249 205499233 207499235 10849924 2.08499236 2.09499237 2.11499239 2.18499245 25549918 955499458 30,084997.49 36024996.01 38.734995.43 459449939 62.7949903 6698499003 6&674989.92 71394989.75 77.7949993 79.674989.47 93094989.66 88M 4990 9024990.13 ' 9279 49903 100.03 49923 1IQ61499525 114314995.18 116.94995.12 1I83 49%.1 NdamthtgsnVakm nano= 3 Sin n Val Sta n Val Sta n Val ' 0 .035 30.08 D35 110.61 .035 BmkSk Left Right Lmglm:LeftChaatd Right CoeffOoir Expm. 30.08 110.61 50 5245 592 .1 3 ' CROSSSECIONOUIPUP ft&#PFI EG. EIev(ft) 499277 E3crcn IcftOB Chanel M&OB VdHmd(ft) 029 Wtn-Val 0035 0.035 W.S. Elev(11) 499248 R=hlat.(ft) 5000 5245 5920 aitWS.(ft) FbwArea(s1ft) 0.15 99S9 EG. Slope(1U&) ODW996 A=(sgft) 015 99.89 QTotal (c&) 432.80 Fbw(c&) OD7 43773 Topwiddt(ft) 50.10 TopWrdftr(ft) 1.99 48.11 VelTaml(fi/s) 433 Avg.Vd(ft) 0.46 433 ' MuChlDplh(fl) 3.18 H)*.DgAh(11) 02 US Caw. Toml(ds) 68470 Cmv.(c&) 1.1 6845.9 MmCh El(ft)*Wli� 498930 Shw(dsq(ft) O.02 0510 Alpla 100 suarnp ver(8srfts) 0.01 222 PrM Cm 022 CumVo4am(aae-ft) 0.04 131 0.01 C&ELffi ft) 0.00 CmtSA(x ) OA6 0b4 ON Wmmg Divided fbwmnpaftd fur(waoss =m ' CROSS SBCMN RNFR: RIVER-1 REACH: Readr-1 RS:II INPUT ' mac11 StO Sadm Elevmim eza naarF 32 Sta Elev Sm Ekv Sta Elev Sa Elev Sta E1ev 049921 M4992O5 1.9949919 2064991.97 2074991.99 Z09 4992 213499M 22499112 2.42499233 249499Z4 ' 2645 499&4 30.449%M 41,21499626 42,%4995.76 4894499402 WA 4990.1 64334989.98 77A84989.11 79A7498924 92484990.11 967 49912 110.964994.95 11721499482 122964994.71 123214994.45 123.46 49942 12449 49943 125A6499438 138.854994.75 145.494994.95 148.94 4994.9 1504994.92 ' N4ammgsn Valor nut 3 Sta n Val Sa n Val- Sta n Val 0 035 30.4 035110.95.-,035 BankSw Left Rigla LcngBa_L&chwd Ri& CoeffCma. F�pm, 30.4 110.96 50 50. 50 .1 3 CROSSSCMNOUfPUf Pru&HPFI EG.EIev(ft) 499255 F7armt Left06 Chanel RIIIOB Vel H®d(ft) 032 Wtn-Val. 0.035 0.035 ' WS.EIev(tt) 499223 ReachLm(f3) 50.00 50M 50.00 arms(ft) FbwA=(sq 054 9529 EaSbpe(M) OM4343 Arm(s ft) 054 9529 QToad (cfs) 432SO Flow(6) 053 432T TopWidh(ft) 4793 TopWdlh(ft) 232 4551 ' Vd Toal(fi/s) 452 A%3NcL(ff/s) 0.98 454 N1acChl0p6t(ft) 3.12 Hydr Deph(ft) 023 2.09 Ca Tcal(ds) 656/.5 Om (cfs) 8.1 6559A La* Wkl(ft) 50.00 Wetftdltr.(ft) 2.60 46.15 Mn OtEl(ft) 4989.11 Sh=(m'sgft) 006 056 ' AWs 1.01 Str=Po254 s) 006 FemLm(� 022 CamVohzm 4 1 oas C&EL(1t) O0aO O=SA() 0.06 059 0.04 ' Warmrg:Dividcdtbwcmpuad&xfhis s=m L:\JOBS\183-051\data\Dr2inage\Current Hec-Ras\FCSS.rep Printed: 05/17/02 SEAR -BROWN Wmmg Meaos ctimaid pou%had mbeamyded vauc*forte cmp*d wwarfam CROSS SEC UN RIVER RIVER I REACH: R=10 RS: 10 ¢dPUr Damipdm: 10 ' Scaim Ekvacm Dma nurn= 28 Sa Elev Sa Ekv Sa Bev Sa Ekv Sta Ekv 04991.6 344991.61 1934991AB 2054991.6 2074991.62 2114991.7 2.174991.72 2294991S5 243499198 15A14994.62 30.43 499&4 61.194990.19 6218 4989.9 64.034989.78 77.184989.91 ' 79.16 4989 9218498991 964499OS8 110.93499416 11674994A4 12293 4993.9 123.194993.66 123434993.42 12439 49935 12543499358 138.79 4994145.434994.19 15049906 Mmmmgsn Values nurn= 3 ' Sa n Val Sm n Val Sa n Val 0 .035 30.43 .035 110.93 .035 BmkSm:Ielt Rght Lrngs:LeftCbmnd Rght CaeffCmt. Ezpm 3OA3 110.93 50 50 50 .1 3 hwffwtrmFlow nurn= I SaL SaR Ekv Pammmt 868 T CROSSSECrONOUIPUT Pm&#PF1 P.O.Ekv (ft) 499233 Elmr LatOB Chmacl RightOB VdHcsd( 031 Wtn-Val OA35 WS. Ekv() 4992.02 RewhLm.(R) 50.00 50.00 50.00 CatWS.(ft) 499121 FlowA=(sgft) 96.69 EG.Slope (8/ft) O.OD4335 Armogft) 1.04 96.69 QToml(cfs) 43230 Flow(cfs) 43280 Tap Wrdth(1� 49.76 Tap Widdh(ft) 263 47.12 VclToa1(ft) 4.48 Avg.VeL(Ws) 4.48 My (hl (� 3.11 Hydr.Dgifta(ft) 205 ' Carv.T (ds) 65735 Carv(cB) 6M5 MmQrD 8)ft) 498&91 Sf�(�sq(lU 0551 A#a IAO StvamPomr(INBs) 246 Frdn I=(fl) 022 OrnVo6mre(aao-ft) 0.04 109 OAI ' C&ELas(ft) OM CanSA(a ) 0A6 054 0.04 WammgDvided OowmMrmd6rdwao$ mm Wmnurg Theaomiswtimcrdpomtst iDbccdm Wvmbm8ySr8emrg.ftdwatrsm6cc. CRMSECnON RIVER RIVER RFACHRearh-1 RS:9 NPUF ' DonEm:9 SafilimF3eudfim m Dam nF 31 St Ekv % Ekv % Elm % Ekv Sla Elty 049912 A44991.17 1364991.06 203499123 207499126 212 49913 221 4991.4 236499156 438499211 3036499739 ' 34AI 49963 15514996.03 37A499558 41.474994.6 56644990% 61S74989.7 63.72498958 76S7498&71 78.864988.94 91.974989.71 96.1549905 11036499329 116644993.17 L22864993DS 123.12499279 1233649925 124324992.63 125364992.71 138.734993.0514536499321 150 4993.1 ' Mann non Valum nurn= 3 San Val Sa n Val San Val 0 D35 3036 .035 1)0.86- .035 ' BmkSa:Ldt Right Lw^l ftChmard Rghl CoeftCaar. Elm. 3036 110S6 50 5D 50 .1 3 beffixtwFlow nurn= 1 StaL SaR Ekv Parrmet 8M T ' CRDS.SSFLTIONOUTPUr Pnffle4PFI EGEkv(ft) 4992I1 Barest LdtOB amend RWtOB Vel 14ead(f) 030 Wtn-Vat 0A35 WS.F3ev(ft) 4991S1 Rmblm(fl) 50.00 50.00 5000 ' CdtWS.(R) 499102 FlawArm(s 1t) 99.13 EGSkm(Nft) 0A04300 Area(sgfD 1,63 99.13 QTGW(c&) 43280 Flow(cfs) 432SO Top V rxM (R) 5323 Tap Widda(ft) 328 4995 Vd Taal(M) 437 Avg VeL(Ns) 437 ' MmChl Dp(h(ft) 3.10 Hyttr.Dg79a(ft) 1.98 Caw. ToW(ds) 6600.4 Carv.(ds) 66DO4 LmghWai(ft) 50AD WetmdPa.(ft) 5047 bfmChEl(ft) 49%71 Shem(Malft) 053 Alta 1.00 ShumPomr(INRs) 230 Fran Lom(ft) 022 OanVolme(a ft) 0.04 0.97 0.01 C&ELm(ft) 0.00 OunSA(am) 0.D5 OA8 0.04 L:UOBS\183.051\data\Drainage\Current Hec-Ras\FCSS.rep 7 Printed: 05/17/02 SEAR BROWN ' Wmwg Divided fbwmirpumd forftaum-s=m Wanting Theamsatim cod ports had tobeCMXW muc ally forttecorpukd vvaacrsurtm CROSS SECTION RNER: RNER-I REACH: Reach-? RS:8 ' INPUT Dmmpum:8 StationEkvatiauDam ni 27 Sta ELv Sta Ekv Sta Bev Sm Eev Slat Elm ' 04MS 554990.74 184990.63 2.024990S5 2.074990.9 213 4991 2244991.07 2.34991.13 20664996.19 3034991115 5443 4991.6 6157 49895 63.41498938 76-7498951 78554988.64 915749895 95.94990.19 110.849925111658499239 122849922'7 123A6 4992 12334991.77124264991.95 12534991.9313&67499227 ' 1453 49924 150499231 Mmmmg'snValues nar- 3 Sta n Val Sta n Val Sta n Val 0 .035 303 05 110.8 A35 BmkSFa:Lct Right Lmghs:Left(Y®md Ri& CoeffCcm Evpm. 303 1108 50 50 50 .1 3 k kcmFmw nurrr= 1 SmL StaR Eev Pansnmt ' 898 T CROSS SECRON OUTPUT Pmfik#PFI EG Elev(it) 499M Elena IEftOB Chand Ri&OB ' Vd Hmd(ft) 030 Wtn-Val. 0.035 WSEkv(8) 4991,60 ReadaLm(ft) 50A0 50A0 50.00 OitWS(ft) 4990SI FknvAna(sgft) 99Z3 EGSkpe(f/ft) 0.004349 Am(sgft) 235 9923 QTotal (ds) 43280 Fknv(cfs) 432.80 ' TopWidth(ft) 5451 Tap WidM(ft) 4.00 5051 Vd ToN(ft/s) 436 Avg VeL(ft/s) 436 Max CH Dpth(ft) 3.09 Hydr. (ft) 1.9E Cmv. Total(ds) 6562.8 Cam.( ) 6562.8 Lc*Wkt(ft) 50A0 Weaccift(f) 51.04 MmCh8(R) 49051 Shwlft*ft) 053 Alpte 1.00 Sftmrnp a(hts) 230 Fmn Loss(ft) 022 ClanVdme(aao-fl) 0.04 036 0.01 C&ELoss(ft) 0.00 0ornSA(ames) 0.05 0.42 0.04 WammgD '�11�ampuadfurdma . mnmg pmtslndbbee2ndedwtimltyfortcomrpredwtmurfse. CROSS SECHON RIVER RIVER ' REACH: Read l RS:7 INPUT Dscaptian:7 StationElevationTara n 27 ' Sta Ekv St Flev Sm Ekv Sta Eev Sm Eev 049904 .66 49903 1.74499021 2014990.48 2.06499053 215 4990.E 2.214990.71 9.19 49923 3024 4998.1 4753499337 54M 4991A 612749893 7241498958 7627498832 8026498859 912749893 9926499036 110.744991.93 116514991SI 122.744991.69 123 49914 123244991.19 1242499127 12524491135 13864991.68 14524 49918 1504991.73 MmmmonVahas mop .3 Sta n Val Sta n Val '& fl Val 0 D35 3024 .035 I10:14�.om BmkStLLeft Right LmOs:LeftChmmd Rgft CoeffCmtr. Expmt. 3074 110.74 50 50 50 .1 3 medectiwFlow nuan= 2 SraL SmR Ekv Pet wend ' 898 T 868 T CROSSSECDONOUTPUT Pn118c1RF1 ' E.G. Ekv(it) 4991.68 Bmwl LcftOB Chmnd RigltOB Vel Hmd(ft) 028 WLn-Val. 0.035 WS C]evft) 4991AO Rewb Lm.(ft) 50.00 50A0 50A0 OitW&() 4990.61 FluwAea(sgft) 10149 EG.Skpe(ft) 0.004275 Am(sgft) 3.42 101A9 032 QT(4�1432.80 TVpW) 625 Tap Wires($) 57A 50 411 Totalfts) 426 Avg Vd(ft) 426 MaxCW Dp6u(it) 3A8 Hyrtr.Rp61(ft) 192 Cow.Toml(ds) 6619.7 Cmv.(cfs) 6519.7 ' MmmChEl�(ft) 4�W32 9ffi(h*8j 0030 511 L:\JOBS\183-051\data\Drainage\Current HocRas\FCSS.rep 8 Printed: 05/17102 I SEAR -BROWN Alpha 1.00 Stt�nPover(GaBs) 217 I=1�(8) 021 OcnVohms(aao-8) 0.03 0.74 0.01 C&ELm(8) 0.01 CtunSA(e ) 0.04 036 0.04 Wammg Dividedtlowcarpuwdfbrdmaums tm Wammg Tlzanm-emmmdpoinisbWwbee�vatcaHyfafiecm uwwntffmface. ' CROSSSECTION RIVER: RIVER REAM Reach-1 RS:6 Npur 'Dmmpbm6 SmonElevabcnDm nt 29 Sm Eev Sea Ekv Sea Eev Sbi Ecv Sa Elm 04989.9 .77498936 1b84989.79 24990.11 2.064990.17 21649903 2.18499029 26024995.75 30.184996.9 38A5499W ' 40.72 4994.1 42AI4993.66 48.17499225 60.96 4989.1 62.84988.98 759649KI 7794498824 90964989.11 95394989.62110L8499139 116A549913 U2.684991.15 12294499089 I23.184990.h5124,144990.73 125.18 49905 138544991.14 145.18499131 150 49912 ' MammgsnVahxs near= 3 San Val Stan Val San Val 0 .035 30.18 035 110.68 035 Bank Sea: Let Right La*m:LcftCtmmcl Right CoeffC= Expan. 30.18110.68 50 50 50 .1 3 IrcdaaiwFlow nian^ 2 SIaL SOft Bev Parrmtmt 888 T 888 T ' CROSSSB=NOUiPUF Pmfile#PFI EG Elev(A) 499146 Element Le8OB Chmmd Rs&08 Vd Had( 026 Wtn-Val, OD35 WS. Elev() 499121 RachLm(ft) 50.00 50.OD 50.00 ' CritWS.(8) 499039 FkiwAta(sgft) 105.98 EG Slpe(ft) 0.004058 Anm(sgft) 4.68 105.99 438 QTool (cfs) 43230 Flow(cft) 432.80 TopWdth(8) 8368 TcpWd@t(8) 6.17 %66 2054 Vd Toal(8/s) MmcChlDplh(ft) 08 Aog Vd(lVs) 3.10 Hyitr.Dco(8) 4.08 187 ' Caw.Tcal(cs) 67944 Cmv.(ds) 6794A LmgthWaL(ft) SOOO WeadPa.(8) 57.11 Min ChE(8) 4988.10 Shear(9*ft) 0.47 From (ft) 1. 021 CtanVok=(a(aaaft) 0� 0.62 OAO ' C&ELM(ft) 0.00 Otm SA(aaa) ON 030 OA2 ' Wammg Dividai8owcorr, a Rrdusaoss Wang Theaosssctimaid point; had tobeaxa ndedvxabally8rthemtputedwffisufece. CROSS SBCDON RIVER. RIVER -I REACH: Radt-1 RS:5 'Npur Dcsa Scrim Ena6an Daa � 25 Sa Eev Sa Elev Sa E1ev Sa Eev Ste Eev ' 049895 584989A2 1,62498936 L994989.73 2.06498951 212 4989.9 14.624993.63 30.124997.18 59.74989.14 60.66 49889 625 49888 7566498791 77.64498804 90b6498891 95.144989A4 110.62 49913 116394991M 12Z624991.09 12238499OS3 123.12499D.59 12A.08 4990.7 125.124996.7b )3848499109 145.12499126 1504991.14 MmmmonVakm ntarF� 3 Sa n Val Sa n Val Sa n Val 0 .035 30.12 .035 110.62 .035 BaikSa:Uft Right Lmglta:leftChmaid Right CocMntr. Expm. 30.12110.62 50 50 50 .1 3 h>e&arveFlav m 2 SaL Stall. Elev Panmmt 888 T 08 T ' CROSSSBCTIONOUIPUf Pn81c#PF1 EGEev(8)) 499125 Eam4 LeftOB awnel N&OB Vd Had(8) 027 Wtn-Val, O,035 ' W.&fkv(8) 499M RadiLm.(8) 5000 SODO 50.00 CdtWS.(8) 499021 FlowAtea(sg8) 10309 EG.Slope(8B) ODOOM Anm(s{8) 5.15 I0109 1.64 QToal(cfs) 43230 Flow(cfs) 43280 TcpWdth(8) 7207 TapWdBr(8) 5.74 5503 1130 Vd ToW tGs) 420 Avg. Vd (8/s) 420 M=Cld Dph(8) 3.07 Hydr. Depa(8) 1.87 L:\JOBS\l83-051\data\Drainage\Current Hec-Etas\FCSS.rep Printed: 05/17/02 F9�\ea 7ei�� Cmv.TcW(cfs) 66143 Cm..(cfs) 66143 IMO Wtl (R) 5000 Wetled Ptr. (ft) 55.49 MmChS(ft) 499791 Sh=(b*M 050 Alpla IDO S6rmnPowc(BPfts) 208 Ftcm Lass(ft) 023 Om Vohart(amo-ft) 0.02 030 OAO C&ELm(ft) 0.00 CwnSA(ecros) 0.03 024 0.01 Wmmrg DividedflowmMu4cdfarbusmns =m Wmmmg Theacss mmerdpomtshadrobeco=Wvmb=Uyyfardieompoadw subm CROSSSBCWN RNFRRNER-I REACFLRcoclO RS:4 NPUF Desmpum:4 Swum Ele%Om Dam nutn= 28 % Bev Sm Ekv Sm Bkv Sm ELv % Ekv 04989.1 984988.99 1554988.94 1.97498936 2054999.44 3.154989.7 30JD5499722 3224499722 32S84997.03 34.044996b7 36.824995E 5207499121 603549887 6Z19498M 75354997.71 7733 4987E 9035498871 9459498935 110554991,62 11633 49915 12755 4991.4 122,814991.12 123A54990.88 124.01499096 125.054991.05 13842 4991.4 14505499155 1504991.43 M=OnVahm tmtt= 3 Sm n Val Sm n Val Sm n Val 0 .035 3005 035 11055 .035 Bank Slate@ Ri& Lmgdu:LeftChmuwl Right CaeffCmtr. Expm. 3005 11055 4435 49.99 55.63 .1 3 8teffsuetFbw man= I SmL SraR F3ev Pmm®rmt 888 T CROSSSBCfIONOUIPUr Pmfik#PFl EG.ELv(ft) 4991.02 E'krttnt LeftOB Chmnel RightOB ' Vd Hew (it) 032 Wtn VeL 0035 WSEkv(ft) 4990.70 RewhL m.(il) 4435 49.99 $5.63 OkWS(ft) 499001 FbwAma(sgft) 95.65 EG.Sbpe(Ad) OA04908 Ama(alft) 628 9565 QTOW (cfs) Tap Wd&(ft) 432SD Fbw(ds) %94 Tap Wdh(ft) 43280 647 50A7 Vel TOW(ft/s) 452 Avg Vd(fds) 452 M=CNDpdi(ft) 299 Fb*..Dq b(ft) 1.90 Cmv. Toml (ds) 6177.9 Cmv. (c6) 6177.9 Ienglh Wd.(ft) Min Ch8(ft) 49.99 WetledPtr(ft) 4997.71 Slteffi(INagft) 5098 057 ' 1.00 Fmm Lm(2) 0.41 OmVodm (aa A) OA2 039 C&EL=(8) OA5 CwnSA(aoes) 0.02 0.18 ' WammgDwdcdfbwcmpumdfmdmau%-cMm Wammg'Ileaoms"merdpontstndlobecaado]vot dlyfatteanpumd Wdb:r=ace. Wmnmg"Riecmveyc ruoo(up9�veymret8videdbydownsu na vry )isles ' dim0.7as�mdmm lA. lltislas rteyudirrmdtene�raadditimal atsssmtims. CROSSSBCFION RNER: RTVERI REACH:RcwlL l RS:3 INPUT ' Dwmi Ek Smurn E3tvebm Ltam nmF 31 Sm Ekv Sm Ekv Sm Bev % Ekv % Ekv 04989.7 12649886'-I,684,98856 215498903 2184989.06 18.69 49932 3026 49967a54E1498991 604498851 63.57 49893 75A449975 90.97498947 90.4749885 90.91498M 101.11499059 101.14 49906 1093 49922 11059499246 11522499257 115S4499258 119E6 4992.7 L21.08499271 123.1 0924 124.41499223 124E6 4991.8 12493 4991.7 126.82 49919 126984991.91 128.64991.95 14869499245 150 49924 MmvmOn Vats a 3 Sm n Val Sm n Val Sm n Val 0 .035 3026 035 121D8 .035 ' BmkSta.Left Right Lrnpts:leBChmmel Rift CoeffCmtr. Evm 3026 121.C8 2825 49.94 70.83 .1 3 hwffoctwFtow n l StaL SlaR Ekv Pemmmt 888 T ' CROSSSBCMNOUIFUf Pm&#PFI EaEW(f) 499056 Elm= LeftOB ClmM RigkOB Vel Hmd(11) 0.77 MC Val 0035 WS.EW 1t) 498930 RcwhLm(ft) 2855 4934 70E3 QitWS.( ) 498920 FlowAna(sgft) 61M L:\JOBS1183-051\data\Drainage\Current HocRas\FCSS.rep 10 Pdnted: 05/17/02 ' SEAR -BROWN EG. Slope(fVk) 0.016595 Atex(sgft) 3S2 61M QToted (cfs) 432.80 Fbw(cfs) 4323D TopWidlh(ft) 4692 TopWd(h(ft) 5.11 41.81 VelToml(tt/s) 7.04 Avg VcL((&/s) 7.04 230 s) 1.47 Caw. Taml�(cfs()) 3359.7 CCmv.(c6) (ft) 3359.7 La* Wd(11) 49.94 WdmdFtr.(R) 42.16 MmChE(ft) 49975D ShwM*ft) 151 Ftctn I=(ft) 1.00 030 C=Volm=(w) 0.64 (a0.01 020 C&ELas(ftan ) 0.16 QSA(eaes) 0.02 0.12 ' Wammg7lroxWapmmcouldnotbehdmxedwtmtth V=fiednmibmofit atmc. The p Warnusaiaibal depth forthewalesurfaceandmtmxralm withfhcmbjbti s Warning Divided f awoonprmd fordzooz-emm. Wammg Thca m-=m erdpomshad mbeemded venia*fmthecmVjtcdw %xrtace. Wammg Thevebdtyhmd hasmmgd byrr edmt0511(0.15 m) Thmmayirclicatulhenemfa addacruilcrmse:dmt. Wammg Themnvcymtcermo(Lps6eamcarvWs &vxWbyda%sbwncarvmym )i lets thm0.7mgr=thm1.4. Thismyadrcateftrmddraddidmalaossect s Wammg ThemegvEmswgearcwl0ft(03m}bdl dra tardprevia cres ' satim. Thisnnyftnwdfmaddaonala swhtm Wammg Da gthesnxkdsrepitemdas,whmtl m&mmdwam'suffacewassetapmlai aticaldepth,decablbtadw sLufaecmrebwkbebwmbaddepm. Tlmvdicabs ttmtd=5nota vabd subaihal .. Thcpogmndef,,W 1oaiUddcplh. Nm: MUI6plemualdgrlsvvaefo"wdi;o=mlhemucaldgmhwghdwbwes;val4 WAXsurmcewastsed CROSS SECTION RIVER RIME REACH: Reads-1 RS:2 t esaq Desmn6m:2, Smdm EkvaaatlAm niarF 35 Sm Elev Sm E3ev Sm Elev Sm ELv Sm Bm 04903 62498847 8498833 83349893 &864988.79 ' 8S6 4988.8 21.64499181 35.71499542 3895499447 3938499439 39.7949943 4025499423 40.784994.11 41374993.98 42A84993.81 42.924993.6 43.97499333 45324992X 47.15499246 4981 4991.7 54] 49904 6231 4988 6785498634 71S4996DS 8288 49853 9529 49861 979249M.Z7 1292 49922 133A1499M 138314993.92 t 139214993.9143.64499415146684994.13148974994,19 11049DA21 MamffonValues nurrr 3 Sm n Vd Sm n Val Sm n Val 0 .035 35.71 .035 13831 .035 ' BmkSm Left Right Lrng0ve LeftChmmcl Right CoeffCow E PM 35.71 13831 2885 49.84 7083 .1 3 hre&cdveFbw r I SlaL StaR ELv Femmtaa ' 888 T CROSSSB=NOUIK7 Pto&#PFI EG. Fkv(ft) 4988.89 Scrrmt LeftOB ChmarJ Ri&013 ' Vd Head(ft) 024 WLo-Val 0.035 W.S. Elev(ft) 4998.65 Reactlm(ft) 28M 49S4 7083 OaWS ft 4997.60 FbRawA EG.Slope(N@) 0.003102 Atm(sgft) 225 109.78 QTotal (ds) 432SD Flow(ds) 43230 TepWxl@r(ft) 59.07 Tap WdBt(@) &71 SD37 Vel Toml(fVs) 394 Av&Vd.(f1/s) 3.94 =q, (ft) 335 Hydr. (ft) 2.18 Cmv. T (ds) 77708Cmv. (cis) 7770.8 Length W41.(lt) 4984-3Ve p&. (ft 5099 Mmt7lsoo 498530 �hfe o*lt O42 ' Akft 1. ntc St=n?(bts) Ib4 ($) (aacft) 0.01 020 C&ELcm(ft) O.06 C=SA(aaes) 0.01 0.07 Wambg Divided flowcmryutm fmlldsctmssetim Waomg Them�sxtmadpousml®dbbeewexladwtaz8yfatlxampugd wabrs�xface. WmrgTre ve3w=nvjo(upstreamcanvcyamedhl&ibydomstreamumvny=)m kQ thm()L7orgmuxtlsm IA. Ibmmyvdu=theaalfmaMbcrala secb=. ' CROSS SECTION RIVER RIVER -I REACH R®rh-1 RS:1 INPUT D quTtim:l ' Sbdm Elcvabm IDm ears= 19 Sm Elev Sm ELv Sm Sm % ELv Sm ETev 04987b 10.8649979 2426499&15 2652498799 26744997.97 27.1249893 27364988.47 29.99498&14 34.61 4989 49824%5.73 75 4983 8195498354 88384984.02 89514994.11 90.81 49842 ' 9723 49964 100.994987.71 12123 49913 150499181 L:\JOBS\183-051\data\Drainage\Current Hec-Ras\FCSS.rep 11 Printed: 05/17/02 1 MarnronVahha rm s 3 Stan Val Ste n Val Sm n Val 0 .035 34.61 .035 121Z .035 ' BankSta:Ldl Riga Lengths: LztChm=i Right CoeffCmtr. Dgm. 34.61 I21Z 0 0 0 .1 3 NeffacGroFlow ni F 1 StaL SlaR E3ev Penariort ' 898 F CROSS SBMONOUIPUr Pmfk# Fl EG Elev(ft) 4988.79 Hama LeROB Channel RightOB t Vd Head(ft) 0.05 Wtn-Val 0.035 WS.ELv(ft) 4988.74 RearKm(ft) QaWS.(ft) 4%557 FlowAma(sgft) 243SI E.G.Slope(tUli) OMM66 A=(sgd) 24AS 243.81 QToml(cfs) 445.60 Fknv(cfs) 445.60 ' Top Whmh (ft) 10419 Tap Wkft h(ft) 3321 MA Vd Tool(ft/s) 1.83 Avg Viet (M) L83 M=Chl Dpth(ft) 5.74 HSdc Dhp9r(tt) 343 Cmv.Toml(cfs) 23304E Cmv.(cfs) 23304E LM*Wld.(ft) Welnd t.(ft) 72.17 ' NfinC2hEI(li) 4983DO Shm(Msgft) 0.08 100 sirvarnp�Cmvounc(am sft) 0.14 FmmA �(� C&ELM(ft) Ou SA(azes) ' Wammg Divided flowcarpilalforfasam;$tim. ' SUMMARY OFMANNINGS NVALUES Rir MVER-1 ' Reach RierSla. nl n2 n3 Radh-I 20 A35 .035 A35 Rarh-1 19 A35 .035 .035 RacMl IB A35 .035 035 Read*1 17 Readh-1 16 05 .031 .135 035 .035 .035 ' Reach-1 15 .035 035 A35 Reach-1 14 .035 A35 .035 Raclfl 13 035 .035 .035 Rhadk 12 Rad}l 11 .035 A35 .035 .035 .035 035 t ReacM 10 .035 .035 .035 Reach-1 9 A35 A35 .035 Reach -I 8 035 .035 .035 Reach -I 7 D35 .035 .035 RM11-1 6 .035 .035 .035 ' Reach-1 5 035 .035 .035 Rath-1 4 .035 .035 A35 Rerlh-1 3 A35 A35 .N5 Radrl 2 A35 .035 A35 ' Ranh-1 1 MS .035 .035 SUMMARYOFREAMLENG iS River. RIVER Ranh RrmStt Left, Cleaand Right Readh-1 20 10.02 1002 10.02 Reach-1 19 50 50 50 Reach-1 18 50 50 50 Rmch-1 17 50 50 50 Rech-1 16 50 50 50 ' Reach-1 15 50 50 50 Reach-1 14 50 50 50 Radh-1 13 510 50.05 50.74 Rath-1 12 50 52R5 592 Reach-1 11 50 5D 5D t Reach-1 10 50 50 50 Readrl 9 50 50 50 Reach-1 8 50 50 50 Radh-1 7 50 5D 50 Rcach,l 6 50 50 50 ' Reach-1 5 50 50 5D Rmcb l 4 4435 4999 5563 Reach-1 3 2M 49.84 7M RewlA 2 28.85 49.84 70S3 ' Radtl 1 0 0 0 SEAR -BROWN L:\JOBS\183-051\data\Drainage\Current Hec-Ras\FCSS.rep 12 Printed: 05/17/02 ' SEAR -BROWN ' SUWARYOFCONR2ACMNANDEXFANSIONCOEFFlCIENIS Riw: RIVM-1 Reach Pj=Sta Cmtr. Evxn Readd 20 .1 3 ReadFl 19 .l 3 Reach-] 18 .1 3 Reach -I 17 .1 3 ' Reath-1 16 .1 3 Reach-1 15 .1 3 Reach-1 14 .1 3 Reach-1 13 .1 3 Rwfi-1 12 .1 3 ' Reads-1 11 .] 3 Readrl 10 .1 3 Reach-1 9 .1 3 Rode-1 8 .1 3 ' Rods-1 Readrl 7 6 .1 3 .l 3 Readrl 5 .1 3 Reach-1 4 .1 3 RwdH 3 .1 3 ' R=10 w RdH 2 1 .1 3 .1 3 Pm6k0upx4Table-SUdmd Tablet ' Reach RncS1s EGEkv WSElev Vd Hwd Fndniffi C&Elm QIaft QChannel QRif[TopWdth (R) (ft) (9) (A) (ft) (Cfs) (CS) (Cfi) (ft) Rwdt-1 20 499551 4995.19 032 0.12 0.03 36150 62M Reach -I ReacM 19 18 499537 4994.78 4994.76 4994.45 0,59 031 050 036 0.08 0.01 36150 3615D 49.9D 5190 ReccM 17 499438 499397 OAI 0.57 002 36150 44.80 Roch-1 16 4993.80 4993.17 Oki 031 0.13 36150 4523 Reach-1 15 4993.18 499297 021 0.14 0.01 434.60 6638 RcacbA 14 4993,03 499287 0.17 0.10 001 434.60 6435 Rwdt-I 13 4W292 499278 0.14 0.13 002 432.80 70A6 ' Reach -I 12 49927/ 4992.48 029 0.22 ODD 007 432.73 50.10 Readrl Il 499255 499223 032 022 O0D 053 43227 47.83 Rwd}1 10 499233 499202 031 022 0.00 432.80 49.76 Readt-1 9 499211 499121 030 OM 0.00 43280 5323 Rwd}I 8 4991.89 4991f0 030 022 000 43230 5451 Reads-1 7 499148 4991.40 028 0.21 Q01 43780 62.15 Rwdrl 6 4991A6 499121 026 021 0.00 43230 83.68 Rmh-1 5 499125 4990.98 027 023 Q00 432.80 7207 Rwdt-1 4 4991.02 4990.70 032 041 005 432.80 %94 Reach-1 3 499056 4989,80 0.77 030 0.16 43230 4692 Reach-1 2 498889 49KO 014 004 006 432SO 59.07 Reath -I 1 4988.79 4988.74 OAS 445.60 104.I9 ' RofdeOugaIITabIe-SWi&dTahlel Reach RwSta QTobd MmC}hEl WS Elev CrdWS, EG Elev EG Slope VdChnl FmwArm TopWxlh Fmde#Chl (cfs) (ft) 01) (ft) (ft) (fvIt) (fvs) (s9ft) (ft) Reads -I 20 3615D 4993.00 4995.19 499531 0.008309 4.53 79.96 62.80 071 ' Reads-1 19 36150 4993.00 4994.78 4994.78 499537 OA17116 6.16 59.66 49.90 100 Rwdt-1 18 36150. 499200 4994.45 4990.76 0006505 450 9D35 n% 0.64 Reach-] 17 361'50, 4991.90 4993.97 4993.61 499438 O.M130 5.13 70A1 44.80 0.72 Rwdt-1 16 36150_ 499128 4993.17 4993.17 499330 O016M 639 5659 4523 101 Rwdt-1 15 434.60 4990W 4992,97 4993.18 0=503 3.70 11737 6638 0.49 ' Reach-1 14 434.60 4989b0 499237 499303 OD02329 329 13200 6435 041 Reads-1 13 4323D 4989.67 499278 499292 OD01974 297 145.71 70A6 036 Reads -I 12 432SO 498930 499248 499277 0.003996 433 10004 50.10 053 Readrl Il 432SO 4989.11 499223 499255 O.OD4343 454 95.83 47.83 055 Rwdrl 10 432.80 4988.91 499202 499121 499233 0.004335 4A8 9669 49.76 055 ' Roth-1 9 432SO 4988.71 499121 499102 499211 0.004300 437 99.13 5323 055 RwdFl 8 43230 499851 499Ib0 4990.81 4991.89 0.004349 436 9923 5451 055 RwdN 7 43230 498832 4991.40 4990.61 4991.68 U04275 476 IOIA9 6115 054 Reach-1 6 43230 498810 499121 499039 4991A6 OD04058 408 105.98 9368 033 RodA 5 43230 4997.91 4990.99 499021 499125 ODD= 4.2D 10309 7207 054 ' ReadN 4 432SD 4987.71 4990.70 4990.01 499102 0004908 452 9565 5694 059 Rwdrl 3 43220 499750 4989.80 4989SO 499056 0.016595 704 6152 4692 102 Rwdrl 2 432SO 498530 4986.6.5 499760 498839 0003102 3.94 109.78 59.07 OA7 Roth-1 1 445.60 498100 4988.74 499537 4988.79 0.000366 1.83 24331 104.19 0.17 LI L:VOBSkl83-051\data\Drainage\Current Hec-Ras\FCSS.rep 13 Printed: 05/17/02 I 1 1 I 1 1 OIL/WATER SEPARATOR I I I I I I I I I I 1 ' SEAR -BROWN ' MEMORANDUM TO: Project Staff FROM: Stan Dunn, P.E. SUBJECT: Ft. Collins Warehouse Storage Area Improvement Project — Transformer Storage Configurations DATE: May 6, 2002 This memorandum is provided as summary of the transformer spill/stormwater detention option selected for the above Project. Please find below a discussion of brief history, criteria used and facility ' description, with manufacturer's cut sheets and exhibits appended. Brief History: Sear -Brown is retained by Vaught-Fyre Ripley (VFR) on behalf of the City of Ft. Collins (City) to finalize the City's warehouse storage area (700 Wood Street). As part of Site improvements, a ' transformer storage area is desired, with the initial Site Plan indicating an approximate 300'x300' area dedicated in the southeast quadrant of the Site. This plan was further integrated into Site grading (2% to the NE), and required to be concrete paved. ' As part the transformer storage area spill containment plan, Sear -Brown was directed to design a containment system capable of handling the 100-yr, 24-hr storm runoff volume plus the volume of the ' largest transformer unit (500 gallons). However, the design storm was still a question, and more specifically how regulations were interpreted and which regulations governed. ' Based on the design parameters and resulting runoff volume, it was determined that a sub -surface storage facility would be required to contain approximately 0.95 acre-feet. This imposes the requirement of a sub -surface detention system on the order of up to seven 60-inch diameter pipes ' connected to a header system leading to an oil/water separator. The cost of which was determined to be about $1 Million, with notification made to VFR and the City. This prompted a review and meeting with City Staff (L. Doble, G. M-Miller, J. Gianola, D. Pusey, T. Sagen) and Sear -Brown (S. Dunn, R. ' Duve), with the focus on determining what options have been explored and the relative costs thereof. Meeting #1 ' Three alternatives were presented, with each meeting the above volumetric requirements but varying configurations (i.e., vaned piping, trenches, etc.). All were estimated to be approximately $1 Million. The design storm was still a question In lieu of the cost, Sear -Brown recommended relocating the transformer storage area to the northeast quadrant of the Site, thereby utilizing the wall as a short-term detention area. Further, it was noted that Walsh Environmental (Walsh) would need to be involved as they would be assisting the City with its spill prevention and containment plan. This prompted another meeting requiring Walsh to attend and assist in selection/development of an appropriate transformer spill containment system. ' Meeting #1 The second meeting presented three transformer storage area options: 1) South Portion of Yard — Full ' Underground Detention; 2) North Portion of Yard — Full Underground Detention; 3) North Portion of I I Yard — No Underground Detention. Walsh confirmed that regulations permit the use of Option 3. Option is described further below. Criteria used are cited below: Transformer Storage Area 1.9 acres Largest Transformer Volume 500 gallons Design Storm 100-year, 24-hour Design Volume 0.87 acre-feet Effluent Discharge 10 ppm Summary of Transformer Storage Spill Containment Facilities: ' This option considers above ground detention of both the largest transformer storage volume and the = design storm. The concrete paved, transformer storage area will be located in the northeast quadrant of the warehouse storage yard. It will be bounded on the north and east by a retaining wall/curb, and on the south and west by an interceptor drain system. This configuration isolates the transformer storage area from the rest of the Site from the standpoint of runoff for the minor (2-yr) and major (100-yr) storms. 1 1 1 LI 1 An inlet leading to an oil/water separator will be installed to provide a chamber that Site Operators may use to inspect the contained runoff prior to its release into the proposed 4'x12' RCBC which.further - conveys Site runoff to the northeast comer of the property, an ultimately to the Cache La Poudre River. Due to the flow through rate of 480 gpm, design runoff volume will pond to an approximate depth of 12 inches under the 100-yr storm. However, the full ponding runoff volume is estimated to be evacuated under 3 hours. Effluent discharge will be limited to 10 ppm. This option is designed to intercept and contain the target spill material, as well as transformer storage area storm runoff. There should also be on -site provisions to mitigate migration of a potential spill via a spill containment kit (or equivalent) that would be used in the event of and observed spill that is still localized to the original container. The estimated cost for this option is approximately $75,000. 1 I 1 I i N� SEAR•BROWN hilAUsiM_,IN#Il it TO: Project Staff FROM: Stan Dunn, P.E. SUBJECT: Ft. Collins Warehouse Storage Area Improvement Project — Transformer Storage Configurations DATE: April 12, 2002 This memorandum is provided as summary of transformer spill/stormwater detention options investigated for the above Project. Criteria used are cited below: Transformer Storage Area 1.9 acres ' Largest Transformer Volume 500 gallons Design Storm 100-year, 24-hour Design Volume 0.87 acre-feet Configurations considered include: I 1 Ootion 1 — Transformer Storage (South Portion of Yard — Full Underground Detention) Option 1 considers detention of both the largest transformer storage volume and the design storm. The design runoff volume will be intercepted by an array of five 12-inch diameter slotted drain pipes, installed transverse to runoff patterns, and initially contained within five 66-inch diameter storm lines. An oil/water separator will be installed to provide a chamber that Site Operators may use to inspect the contained runoff prior to its release into the proposed 4'x9' RCBC which further conveys Site runoff to the northeast comer of the property, and ultimately to the Cache La Poudre River. While this option is preliminarily designed to intercept and contain the target spill material, as well as storm runoff, there should be provisions to mitigate migration of a potential spill via a spill containment kit that would be used in the event of an observed spill that is still localized to the original container. The estimated cost for this option is approximately S1.1 Million. Option 2 — Transformer Storage (North Portion of Yard — Full Underground Detention) Option 2 considers detention of both the largest transformer storage volume and the design storm. Similar to Option 1, the design runoff volume will be intercepted by an array of five 12-inch diameter slotted drain pipes, installed along the north and east property line, and within the footprint of the storage area, and initially contained within five 66-inch diameter stone lines. An oil/water separator will be installed to provide a chamber that Site Operators may use to inspect the contained runoff prior to its release into the proposed 4'x9' RCBC which further conveys Site runoff to the northeast comer of the property, an ultimately to the Cache La Poudre River. 1 ' While this option is preliminarily designed to intercept and contain the target spill material, as well as ' storm runoff, there should be provisions to mitigate migration of a potential spill via a spill containment kit that would be used in the event of and observed spill that is still localized to the original container. ' The estimated cost for this option is approximately $1.1 Million. Option 3 — Transformer Storage (North Portion of Yard — No Underground Detention) Option 3 considers above ground detention of both the largest transformer storage volume and the design storm. The design runoff volume will be permitted to pond to an approximate depth of 6 inches. An inlet leading to an oil/water separator will be installed to provide a chamber that Site Operators may use to inspect the contained runoff prior to its release into the proposed 4'x9' RCBC which further conveys Site runoff to the northeast comer of the property, an ultimately to the Cache La Poudre River. While this option is preliminarily designed to intercept and contain the target spill material, as well as ' storm runoff, there should be provisions to mitigate migration of a potential spill via a spill containment kit that would be used in the event of and observed spill that is still localized to the original container. ' The estimated cost for this option is approximately $250,000. I 1 I 1 SEAR - BROWN eCLIENT: FT �' Project No: yA3-Gsi Project: <arvlte 6,el- T Checked By: may: 2L Date: „ Sheet: —Of: — 2" d� D J-1 Fo /2 " P4, n UC..I'l1 !wd I CLIENT: Project No: Project: Checked By: may: Date: Sheet: Of: SEAR•BROWN R I I I U) J Q W Q 1 2i L" N U C ' C U U � 1 c u U :J U � G`7 O y ri c O O ' � U O OLL t � O 0 0 O 0 O 0 0 O O O O O O O O N O N m 0 0 r 0 V 0 C 0 l N O N r 0 M 0 O 6 6 5 6 N a V m O W N O v V ��ri N O M tea) o U � to N fA V3 �- to kA N fH M fA to M V OJ � EA ffi fA fR � 0 L J O J o F-- F- J H Q O o O N r M N O O O NN O O O F' C gF' O NN Q m m D_ O d D �vZ)0 ,6 N C 1 1 w iN O U a a U m 1 E V lLL N m LL cn U 3 F- ' Z N W co t m ca U N 'a O E y O N N N N h U Q W U w W m W W W to O U r F- z Z G F z = w w w w U U U U � F' 00 00000 OO O O O m O N UA 0 0 10 N U N N N Z � u9�itatatavitar»ea v m m m 0 o mt rn @ Y R 7 > a w w ? °1 c F-U�omc a. _ o O mom= U 7 O V !� LL C w wa z�a 3v L)ia o �a o � �.N-(n fn CL Ncj O O O O O O O O O �O O 0 O 0 O 0 O O O N O� V co 0 0 0 N I A O O f 0 N f M p N M N fh 1� LO O V N N V 0) , LA N N va f» en s9 e» t» rn e» » rn en r» N �-I� OOfh N V �Ile O N J J CO o H (q0N J Lott O� 1 1 ' SEAR -BROWN ' MEMORANDUM TO: Project Staff FROM: Stan Dunn SUBJECT: Ft. Collins Service Center Warehouse Storage Area Improvement Project DATE: April 2, 2002 1 The following is a summary of spill containment options associated with the Transformer Storage Area of the Site as recently discussed with City Staff. Three options were developed that capture both the largest container volume plus the volume of the 100- ' year, 24-hour storm for the associated tributary area. The volume calculations are based on the City's 5.5 inches rainfall depth, and used in calculating the ' required volume for the various containment configurations. Option 1— Slotted Drain Corrugated Metal Pipe System (Full Area) This option utilizes slotted drain CMPs lain transverse to general surface flow patterns, which are used ' to intercept both runoff and transformer fluid materials. During normal rainfall events storm runoff is allowed to enter the drain system, then an oil/water separator, then conveyed to an embiber bead fill chamber, and ultimately to the proposed 4'x9' RCBC. In the event of a spill and irregardless of the presence of rainfall, the transformer fluid will enter the drain system, where it will be conveyed to the embiber bead chamber activating the expansive ' mechanisms of the beads, resulting in a "choking off' condition and preventing the fluid (with or without runoff) from entering the 4'x9' RCBC. ' Pros: • Provides full utility of transformer storage area ' Greater flexibility for operations • Relatively easy to maintain ' Cons: • Requires up to'/< miles of CMP ' Estimated Cost:—$850,000 ' Option 2 — Slotted Drain Corrugated Metal Pipe System (Quadrants) Similar to Option 1, this option utilizes slotted drain CMPs lain transverse to general surface flow ' patterns, which are used to intercept both runoff and transformer fluid materials, but requires that the transformers be located in distinct "pad" areas. This configuration has the impact of requiring where transformers will be stored, and thusly the operations of the area. During normal rainfall events storm 1 runoff will be allowed to enter the drain system on three sides of each "pad", then an oil/water separator, ' then conveyed to an embiber bead fill chamber, and ultimately to the proposed 4'x9' RCBC. In the event of a spill and irregardless of the presence of rainfall, the transformer fluid will enter the drain system, where it will be conveyed to the embiber bead chamber activating the expansive mechanisms of the beads, resulting in a "choking off' condition and preventing the fluid (with or without runoff) from entering the 4'x9' RCBC. Pros: Provides utility of transformer storage area ' • Relatively easy to maintain Cons: ' • Requires up to'/< miles of CMP • Less operational flexibility Estimated Cost:--$740,000 1 Option 3 — Open Grate System ' This option considers that up to a 12-inch pit (although may be a shallow as 6 inches), underlying the area of desired storage, be constructed, and include a heavy duty grate system set at grade to permit traffic over the pit. Support of grating may be provided via interior wall system that includes drain holes ' (or equivalent) to pass the full area runoff. During normal rainfall events storm runoff will be allowed to enter the drain system on through the ' grates, then an oil/water separator, then conveyed to an embiber bead fill chamber, and ultimately to the proposed 4'x9' RCBC. ' In the event of a spill and irregardless of the presence of rainfall, the transformer fluid Rill enter the drain system, where it will be conveyed to the embiber bead chamber activating the expansive mechanisms of the beads, resulting in a `choking off' condition and preventing the fluid (with or ' Rithout runoff) from entering the 4'x9' RCBC. This option may be varied in layout to facilitate lesser costs, but impacts operations. Pros: • Provides full utility of transformer storage area ' Relatively easy to maintain • Good operational flexibility ' Cons: • Requires up to substantial amounts of heavy duty grating ' Estimated Cost: —$790,000 to—5970,000 1 MIM SEAR•SROWN Project:_ tC O/VicC �!q�U Project No. /RZ-dr/ By: 1��1�1� Checked: Date: /2(j,OZ Sheet_of L r✓l� GT�r�> �� ��• � Vclve o'yp) IO�K/0 r Oi I /WR fR/A/4T1/ aec_ tT— * N ss L ) - - - - - - - - - - � Sloes -0.65v7� I I r r m I i - m I I SEAR• BROWN 1 1 1 1 Project: T7C rvfCi m4or By:_ Qn Date: 312(6f62. Project No._l4Z Sheet Z of 1 1 1 1 1 1 1 1 1 THE SEAR BROWN GROUP Project: $S—TT-,abs Project No. /¢3 osI By: l� Checked: Date: SLR/Z Sheet of THE SEAR BROWN GROUP Project: Project No.%S-oSl By: Checked: Date: S,��z Sheet of _- ----- yEtKic/G - J - �a Gnn� 3 -MWAFMM I CiQ i i �iii >. O L € N N Cl) fn 0 Z ,............ d N O N i _.. �0 00 0 d� 0 c cc0000 Z O x QW 6 6 6 6 rrrn U m rn m M vvvv d d d m O C U L L L Z H lL ED C) m m L) 0 U O O d a p# Nth v Z O Z ;�1OooOo n M � coa) VC `j ncnov'nOrr- r vrr�nr� V% N W. ® I0 0 Cl 0 0 w m O Y o o 0 0 J J O O O O O C 8 Q' M O 7 N Lo m J .-,, C00 N > C m N 0 10 (n O m O N lO N a0 O v O m fn C O [F n m r tM U rnm tornv N N M N M � nnnrr D o s o e o 0 o rn n m o 0 V to 0 Lo to 00Noo do)oo �o N O m O O J a_aa_a_a _ O O 6 O ❑ O C N N 0 N N N cu x 5 N N 01 � L Y L E 0 Z O N m v0 m N O L N U Q \ m � H Project: Project #: Location: Rain Depth (in) Area (Acre) Area (ft^2) Volume (ft^3) Volume (gal) Flow over 24 hr. (cfs) Flow over 24 hr. (gpm) Fort Collins Service Center Warehouse Storage Improvements 183-051 Transformer Storage Area 5.5 1.90 82807 37953 283890 0.44 197 RDD Exhibit. 1 100yr 24hr Flow.xls AmcoR,-�z Colorado Division DESIGN INFORMATION INFLUENT CONDITIONS: - WF WATER TEMP. -0.9E OIL SPECIFIC GRAVITY - 1W PPM INFLUENT CONCENTRATION. -IF RISER 15 REOUIF THE BASE IS POUT WITI A'9NIPIAP JOINT. NOTES_ I. CONTMCTOR TO SUPPLY ALL PIPING t. UOUIDLEVEL-W-0 a INSIDE NSIONS. W&X IT4 X T-W 816-CPS3 FOR DETAILS SEE REVERSE SIDE ISSUE: DECEMBER, 109A CWyNK 1094 ETAIL DRAWING FOR 16-CPS3 ♦ TON S.L P52 NOTES: 1. DESIGNED FOR AASNTO HS-N LOADING. 2, DESIGNED ACCORDING TO ASTM M747 AND ASTM OBSSd3 1Td' I'd i1AP Pp Ylr rd YB. 1'd IVIr PLAN VIEW (LID NOT SHOWN) SCALE t9'H' a 1'P o- -- zd - o �-- ue —, rytl uvco.xCw.6,LLv. LQ T OUI.,WO n CAv6A �Ji zrucca non — — Ix 1 Y 1 - I 1 1 � I `YV mb. }dam. YYV. Ov. Mi CG'GIO ♦ 0gN4ID MN'iQ➢6ll]URtG 'FACED "AC PLAN VIEW WA.IO 3 RD S ING MEDIAPLAN 1M'. 1'-0' CIu1Cu f.0if1F f .8� 12' INLET e 3 .al FO H80 Eu °i g r 18'OM. HOLE — b ti m .rs' is r r 12' OUTLET b SECTION A•A SCALE W. V NaY.16.2002 8:59AN 7911120 NO. 192 P. 112 . dmolcn cl 0 OIdcastle Precast',inc. www.0ldca3tleprecaet.c0m 8392 Riverview Parkway - Littleton, CO 90125 Littleton: (303) 791-1100 Pax: (303) 791.1120 dennla.chengeoldcastleprecast. com Fax Cover Sheet To: Ryan Duve/970-482-6368 Company: Sear Brown From: Dennis Cheng Date: 5116/02 Number of Pages Including cover: 2 Subject: OM Separator Output ' MAY.16.2002 E:59AM 7911120 NO. 192 P.2/2 COALESCING PLATE "Mpak" DESIGN EVALUATION ' CUSTOMER: Sear Brown CUST REF: v r 7'lif�?9 i'?R'CtCJ� ■c�� ssc �r.to rr_.at: r..-.ol EC� �cic=ci - REFERENCE: DATE: 5/16/02 ' CONTINUOUS FLUID IMMISCIBLE PHASE FLUID = WATER MATERIAL = Oil FLOW RATE (GPM) _ ' TEMPERATURE (F) _ VISCOSITY (Cp) _ DIS SLDS (K PPM) VIS CF (1) VISC CF USED = VISC. USED (Cp) _ SPEC GRAVITY = SPEC GRAV USED = 1 1.124 0 0.999 SPEC GRAVITY = MEASURED @ DEG F = SPEC. GR @ OPER TEMP = LOG NORMAL DIST CONCENT-PPM MEAN - MICRONS STAND DEV 0.93 60 0.930 6022 L8 _ 5 PLATE PACK CONFIGURATION PACKS WIDE (2r-NO = I NUMBER OF ROWS = TTL WIDTH —INCHES = 96 FLOW PATH, INCHES = 72 HEIGHT (3)-•INCHES = 60 PLATE SPACING -IN. = 1/4 PLATE/FLUID CHARACTERISTICS FLOW RATE - GPM STACK FEET (4) GPM/STACK FOOT FRONTAL AREA -FT2 PLATES VOLUME - FT3 GPM/FT2 FRONTAL AREA VEL IN PL-FT/MIN RES TIME IN PLATES -MIN PLATESlSTACK FT TL PLATE SURFACE, FT2 FT2/GPM GPM/FT2 PRESS DROP- IN. WATER REYNOLDS NO. IN PLATES % LAMINAR LIMIT N' :!; III 480,00 120.00 4.00 40.00 240.00 12.00 2.02 2.97 35.00 25200.00 52.50 0.019 0.085 83.8 4.2° o DATA EFFLUENT CHARACTERISTICS Oil PPM % REMOVED SMALLEST DROPLET COMPLETELY REMOVED (MICRONS) COLLECTION RATE, LBS/HR -GAL/HR CRIT SIZE-MICR(5) STOKES' LAW, FLOW(6) STOKES' LAW, PART (7) ACTOR. FLUIDS OTHER THAN WATER, FRESH H2O=1 (2) WIDTH PERPENDICULAR TO FLOW (3) HEIGHT OF PLATES, MUST ADD SUPPORTS FOR TTL. HEIGHT (4) ONE STACK FOOT = ONE FOOT OF PLATE = TWO CUBIC FEET (5) CRIT. SIZE IS LARGEST SIZE DROP FOR WHICH STOKES' LAW VALID (6) INDICATES STOKES' LAW VALID FOR LAMINAR FLOW BE T WEEN PLATES (7) INDICATES STOKES' LAW VALID FOR PAR71CLE RISE COPYR,:1­7 FACET IN7 RNATIONAL, INC. VERSION 2.0 LICENSED COPY NO. 001, FACET INTERNA'IONAL Telephone: 8 0 0-223-9 910 9.74 99.8% 34.1 1444,85 186.23 407.2 VALID VALID REVISED, 6r71-01 Fax: 918-272-8787 MAY.16.2002 3:29PM 7911120 AmcoR--��A7w® NO.232 P.1i25 .ga.mnn 10OldcasttePrecau"Inc. www.oldcastle-precast.coln 8392 Riverview Parkway • Littleton, CO 80215 Phone (303) 791.1100 Fax (303) 791-1120 Fax Cover Sheet To: Lys Company_ Sear Orvwv- Fax: Phone: From: Date: Number of Pages Including. cover-, Subject: F: tp re IC l c �a m e rfax. C o c Page, 1 cr1 MAY.16.2002 2:29PM 7911120 N0.232 P.2i25 Technical Manual For Installation -Operation -Maintenance Of Facet Model MPak Retro Fit Kit Customer: Amcor Precast - Denver Purchase Order No: 110-0013993 Facet USA Inc. Reference No: F6221 Fccet USA, Inc, 5910 E. S Street No. (747-4011} P.O.6ox 50096 Tulsc7, OK. 4150 U.S.A. Facet (918) 272-8700 Fox (918) 272-8737 '.16.2002 3:29PM 7911120 ZONE I LTR DESCR 232—P. 3/25� DATE APP.'C 'Amcor Precast - Denver Purchase Order No: 110-0013993 ** FURNISHED BY FACET TO FABRICATOR 10 "9 T 8' LG. CLEANING WAND ASSEMBLY PER DWG, 8 2 ANGLE, 4' x 4" x 1 4", CUT 4" LG. A60=' -: . 7 4 ANGLE, 4' x 4" x 1/4 , CUT 56" LG. FIE 6 ANGLE, 3" x 3" x 1/4 , CUT 47" LG. FISEr?`,__` 5 1 CHANNEL, 6' x 1-5/8 , CUT 47' L11-:1G. FIEEP.G__= 4 6 FLOW BLOCKS 1 2" OD, Sch. 80, CUT 63' LG„ BOE x 15- FIBEP,G�.,__ 3 6 FLOW BLOCKS 3/8" Co. Sch. 80, CUT 63" LG., 2 BOE x 15- P\l 2 PLATE PACK .50 SPACING x 48" HI °LATE PACK .50 No. SPACING x 48" NI w TYGON T BJ1^..�- SIDt 10-3 8" Wide 6EGZ,:= tem Qty. Description Moteric Bill of Material or Dwo.; = as anNM TCRIM .�¢IN N. M-.Dl* SIGNATURES FMMC[3 — IC. a A YR <<i� Facet <'< - °^_,.�c�-t1le RAWN ashler 3 23 01 . 4 rx owes= ECKED Cc 3 23 01 "AL-� �'°°' " °"° ATERIERIAi Wak Retro-Fit Kit 92E FSCM NO, DRAWING NUMBER A 87405 F6221 �rc( SCALE NONE _ ��crr -- . MAY.16. NO.232 P.Si2� MAY. 16.2002 F 13:21 PhL_7911 u .i MAY.16.2002 3:30PM 7911120 N0.232 P.6i25 I t I OPERATIONS & MAINTENANCE MANUAL FOR CONCRETE VAULT TYPE OIL/WATER SEPARATOR USING t FACET INTTERNATIONAL COALESCING PLATE PACKz I I f f I I I MRY.16.2002 3:30PM 7911120 N0.232 P.7i25 TABLE OF CONTENTS (LOW TO MODERATE SOLIDS CONTENT DESIGN) SECTION TITLE I INTRODUCTION Z SYSTEM DESCRIPTION AND REQUIREMENTS FIGURE 11 CROSS SECTION FIGURE 2/ MPak COALESCING PLATE ASSEMBLY 3 SAFETY 4 SYSTEM INSTALLATION 5 SYSTEM OPERATION 6 TROUBLE SHOOTING 7 REPLACEMENT PARTS INFORMATION PAGE NO. ' MAY. 16,20112 3: 30PM 75111120 NO. 222 P. 6/25 1.0 INTRODUCTION 1 The Facet International, Inc. Mpak vault system (See Figure 1) is an enhanced gravity separation system for the removal of oil and solids from waste water. Oil droplets, being lighter (lower specific gravity) than water, tend to rise and separate from the waste water, In a similar manner, the higher specific gravity (heavier) solids particles fall to the bottom of the separator. The Facet International MPak system enhances this separation by the use of special patented coalescing plates (U.S. Patent No. 4,897,206) to remove droplets much more efficiently than simple gravity separators, The separator contains an inlet separation section set off from the rest of the separator by an inlet weir, a plate section, and an outlet section set off by an outlet weir. The coalescing plates are made of calcium carbonate -filled polypropylene, stacked and bound together with sturdy rods and supports into modular plate packs known as MPaks. MPaks arc . available in either 1/4" or 1/2" nominal plate spacing. Spacing to be utilized will be based on the conditions and separation efficiency required. ' The oil/water mixture flows into the separator and enters the coalescing plates. As the oil/water mixture passes horizontally through the plates, the oil droplets rise to meet the bottom of the next plate above them, where they are collected. From this point the oil droplets merge to form larger droplets that will rise through the holes located in the peaks. The oil droplets will continue to rise to the top of the separator to form an oil layer which can then be removed Periodically from the top of the separator by means of a vacuum truck or portable skimming device. Frequency of oil removal from the separator that is required will depend on the amount of oil entering the unit. An estimate of the quantity of oil to be captured by the separator may be found in the separator quotation. Actual oil removed depends on the amount of oil entering the separator. Optional equipment could include standpipe t ype skimmers that would remove the oil from the separator to an (optional) oil holding tank. N10st of the solids drop into the bottom of the inlet collection area. Some additional solids enter Lhe plate packs and are s_eparztad there. Solid particles that are captured by the plate packs faL to the bottom of the plate a:ea Lhrough the solids removal holes in the "valleys" cf the plates. Space has been provided under the plats for these solids. The Mpaks are designed to be cleaned in pla e v : h 2 1 optionz cleaning wand (See section 5.3 Maintenance). :.0 SYSTEM DESCRIMO. A_N-D REQLMU:N3FN-TS The following description of a separator is a general one and some systems may vary due to differing requirements_ 2.1 Inlet Section Lh the inlet section of the sepamror, gross amounts of oil including all large drops will rise to t,e s .;ace by gravity. Large Solid particles will fail to the bottom and remain There until removed by vacuum truck or other meals. The inlet section is separated from the plate section by the inlet weir. Please see Figure 1 for a cutaway of the separator showing this weir. 1 u ' 1.10Y.15.2002 3:31PM 79111211 NO.232 P.9/25 2.2 MPak (Coalescing plate pack) Section The MPAk area of the separator will contain one to three rows of plate packs. The number and size of plate packs are determined by the process design conditions. These coalescing plate ' packs will be either 1/4" or 1/2" nominal plate sp packs is shown as Figure 2. acing, Atypical detail of the installation of ' Oil droplets not Iarge enough to separate in the inlet chamber enter the plate packs and are captured on the underside of the plates. The oil droplets then merge to form larger droplets and run upward along the sloped bottom of the plates to the holes located in the peaks. The oil exits '— the hoes at the peaks and rises vertically to the surface. The processed water flows out of the coalescing plate region under the oil dam into the outlet section. 2.3 Outlet Section U The outlet section is uiwith a weir flow under the first weir (oil dam) and Over a second weir. Tlugs effectively traps any separatement that causes the water ed oil in the first U two sections of the separator. UWater flows out of the area beyond the second weir and exits the separator. 2.4 Skimmers (optional) ILThe optional oil skimmers allow the oil to flow out of the separator to a holding tank. A slimmer should be located at each end of the separator. The skimmers are vertically adjustable to allow for variations in oil level that occur due to variations in the inlet oil concentration as well as variations in water flow. The skimmers are adjustable up or down by turning the locknuts on the supporting bracket. When adjusting the slimmers, first rotate the upper part of the slimmer (expansion joint) to loosen it before making vertical adjustments with the locknuts. The inn:* tube moves inside the outer pipe to get the necessary adjustments. The oil flows over the top of the skimmer and dow into the core^^ring pipe to the oil holding tank (if provided). The skimmer should be adius_d so thzt the top of the skimmer is less than 318 inch above the waste water level with very lisle oil accunulared and with a normal flow rate. Access to the skimmer adjustment is through the access cover. If ixating or other type skinmers are provided, refer to manufacturer's instructions on installation/adjustment of these devices. f 3.0 SAFETY a) Normal fire prevention measures should be enforced arc un 1 0,1. b) Care should be taken in keeping the area clean as oil/water mixtures can be ' dangerous, toxic, or hazardous. 2 1':H).1b. 216dc 3: 31PN 7911120 NO.21P.10/2E 4.0 SYSTEM INSTALLATION ` ' J Flow into the separator should be controlled at the recommended flow rate for the particular application, with the quotThe maximum allowable flow rate may be found on the computer sizing provided ation. The vault must be vented to the atmosphere through the top covers. The ' flow through the separator is normally gravity flow, If a pump is used for the inlet oil/water mixture, it is recommended that a positive displacement pump or an air diaphragm pump be used. This will minimize the emulsification so the Performance of the separator will, not be adversely affected. Use of centrifugal pumps, globe valves or other high shear devices can cause unduly small droplet sizes and reduce performance. Excessive pressure drop in the inlet piping must be avoided as this will cause emulsification of the oil which will adversely affect the separator performance, The separator vault should be level to within 1116 inch per foot and adequately strong to support the weight of the separator full of water. In areas where the water table fluctuates, care should be taken to ensure that the vault will not be damaged if it is empty when the water table rises. It is recommended that the water effluent pipe (in addition to the inlet pipe) be gravity flow. The outlet pipe must be arranged so as to be free flowing. If the outlet pipe is too small or has a high pressure drop, water will "back up" into the separator, causing problems. External piping should be supported separately, not supported from the separator. To install the separator, follow these steps: 1) Connect the oil/water inlet piping to separator inlet connection (Figure 1). It is recommended that a full port ball valve of the same size as the inlet ' piping be installed in the influent line to control the flow, The inlet valve (if provided) should be Iocated at least ten pipe diameters upstream of the separator. NOTE. Excessive throttling causes turbulence and emulsification. Emulsification may adversely affect separator ' performance. �) Conn= C^.e water outlet piping to the water outlet connection (Figure 1). No valving is necessary as L' a weir wM ccmtrnl the height of the oil/water mixture in the separator. 5•0 SYSTEM OPERATION i5.1 Initial Start -Up i The following procedure shall be followed after the installation of the Separator or after the Separator has been drained or pumped out and is ready to be restarted. This procedure assumes that the separator is delivered with plates installed. If plates are to be field installed, follow the iprocedure provided in the Maintenance section below. 1) Ensure there aim no obst: uctions in the oil outlet or water outlet pine. 1 Remove cover (or open access hatches), 1 3 rr L . �'i.1O. aliva � • cdrri l7LllLu NO.292 P.11i25 3.1bftW31Ad-_TLID (Continued) 1_ 3) Fill tank with clean water to avoid contaminating the Separator outlet area with oil. 4) Opel the (user supplied) inlet valve to allow the oil/water mixture into the tank. Adjust for the desired flow rate as shown on the nameplate or on the proposal if no nameplate is attachai. Calculations which include flow rate have been provided with the proposal. 5) Check to see if there is an oil build-up on the surface. �- 6) With flow at the required flow and some ( at skimmer to 3/8 inch above the water level.least 1/8') oil accumulation, set the oil 7) Check for leaks of water into the oil. 1 8) Determine if effluent meets requirements after 15 minutes of run time. (optional ) 9) Replace cover (or close hatches) after oil begins to flow out of the slimmer i provided). pipe Cif 1 5.2 NMMMLQVMUa Do not exceed the recommended flow rate which has been previously determined. The unit can 1 op=at at any flow less than what is recommended. The flow of skimmed oil out of the slimmer i 1 accumulated in the pipe once a sufficient quantity of oil has Separator, varies with the r is set ation of oil entering the system. Only oil should be removed since the oil outlet skimmer is set above the water level. Oil is lighter than ware so the oil will nse€her than the eater level and be skimmed off if the slimmer is 1 adjusted properly. NOS. An oil layer will always remain on the surer when the skimmer is adjusted properly. 1 If skim me s are not provided, it is nexssary to remove oil with a vacuum rude or skimmer. Frequency of oil removal wt11 portable THE RPSPONS be a function of oil con=tration in the inlet I'T IS ONLY OIL GETS Mrry OF TFi✓ OWNER TO REMOVE OIL PROMPTLY TO ENSURE OUT OF THE SEPARATOR AND NOT INTO THE OUTLET LINE. If the oil is not removed regularly, it may accumulateenough volume to displace most of the ' water in the separator and eventually begin going under the oil dam. The frequency of solids remmil is dependent on the solids concentration in the influent and can 1 best be determined during Operations, 1 1 4 1 1 MaY.16.2002 3:32PM 7911120 N0.232 P.12i25 Y S.3 Maintenance 1) After the initial month of operation, the vault should be cleaned out as follows: a) Remove cover (or open hatches). b) Lower oil sidmmer(s) if provided to re Oil layer out of the vault. move all the accumulated oil or pump the c) Remove water from the vault. d) Clean the vault by flushing with a hose and examine the plates for blockage. e) Remove accumulated sludge with a vacuum truck or positive displacement pump such as an air operated diaphragm pump. Dispose of the sludge properly as it will contain some hydrocarbons. f) To restart operations, follow the steps in Section 5.1 Initial Start-up. ' NOTE: If sludge level is 6" or more in the inlet chamber, the cleaning interval should be shortened. If less that 6" depth, interval can be increased. 2) After approximately (3) three months in operation, the Separator vault and plates should ' be cleaned. Inspect the inlet chamber and the entrance to the plate packs. If sludge is accumulating in the inlet chamber verify if accumulation is taking place in the plate pack entrance, If no sludge is apparent in the plate packs, clean inlet chamber and proceed with "Start-up" as defined in Section 5.1 - Initial Start -Up. If sludge is apparent in the plates of a depth 3" or less from the bottom, flush plates with water hose and return to operation. If sludge is 3" or greater, clean plates and establish a more frequent cleaning schedule or a method to reduce the inflow of solids. Minimum maintenance should not extend past six month intervals. Generally cleaning of the plate packs %;Layout removing them from the vault is recommended if piast PCss'ble to access the top of the plates safely, Two methods may be used to clean the 1 NOTE: DO NOT disassemble the plate packs. ia) Cleaning in place with a pressurized cleaning wand; 1 To clean the plates, connect an (optional) cleaning wand to regular city water pressure. Check the wand to ensure that the inlet screen is in place, The wand should be provided with a valve to start and stop the water flow. A positive displacement "Sandpiper" type pump or vacuum truck should be provided for removal of the solids (along with some water) after they have bar. fluidized by the cleaning process. P I MAY. 16. 2002 3:32PM 7911120 N0.222 P.13/25 5.3 Maiatenance (Continued) ' The procedure used is as follows: ' 1. using the cleaning wand or a hose, fluidize the dirt in the inlet chamber and suck it out with the pump, along with some water, J ' 2• Insert the wand in one of the cleaning holes in the row nearest the inlet of the pack. Start water flow through the wand to begin moving the solids out of the inlet end of the pack into the am immediately in front of the plates where the pump could remove them. ,J 3. Push the wand gently down into the cleaning hole until it reaches bottom, maintaining water flow through the wand. Move the wand up and down through the hole to ensure ' that the plates in the vicinity of the hole are thoroughly cleaned. 4. Move the wand to another cleaning hole in the same row and repeat the process. 5. Continue cleaning the area served by each hole in turn until the entire pack area has been cleaned of solids. Repeat steps 1-5 above for each pack. b) Flushing with fire hose or steam: Clean the plate pack assemblies by flushing with water from the sides. A 1-1/2 inch fire hose at 10-15 psi or a standard garden hose at normal city water pressure (30-35 psi) are effective cleaning tools, In a similar manner, steam can also be used to flush plate packs, but CARE MUST BE TAKEN TO NOT GET THE PLATES TOO HOT. NOTE: Plates do not need to be cleaned until white. A thin coating of oil does not harm performance of the system. fi-r hoo bemet Visas to lined,remove some or a1 of the packs for cloning outside of the vault if the Ln addition to cleaning the plates, clean the skimmers and oil removal pipes (if provided) by flushing with a hose and hot water. ' Hose down the interior of the vault and remove any oil and solids with the vacuum hose. i`S?-U,. Caution should be taken that cleaning does not result in a pollution problem. ' 5.4 Re -installation of coalescing plate packs (if they have been removed). To replace the plates, follow this procedure; 1) The plate packs are designed to fit snugly within the separator. ' 2) Position plate packs in the same config uration (rows) as when removed. ' 6 t 2u'J : _3Ffl 1 9"i�L NO. calms ='. I_, 5.3 Maintenance (Continued) ' 3) Install plate packs one at a time, one row in length and one row in width, being sure the outer packs are adequately sealed against the vault wall in the same manner as before they were removed. 4) After all packs are installed, check to ensure that the packs are even and touching, forming one (or two if provided) ' rows of packs across the channel and that they are securely butted against the backing angle at the bottom of the separator. Please sx Figure 2 for a sketch of this angle installation. Install the upper channel to ensure ' plates are secured in place. the 5) Secure hold down channel per Figure 2, ensuring it is snugly in place. ' 6) Check to see that no possibility of fluid by-passing can occur around the plates and the side wall of the tank as well as between plate pack assemblies since this could adversely affect the efficiency of the separator. 7) Re -start the separator as outlined in sce ion 5A, Initial Start -Up. I I 1 I n i i 1 .1 � §t/ � k a liq I"IHY. 1b. eWe 3: 33PH 7911120 NO.232 P.16/21S 6-0 REPLACEMENT INFORMATION helY.Q For replacement plate packs, please contact: � � f Facet International, Inc, 9910 East 56th Street North Tulsa OK 74117 Telephone Number. (918) 272.8700 Facsimile Number: (918) 272-8787 Q$ Your Local Rcpresentative: J 33Pf1 7911120 • • - REVISIONS "° • 232---P. 17i=` DESCRIPTION DAIS APPr Effluent Pipe Adjustable Outlet Wei Oil Dc Facet TYPICAL MPak A�- 7 219 W" CONFIGURATION VAULT INSTALLATION �ZE FSCM No. DRAWING NUMBER A 87405 FIGURE 1 CZr..l I'IH Y. ib. CwuY ci; d4YPl L 1 1 �y1112E� U1 qj 0G c, U C't C, p] -4 � O J a V N rwr''�y w LL. J J � 1 (n En- d C� _JX m n N0.232, P.18/E5 3:3. JR RLVISIONS DESCRIPTION NO.23Z P.19i2`:- DATE APP'C co ti i �' _WATER _ LEVEL �OE N Lo HEIGHT OF PLATES '.ALCULATED Y PROGRAM t Facet WATER LEVEL FOR W" PLATE INSTALLATIONS - F3Cf� NO, DRAWING NUMBER A 87405 FIGURE 3 2002 3:35PM E FL-T-RT 7911120 C ON --- NO. 232 P.20.12_ DATE APP'D. a N Facet TYPICAL MPak "M" CONFIGURATION x fzLW NQ. DRAWING NUMBER A 87405 FIGURE 4 ' 1,(. 16.2002 2:35Pf1 ZONE ILTRI 7911120 REVISIONS DESCRIPTION .. __ NO.232 P. 21 i25- -- DATE APP'„ UILY WATER INLET OILY WATER INLET M? PLATE PACKS r---\ TOP VIEW SIDE VIEW sZ A Exrr VEIR CLEAN - WATER OUTLET CLEAN WATER ❑UTLE' `;`3 Facet TYPICAL SEPARATOR DESIGN w/ OUTLET WEIR ARRANGEMENT FSCM N0. JORAWNG NUMBER 37405 FIGURE 5A ' MAY. 1G. 2002 3: 35Pt1 7911 RF'Vfcin�ic ZONE LTR OESORIPTION DATE APP'C. 1 1 ❑ILY ' WATER INLET OILY C WATER INLET SiGNATUR DRAWN EIXE➢ MAitR'AL- = LAYER PLATE PACKS i UP VIEW SIDE VIEW CLEAN WATER ❑UTLET CLEAN WATER OUTLET <;<3 Facet TYPICAL SEPARATOR DESIGN w/ OUTLET PIPE ARRANGEMENT 9= FSCU NO. DRAWNG NUMBER A 87405 FIGURE 5B [I MAY.16.2002 3:35PM 7911120 NO.2_Z F.2=:/-� ' REVISIONS ZONE LTR DESCRIPTION DATE APP'D. ADDED ITEM NO. & B.M. 10.05-93 JONES aADDED ITEM NO. 611-2-9J JONES ADDED NOTE TO ITEM NO. 6 04-04-94 JONE2 SPECIAL ' 1/2N" HOSE, 3/8" I.D. x 8' LG. OZZLE ^ 1 -" HOSE BARBS WATER J::TS i,,, ' HOSE NOZZLE 6 (SCREEN TO POINT OUT) 2 5 3 HOSE SHUT—OFF 4 VALVE 6 1 WASHER W/ FILTER 60518�C 5 1 ADAPTOR,3 8" HOSE —BARB x 1/2" MPT 6051� 4 1 ADAPTOR, 3/4" SWIVEL,FNH x 1 2" FPT 605' _� _ 3 1 I VALVE, HOSE SHUT—OFF, 3/4 NH 6^s . 2 1 HOSE. 1/2" OD x 3 8" ID x 96" LG. 6051=-=c 1 1 NOZZLE JET SPRAY 86051c= item Qty. Description Mote"'= o r D v; - - Bill of Material 09CAKM AM M IKM »C SICNA NRES A YR <<<3 Facet taawcet AV AS raiOrs a.t.ai aov..tmn RANTI i xaa - �• nuaaw.. t1A' ECXM M P a k CLEANING NCI YyIOOI.IOP1 r IOd MATERIAL- 3 4 g FT. WAND ASSY. 918740 NO. BRAiNNG NUu9ER OFF —SITE Dwc. 5 605176� _ SHEET m S 5 IEMENS 0 0WINSOME 1 1 I I I I I „I I� I M� Ra maa WI Yry WIMt YepfpMp.r.bpn.ntAN e.f tllc l�\J095\4J-OM.It.\c.]MA.O Na[M: Rer zo, zooz - wzea� nr.:rcmet A 16.' ^ — DIP MCCt fNG6CR/.9CwrC[r COSFAR icROWN B $ i MCr C� wELI[EN 5 M$ CITYOF FOR COLLINS SERVICE CENTER �� m a WAREHOUSE STORAGE IMPROVEMENTS SEAR•BROWN 9DUNNtuwe[n _saua...y ri. FORT COLLINS, COLORA00 ^a[z=a.;,�+•R„fg,� 7 n.:e mr 2 2089aM Meld[en Ft C .. CO. BDS2t-2 L—l>S eRARx er J. BRIOHTWELL .... nnfa uRu.w OIL / WATER SEPARATOR ��eW]]aa��402SH22 Fwr.(B]07 aB269e8 zuf[ rmst wsu o.rz O PLAN AND PROFILE www Rwromwn.mR SHOWN </@ REVISIONS DALE Br N C d E O a E d N 7 O L d R 3 U O LL D N A d O O U) U Y! N C C - � r r U c U r- Y M Y R O GO O A LL r LL m 0- a o c c to o 0 N N N E E N 0 Q 'a a)W U U m O Q N N _ € U U p d O d d — Z(n NQ 0 16 d U d U w N w i Q � 10 O m W N M O 0) r 0 0 �- O r N O r r O O O Z d m O C c LL d U N m° U X d to O Y �Q co y Z x 76 QN d V r^{ M W � A 0 it C A •o •o � •rn o w a`a`-10 = 0 o0 U�o(D MOMNrmco ,n 0OoO.- Q O O O O O O O O O Q O 0 0 p > A C ,�•' v W v m m W rn J U ODcMN N OD Oa r o (V w Mm (O Mm M(Dmm� O U M W r N M co u (o r m � Q U C W W V [�'W(OmWrN J 'X � M �O faayy m 0 m V m M W W U v O D N 0 (O m (NU O (O N r M W r N N M M g V (O (U (O J 7 Oko mar �rn0' tD D U (p �O r W tl] 7 M W W r M N Q U N r M O co r W W Q? (h N —= omr(D �nrN W Mo W V N Q M M M M M M M M M M M M M x M M M M M M M M M M M M M U N N N N N N N N N N N N N N LU C 00000000 N 0C) � E O r N M V Lo O W r W m 0 trans -areal Transformer storage area- pond volume ' #Units=Elevation,ft,Area,ac,volume,acft,volume,acft # Elev Area Cumml Avg Cumml Conic ' # ft 4980.0000 ac 1.3720 acft acft 2.4406 2.3972 4979.0000 0.8957 1.3067 1.2718 oig 4978.0000 0.5261 0.5958 0.5690 �'pOAbr ' 4977.0000 4976.0000 0.2534 0.0789 0.2061 0.0400 0.1875 0.0296 g�.E✓: 96.76,' 4975.0000 0.0010 0.0000 0.0000 H 1 1 1 11 C t Page 1 I 1 n 1 I I I I I I I I I VARIANCE REQUEST I I SEAR - BROWN May 23, 2002 Mr. Basil Harridan Stormwater Utility Department 700 Wood Street Ft. Collins, CO 80522 ARCFIITECTURE 2095outh Meldmnn ENGINEERING fort Colllns,0000521 RV.NNING 970.482.5922 phone CONSTRUCTION 970A82.6368 fax w .searbr nxonn RE: Variance Request - City of Ft. Collins Detention Requirement for the City of Ft. Collins Service Center Warehouse Storage Area Improvement Project Dear Mr. Harridan: We are pleased to have worked successfully with the City of Ft. Collins and yourself in coming to a point where Project Utility and Site Plans may be reviewed by City Staff. In the course of the final design compliance for the Site, and per our discussions recently, we have encountered site design issues that require certain allowances by the City, and respectfully request your favorable consideration in approving the following variance request from the City's detention requirements. ' As you will recall from our earlier discussion related to Site drainage issues, a relatively small potion of the Site will be improved from its current state (a grassed, sump area) to an area that will be developed as a parking lot for Service Center warehouse and operations personnel. This sub -basin is identified as Sub -Basin 7.3 on the Drainage Exhibit included with the associated Drainage Report. ' While attempts were made to provide On -Site detention to attenuate the developed flows, the detention configurations were in direct conflict with other Site features. The three most feasible detention options are provided below for your review, and include the ' associated rational by which the option conflict with Site attributes: 1) Underground detention beneath the landscaped berm (between the new parking ' lot and south property Swale) — Conflict with the requirements that such utilities may not be located underneath landscaped corridors, ' 2) Above ground detention in the northeast quadrant on the Site (the transformer storage area) — As a direct component of the Project, the City has imposed the requirement that storm runoff which only falls directly on the transformer storage ' area may be impounded within its extents (hence, the trench drain isolation design shown in the exhibit), 3) Detention within the south property swale — The swale must be capable of passing ' the full flow associated with the tributary Off -Site sub -basins. While our design does facilitate its conveyance, the constraints imposed by local topography prevent the use of the swale as an attenuating facility. ' It is also felt that the requested variance from City detention requirements in this particular case is feasible from an institutional standpoint, as well. Research of ' Ownership for the area between the point of release (NE comer of Site) and the Cache La Poudre River indicates that the land area is held by the City. Further, due to the proximity of the Site with respect to the River, it is felt that immediate discharge of On - Site drainage is most appropriate in order to not compound higher flows associated with upper Off -Site basins tributary to and through the Site. Your attention and direction given to this Project has been both helpful and appreciated, ' and we look forward to approval of this requested variance. ' Respectfully, Sear -Brown Stanley Dunn, P.E. ' Project Engineer cc: Jack Gianola, City of Ft. Collins ' Vaught -Frye Ripley 1 1 I 1 I 1 I I I I I I I I I WATER QUALITY I SEAR -BROWN CLIENT: r Co4�i/3 Project No: las o�1 Project: ry Checked By: "By: Caw Date: a !s oy Sheet: Of: Fiurr Pa4p Stec ' .�DIJ T ir.W1}TER- Cr,Lc'i �US ✓ epr Or- i./T, &As-,/v Qv QE�� i%Si NG-.._�NJE�,[• �rz✓Rrrp/y ........_ F,N.D_.-. Leierl E3' Pc, 4, mErE4 lAo� �✓,oE /.o� Ta�LW��E� Cn�rclr�o� �_C•L• {-f 3%y C2 i 1 I� pram✓-+-a� 1� n N O m N M V g o e g a � g 0°vo�L°nornur LON rn O , 0 'OrnrOOWCw 0 'mm Lnm000 v m 6t m m N O� CV 6 N '- V O CD co N� m 7 M V I1 m o Q1 M M CD m N I M o m O O N m O CA N O W. NW� O m A N N O T m � CD m O LMC] "L o � r V' m N M O nj m uj NmCA, Nm N tO ^ A A r A A Q W Q O N M O w LO n rn Q mvv�mm N U 0 0 O O N 0 cm ry V 2 O ONa CO v O O O O II Cj d > m m imN ehO O v '- N a N E c c cr �n I Water Quality Pond volume 7-30-02 tmp#14 ' #Units=Elevation, ft,Area, ac, Volume, acft, volume, acft # Elev Area Cumml Avg Cum # ft ac acft ' 4972.0000 0.4958 1.2050 4971.0000 0.4463 0.7340 4970.0000 0.3982 0.3118 4969.0000 0.1324 0.0465 4968.3016 0.0006 0.0000 ml Conic acft 1.1793 0.7085w�&� = f97o. 799' 0.2865, 0.0331 0.0000 1 1 Page 1 JLL 23 196 02:40PM URBAN DRAINAGE P.10 30 Q= 7YP.e = H--------------- =====NPrzP r_=rr CY 20 lo.15 U. ,,............. ...................................................... O 5 1 2 3 5 @ 7 8 P--q Storm Sewer Diameter, D, or Height, H, to ft. Figure 4: Rlprap selection chart for low tadwater basin at pipe outlets STORMWATER QUALITY MANAGEMENT DRAINAGE CRITERIA MANUAL (V. 3) 0.50 0.45 0.40 „ 0.35 d 0.30 z d 0.25A 0.20 3 0.15 0.10 0.05 000 -....�-�.� Drain s�.i 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 Total Imperviousness Ratio (i =1,, /100) FIGURE SQ-2 Water Quality Capture Volume (WQCV), 80rh Percentile Runoff Event 0 SO-24 9-1-99 Urban Drainage and Flood Control District Fort Collins Streets Facility Pond Orifice Calculation Pipe storage Basic Equation: Q=Cd•A•(2g•(h1-h2+r))o.5 Revised Equation: A=Q/(Cd • (2g • (h1 - h2 + r))0.5 Cd= 0.65 g= 32.20 fUS2 h1= 4970.80 h2= 4968.30 Q = 0.31 cfs r- 1.31 inches Input Gravitational Constant WQCV WSEL Invert Elevation of Pipe Input Sear -Brown 183-051 A= 0.04 ft` Calculated orifice area 'r- 1.31 Calculated radius (inches) Orifice opening bottom aligned with invert of pipe. difference in head on the orifice measured from the centerline of the orifice opening Orifice Dia. = 1 2.61 inches No Text DEVELOPED GRE HYDROLOGY DESIGN POINT BASINS 02(C woo (i5 1 1 u.8 246.6 3 3 1115 120.2 4 4 11.3 65.3 6 6 6.0 30.7 9 1.3 50.8 357.0 10 1.3.4.6 63.0 4 7 11 1,3,4.6 31.0 2 5 12 1.3.4.5.6.20 31.6 203.6 13 1.3,4.56,20.72 31.6 2027 17 17 10.1 55.6 18 17.71 23.3 135.7 19 1.3.4.5.8.17.20.7L72 ".1 2321 20 2O S9 33.3 DETENTION POND INF0RN11THIM 100-YR 11OWME - 9.1 AC -FT 1OO-YR 0 - 221.5 CFS IW-YR WSEL = 499198 LEGEND - - DRAINAGE BASIN BWNDARY - -- -- -• IW-YB STORM R00D ]N 1 DRAINAGE BASIN IDENTRCATON WA ACRES 11 Qj DRAINAGE DESIGN POINT 17 YYpT VAIN DRI 1 — —� r -�.- J, ` 72 IL I — — ' 6 5 ' - -- -- _ _ 1 a 100-YR sroal FLOODPLM (200) REPORT) 1 1 1 1 , J I 1 1 1 I 1 I IqI 1 I 1 I / I —I 0 1 / I 1 l 1 O ' N 8 1 1 SCALE IN FEE! 3_ c 9 U ¢ �gHaF PRELINIHM NOT FM 001ffi1PoICIICN AUGUS llli ' CALL w1W,f` NOTIRCATION CENTER OF COEOMI 1-800-922=1987 8mw w; 00 W m O APPROVED: x;iu iW Do1Pl7 Taw 0641et 6e1e 0 W 9 �S APPgOVED:@ Z (7 O fmol7 lolu DYMbI OeM = p U 8F City Fort Foa5, Colorado In 06 In z U UTQITY PLAN APPROVAL AN 00 j APPROVED: CRY DIIII BRIM d1EP0D or. F 2p y F •m a with.. t. OUW wk € c�i 3 CXECNED BY: PXFIELi W. 3taimnir UD6L7 0°4 CNEONED BY: �83-0rj1 Pete ! Beomtlov 6e4 CNEONED BY: 61NNON No. CS203 CNEONEO BY: Y_ A O �FM uaxve y001 2W2 sl of sl D141F IMI AIMI41J I A I.vuo. wMMQ ePn Mm wx sd xwen.ei•v •Ml Smrl�e ,I lnade Vpelatlw Na $ lwt Omv (Gd.x Wl�) WNFl MA M CdT%R SIX MR S MN t irW/ inlet Nlm Sbm Bvrine SYI Gnn Wnl✓. Sand 8 9e S aw, l Pr tw C twryiuvne 9 OMw-Gu/fa'.aeb P A �AmI s Wm Swd PlmLLq i VRa>uY SWtPW e $ Wdlo Netl pmaY/BI ONr