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Drainage Reports - 04/14/1998
I I I I i I t IJ I II Final Drainage Report for Centre for Advanced Technology 19th Filing P.U.D. Fort Collins, Colorado Revised March 18, 1998 Prepared For: Everitt Companies 3000 South College Ave Fort Collins, Colorado 80522 Prepared By: Northern Engineering Services, Inc. 420 South Howes, Suite 202 Fort Collins, Colorado 80521 (970)221-4158 Fax(970)221-4159 Project Number: 9743.00 5th Submittal II I 1 1 7 1 March 18, 1998 Mr. Glen Schlueter City of Fort Collins Stormwater Utility 235 Mathews Fort Collins, Colorado 80522 RE: Centre for Advanced Technology 19th Filing P.U.D. Fort Collins, Colorado Project Number: 9743.00 Dear Glen: Northern Engineering is pleased to submit this revised Final Drainage Report for the Centre for Advanced Technology 19th Filing P.U.D. for your review. It represents a study of existing and proposed stormwater characteristics of the project site. This report was prepared in compliance with technical criteria set forth in the, City of Fort Collins, Storm Drainage Design Criteria and Construction Standards manual. If you should have any questions or comments as you review this report, please feel free to contact me at your convenience. Sincerely, NORTHERN ENGINEERING SERVICES, INC. Roger A. Curtiss, P.E. cc: Tom Livingston 27352 1 420 SOUTH HOWES, SUITE 202, FORT COLLINS, COLORADO 80521, (970) 221 4158, FAX (970) 221 4159 I NORTHER in ' March 18, 1998 Matt Fater ' City of Fort Collins Stotmwater Utilities 235 Mathews Fort Collins, Colorado 80522 ' RE: Centre for Advanced Technology 19th Filing Response to Comments Dear Matt, Attached is the revised Final Drainage and Erosion Control study for the Centre for Advanced Technology I9th Filing. This letter is intended to respond to your written comments dated March 26, 1998 ' Item No. I - The phase limits have been identified on Sheet I-3 Item No. 2 - This has been included on Sheet I- I 1 Item No. 3 - Per our meeting, these ponds will remain as retention ponds. The owner understands that there will be language put into the development agreement that allows the City to demand that these ' ponds be dewatered. I have also noted that on Sheet I-3 Item No. 4 -This has been corrected and is included in the Interim Site conditions section in the appendix ' Should you have any questions regarding this project, please call. ' ( Sincerely, Roge ss, P.E. t 420 SOUTH HOWES, SUITE 202, FORT COLLINS, COLORA00 80521, (970) 221-4158, FAX (970) 221 4159 I 1 1 1 PROJECT COMMENT SHEET Qtv of Fort Collins Current Planning DATE: DEPT: Stormwater PROJECT: C.o,r i --/" r, I,,,,r Pi47 PLANNER: 1. Please show phase lines on the interim drainage plan. All improvements that will be built with the first phase should be indicated. Please indicate all erosion control measures to be used with the first phase. RESPONSE: 2. Please show a profile of the proposed temporary pipe under Worthington Avenue. The connecting pipe is sloped the wrong direction on the current plan. Provide capacity calculations for the connecting pipe. RESPONSE: Done: ? - )- /C� - zi 6' am HERE F YOU WE TO RECEIVE COPIES OF REVISIONS _Ph &k —DainFRcP _uffF —EMT —Lmb cc _ok City of Fort Collins I 3. The City is concerned about the nuisance of retention ponds along Drake Road. Please provide a temporary positive outfall for ponds A and B. Also, please add a note to the ' plans that the ponds will need to be pumped if the City determines it is necessary. RESPONSE: 4. It appears that pond G will have an effect on the operation of pond C/D because of the ' water surface elevation of pond G. Further analysis or design is needed to show the pond configuration will operate properly for the 100-year storm. ' RESPONSE; Please refer to the redline plan and report for additional review comments. II II II II II II II II II II II NORTHER E N G I N E E R I N G March 18, 1998 Matt Fater City of Fort Collins Stormwater Utilities 235 Mathews Fort Collins, Colorado 80522 RE: Centre for Advanced Technology 19th Filing Response to Comments Dear Matt, Attached is the revised Final Drainage and Erosion Control study for the Centre for Advanced Technology 19" Filing. This letter is intended to respond to your written comments dated March 6, 1998 Item No. 1 - These easements will be provided to the City by the Owner Item No. 2 - Sediment traps have been provided at all ponds not contained within parking areas. Item No. 3 - This has been updated Item No. 4 - They have been so designated on the plans. I still question the need for these when the 100 year event is what pressures them up, the 10 year does not. 1 also question whether they even do provide a water tight seal. Item No. 5 - I have changed these. However if the main conveyance element is located within the center of the basin, as it is in most applications, this doubles the basin width. I have changed the report, but I do not agree with your blanket assessment. Item No. 6 - 2.5 acres contained offsite area. The platted area is 2.0 acres, and the SWMM model has been adjusted accordingly. Item No. 7 - It has been checked against the regional model. Item No. 8 - OK Item No. 9 - OK Should you have any questions regarding this issue, please call. —Stncerely, Roger iss, P.EP 420 SOUTH HOWES, SUITE 202, FORT COMNS, COLORA00 80521, (970) 221-4150, FAX 1970) 221 -4 159 Is rM i I PROJECT COMAIENT SHEET Current Planning DATE: �— PROJECT: C 7 l o r,, DEPT: Stormwater PLANNER: T -ed '5 , j I o q lal 1. Provide the off -site drainage and grading easement for the off -site pond and channel. Also, provide the letter of agreement to accept sheet flow from the area north of basin El. 2. Provide sediment traps for all ponds. 3. The drainage summary table needs to show all basin and design point flows. 4. All storm sewers that will be under pressure must have pressured sealed joints. 5. The average overland flow lengths were doubled to calculate the basin widths for SWMM. The overland flow lengths should not be doubled. Please revise the basin widths based on the average overland flow length for each basin. 6. Please show where the 1.4 acres was taken from to model the Allnut Funeral Home site. The CAT 18 plans shows 2.5 acres. aM BM 1F YOU WE M REM COPIES OF REVISION /bo�dA�✓` _mil _��T — II 1 7. The Drake Road UDSewer may need to be revised to reflect the changes to the ' Woodwest Pond Outfall. Please verify the UDSewer with the Regional Evaluation. 8. Add a note to the CAT 19L' plans stating the design of the pond outfall pipes in on the Drake Road Improvements plan. 9. The 10-year capacity of Drake is exceeded at design points DR4 and DR7. The slope 1 of Drake at these locations is 0.4%. Please use this slope to calculate the street capacity and resize the inlets. II 1 1 1 1 1 1 1 1 1 1 r 1 t I I 1 I I F, L 1 I I PROJECT COMMENT SHEET Current Planning DATE: � - i? - 9r,- DEFT: Stormwater PROJECT PLANNER: TPd 1. There is off -site grading shown to the north of the site. All off -site grading will require temporary grading easements. Also, please provide the off -site drainage easement for the off-site'pond and channel. RESPONSE: 2. An area north of basin E 1 is shown to be directed to the off -site property to the north. It appears that this area did not historically drain to the north. Please provide a letter of —agreement from the property owner to the north to accept this sheet flow. RESPONSE: Dahl Z-/fir-qfl Cc CIS ME IF YOU Wo TO RECEIVE COPIES OF REMONONS PLt SIB _ D=* Repot _ Ok — —hficm —Wb* . M'?re Aga Z-a E ver,'rf (u,a Qry oI PoR Collins 1 11 1 I 1 I I 1 I u I 1 I 3. The overland flow lengths used in the SWMM model are high compared to the drainage lengths shown on the plans. The overland flow lengths should be the average for the basin. Please revise the basin widths based on the average overland flow length for each basin. "I a-UMM" 4. Elements 305, 313, and 314 are shown to peak at the end of the simulation period. The simulation period should be extended to beyond the peaks for all basins. 113*32.1.�y:3 5. There is a concern about the additional flows from the south side of Drake Road that is shown to enter the Drake Road storm sewer. The regional evaluation for CAT 19"' did not consider these flows to enter the storm sewer. This system is already under capacity. Please evaluate the regional impact of these additional flows to the downstream system. f LM.UMM 6. The regional study by L&A will need to be updated to reflect the previous submittal comments and any changes made to the site that may effect the regional study. The regional study should be submitted with the next submittal. RESPONSE: The minor storm capacity for Drake Rd. appears to be exceeded. Please revise the --design to meet the minor storm capacity. RESPONSE: 8. Please show offsite contours and delineate basins for all offsite areas that drain onto the site. RESPONSE: Detention Pond G is shown to encroach on the adjacent parking lot and cause ondin P 8 of up to 2 feet. Please revise the ponding grading to meet parking lot ponding requirements. RESPONSE: 10. Please provide permanent erosion protection at all storm sewer outlets. RESPONSE: 11. Please clearly define all emergency overflow spillways by providing detailed cross - sections of each pond. RESPONSE: 12. Pond E appears to spill over to pond F at a water surface elevation above the 44-foot contour. Please revise the pond E volume calculations. RESPONSE: 13. The spillway design for pond H in the report does not match the grading plan. Please make the grading plan consistent with the report. RESPONSE: 14. Ponding around the inlet at design point A-2 appears to spill over to adjacent basins. Please account for this in the hydrologic calculations, or lower the ponding elevation. RESPONSE: 15. Please included all profile information for the existing storm sewer system in order to verify the UDsewer analysis. RESPONSE: Please refer to the redline plans and report for additional review comments. I 1 F i February 26, 1998 Matt Fater City of Fort Collins Stormwater Utilities 235 Mathews Fort Collins, Colorado 80522 ' RE: Centre for Advanced Technology 19th Filing Response to Comments Dear Matt, ' Attached is the revised Final Drainage and Erosion Control study for the Centre for Advanced Technology 19" Filing. This letter is intended to respond to your written comments dated February 18, 1998 ' Item No. I - The Offsite grading has been revised to be contained within the project boundaries. The offsite grading and drainage easement is being provided by the owner. ' Item No. 2 - This agreement letter is being provided by the owner. ' Item No. 3 - This has been revised ' Item No. 4 - This has been revised Item No. 5 - The flow values have been provided to Lidstone and Anderson for them to incorporate into their model and report. Item No. 6 - Lidstone and Anderson have been informed of this Item No. 7 - These inlet were included at the request of City of Fort Collins Street Ovetsizing. If you would like larger inlets, we would be happy to accommodate your request. In the case of DP6, you are correct that the capacity has been exceeded, for the 10 year storm as the initial storm (which is what our hydraulic calculations show). Technically, as the south side of Drake ' Road is adjacent to residential development, the initial storm event should be considered the 2 year event. Regarding DP 4 and 7, I disagree with your assessment, the street is at 0.4%, but it is in a sump condition. Essentially, I disagree with your comment that larger inlets be required. In ' any case, we have considerably improved the situation that exists today, which does not include any inlets. 1 1 420 SOUTH HOWES, SUITE 202, FORT COLLINS, COLORA00 80521, (970) 221-4158, FAX (970) 221-4159 Item No. 8 - OK 171 0�'aOJ;M Item No. 10 - OK Item No. 11 - Emergency overflow weirs have been detailed Item No. 12 - The concrete wall containing the weir will contain these flows to elevation 44.82. Item No. 13 - OK Item No. 14 - Grades have been adjusted Item No. 15 - We will give to the City the plans that we purchased from the City that was completed by the City for your use. We had hoped to keep these plans as example work for future storm sewer profiles. Should you have any questions regarding this issue, please call. Sin�e�ely,� Roger C ss, P.E. Final Drainage Report for the Centre for Advanced Technology 19th Filing P.U.D. I. GENERAL LOCATION AND SITE DESCRIPTION The Centre for Advanced Technology 19th Filing P.U.D. development is located at the Northeast comer of Drake Road and South Shields Street. The site is also bounded on the northwest by Cinema Savers, the proposed Winslow project, and Worthington Circle. Worthington Avenue runs through the easterly third of the site. The site is also bounded on the east by the New Mercer Irrigation Canal and Allnut Funeral Home. The site can also be described as a portion of Section 23, Township 7 North, Range 69 West of the 6th PM, City of Fort Collins, Larimer County, Colorado. A vicinity map of the site is included in the appendix of this report. This site includes approximately 22.5 acres, including the adjacent roadways. The site is presently undeveloped, and consist mainly of native grasses. As mentioned above, Allnut funeral home is currently being constructed on the east side of this site. The site generally slopes from the west to the east at slopes less than l %. Plans for this site include the installation of a neighborhood shopping center, to include a new grocery store, drug store and other associated pad retail pads. East of Worthington will be office buildings and associated parking. At this time, only those portions of the site associated with Buildings A, B, J, and K will be constructed. The ultimate improvements to Drake Road will also be delayed until Summer of 1999. There is a separate section of this report included in the appendix which discusses the interim improvements in their entirety (located in the section just prior to Charts, Tables, and Graphs). II. HISTORIC DRAINAGE The Centre for Advanced Technology 19th Filing lies within the Spring Creek Major Drainage Basin, and is also included as a portion of the Amended Master Drainage Plan for Centre of Advanced Technology, prepared by RBD, Inc. February 1987. Within that Master plan, the Centre for Advanced Technology was divided into 28 sub -basins. CAT 19th contains portions of Subbasins A2, B 1, B3, B4, B5, B6, and DRAKE-L A copy of the Master plan, prepared for CAT, and the applicable areas has been included within the appendix of this report. III. DEVELOPED DRAINAGE Design Criteria and References Drainage criteria outlined in both the City of Fort Collins Storm Drainage Design Criteria Manual. and Storm Drainage Criteria Manual by the Urban Drainage and Flood Control District have been used for this Drainage Study. A study was prepared for this site, as well as the entire drainage basin contributing to the CSU Vet pond, by Lidstone and Anderson, June 18, 1997. This study was also used as a guideline for the preparation of this report. Hydrologic Criteria The Rational Method was used to estimate peak stormwater runoff from the proposed site. The 10 year storm event and the 100 year storm event was used to evaluate the proposed drainage system. Rainfall intensity data for the Rational method was taken from the City of Fort Collins Stormwater Utility intensity curves (Figure 3-1). Hydraulic Criteria City of Fort Collins Storm Drainage Criteria has been used for all hydraulic calculations. In addition, the detention volumes required for this development have been sized using the FAA method for detention ponds developed by the UDFCD was used. Per City criteria, UDSWMM was used to verify these pond sizes. Drainage Concepts The interior of the site was broken down into 9 smaller subbasins, designated as basins A through 1. Each of these smaller subbasins has a detention pond associated with it, coincidentally designated as Ponds a through I. There are also seven Drake Road subbasins, consisting of subbasins DR through DR4 along the North side of Drake Road, and DR5 through DR 7 along the south side of Drake Road.. Storm sewer inlets have been added to the south side of Drake Road per the request of the City Engineering Department. Flows from these inlets will add flows to the Woodwest system, and the impacts will be analyzed in the Lidstone & Anderson Study. Detained developed flows from subbasins A through G and the Allnut Funeral center, along with undetained flows from subbasins DR 1 through DR7 will be conveyed to a new storm sewer system that will be installed in Drake Road, and routed easterly to the existing CSU Vet Center Pond.. Detained flows from subbasins H and I will be directed towards the north, and into the existing storm sewer system located in Centre Avenue.. The release rates for Ponds H and I were based on their proportional share of the original RBD Master Plan drainage basin. I I 1 1 1 I I_t LJ 1 1 i As mentioned above, as a part of these improvements, a new storm sewer will be built connecting the existing storm sewer at the intersection of Drake and Shields with the Woodwest Outfall Storm sewer system, as planned in the RED Master Plan. Detained flows from Subbasins A through G will be released into this storm sewer. Developed runoff from Drake Road, as indicated in the RED Master plan will be released into the storm sewer tmdetained. In the preliminary study done for CAT 19' Filing, the intent was to try a match the Master plan basins, as outlined by RED. The site was composed of portions of basins A2, B1, B2, B3, B4, B5 and B6 (a copy of these basins are included in the appendix). The suggested release rates were used as a basis for on site detention requirements, as a cumulative total. In the course of review of our preliminary study, there was some concern regarding the capacity of the CSU Veterinary Hospital detention pond. It was requested by the City at time of final design, that the flows to this pond be further analyzed. A study was prepared by Lidstone and Anderson, which evaluated not only the contributions to the CSU Vet pond by this project, but the entire contributing upstream areas. This study developed a SWMM model for the region. As a part of this report, an On -site SWMM model was developed, and is included in the appendix of this study. The onsite detention ponds were sized using the FAA method. These required pond sized were confirmed with the on -site SWMM model developed for the site. The FAA method yielded slightly higher volume requirements, therefore was the conservative choice for final site drainage system. The result of the Lidstone and Anderson report initially confirmed that the release rates used in the RED Master plan had little or no effect on the CSU pond. Therefore, the suggested release rates by RED were again used as a basis for the onsite detention requirements for this site. IV. EROSION CONTROL General Concept The Centre for Advanced Technology 19th Filing lies within the Moderate Rainfall Erodibility Zone, and the Moderate Wind Erodibility Zone, per the City of Fort Collins zone maps. The desired effectiveness goal for this site was estimated to be approximately 80%. The intent of the erosion control plan for the site include the following guidelines. As these measures can vary depending on the time of year construction activities take place, as well as the construction window involved, we would look to the contractor to work closely with the City to insure the intent of the plan is generally complied with. It is the intent of the owner to move quickly ahead with development once overlot grading takes place. It is anticipated that overlot grading would start sometime around March, 1 1998, or sooner if possible. Steeles market would like to open early summer 1998. Therefore, once overlot grading and utilities have been completed, the owner would like to restabilize all disturbed areas, either with vegetative means, or by bard surfaces. In no cases shall restabilization occur more than 30 days after disturbance. In addition, silt fence will be provided around most of the exterior of the disturbed areas; gravel inlet filters will be installed at all curb inlets, curb openings, and pipe entrances. Straw bale check dams will be placed in all open channels, at a minimum of 250' intervals. Temporary vehicle wash pads will be located at the anticipated construction traffic entrances to the site. All construction activities must also comply with the State of Colorado permitting process for Stormwater Discharges associated with construction activities. A Colorado Department of Health NPDES discharge permit will be required before any construction grading can begin. V. CONCLUSIONS Compliance with Standards All computations within this report have been completed in compliance with the City of Fort Collins Storm Drainage Design Criteria. Drainage Concept The proposed drainage concepts presented in this study and shown on the grading and drainage plans adequately provide for the conveyance and detention of developed runoff from the proposed development. If groundwater is encountered during construction, and dewatering is used to install utilities, a State of Colorado Construction Dewatering Wastewater Discharge Permit will be required. Stormwater Quality Because water quality is important to this developer, water quality mechanism will be incorporated into all aspects of final design of drainage systems. A temporary siltation pond will be included in Pond H. Erosion Control Concepts Per the City of Fort Collins Erosion Control Reference Manual for Construction Sites, at the time of Final Design, the erosion control performance standard will need to be calculated and appropriate measures taken to control rain and wind erosion from the site. REFERENCES 1. Storm Drainage Design Criteria and Construction Standards. City of Fort Collins, Colorado, May, 1984. 2. Drainage Study for Centre for Advanced Technology Special Improvement District, by RBD, Inc, dated February 5, 1987 3. Drainage Criteria Manual, Urban Drainage and Flood Control District, Wright -McLaughlin Engineers, Denver, Colorado, March, 1969. 4. Final Drainage and Erosion Control Study for Cinema Savers , by RBD Inc. 5. Final Drainage and Erosion Control Study for Allnut Funeral Home (CAT 18th Filing), by Stewart & Associates 6. Regional Drainage Evaluation for the Centre for Advanced Technology, Filing 19, by Lidstone and Anderson, dated June 18, 1997 APPENDIX 1 11 1 k I 1 I [1 Ll I h I I I I VICINITY MAP � „=2000' PROJECT LOCATION J EXCERPTS FROM THE CAT OVERALL DRAINAGE STUDY EXISTING DRAINAGE The principal site (SW Quarter of Section 23) is currently used for farming and livestock grazing. It is covered mainly with field stubble and grasses. The general slope of the land is to the northeast at a 1% grade. The southeast portion of the site drains in a southeasterly direction toward Drake Road at about a 1% grade as well. Two major irrigation ditches cross the site. The most northerly, the Larimer No. 2 crosses from west to east. The New Mercer enters the site from the west along Shields Street and meanders through turning south to cross Drake Road. A number of smaller ditches provide irrigation water throughout the site. ' DESIGN SUMMARY DESIGN CRITERIA t The design criteria utilized in this report reflects the guidelines of the Fort Collins Drainage Criteria Manual dated May 1984. The drainage plan has been designed to follow the basic ' guidelines initially outlined in the Master Utility and Drainage Plan for the Centre for Advanced Technology dated July 5, 1985 by RBD, Inc. ' DESIGN APPROACH When fully developed the Centre will be comprised of residential '., and commercial/office development. "C" coefficients were as- signed to the various development areas based on the most recent projected land use. Areas D and F are intended to be residential ' and therefore given a "C" coefficient of 0.65. Areas south of Center Avenue were given coefficients of 0.95 or 1.0 reflecting their intended use as commercial/office development. Area C was ' given a coefficient of 0.84 based on an actual proposed site layout for an office park currently being prepared for submittal. After assigning "C" coefficients to the areas by land use the topography and proposed street grades were considered in dividing these areas into probable drainage sub -basins. (See Drainage Plan in rear pocket). Probable locations for future detention ' areas were determined. (shown as Design Points on Drainage Plan). In accordance with the criteria outlined above sub -basins will detain the difference between the 100 developed and the 2-year ' historic storm. These detention areas will discharge into ad- jacent storm drain pipe systems in Center Avenue and Drake Road. Inlet sizing for these areas was not addressed in this report, however stubouts have been provided at the assumed low point. -2- Street flows will be handled by the storm drain pipe systems in Drake Road and Centre Avenue and the street cross-section capacity. Street curb inlets were sized for all necessary street locations based on the accommodation 10 year flows in the pipe system. DRAKE ROAD AND MEADOWLARK AVENUE STORM DRAIN SYSTEM The proposed Drake Road and Meadowlark Avenue storm drain pipe system will connect to the existing 60 inch RCP which crosses Drake Road from the Woodwest development. Some modification of a previous design will give this proposed pipe system adequate hydraulic capacity to handle the additional flow from the Centre. The existing 60 inch RCP discharges into the CSU Veterinary cen- ter Pond. Visual inspection and a topographic survey of this pond have revealed that pond overtopping will not endanger the Veterinary building to the west or development south of Drake Road. Should overtopping occur flows would be channeled northward to Spring Creek along the asphalt service road which runs along the railroad tracks to the east. Discussions with the City storm drainage staff determined that the present hydraulic analysis is adequate at this time. A supplementary analysis and investigation will be performed which will further investigate the behavior of this pond in a 100 year storm. The proposed storm drain pipe system has been sized to accom- modate 10 year developed flows. The low sump areas in Drake Road and Meadowlark Avenue have been designed to allow no more than 1.0 foot of ponding at the flowline in a major drainage event. Any quantity of storm water over this depth will flow into Drake Road where it is channeled eastward to the CSU Veterinary Pond area. CENTER AVENUE STORM DRAIN SYSTEM The Center Avenue storm drain system will drain the street and basin areas shown on the drainage plan. The pipe system will handle 2 year historic flows from the adjacent detention areas and 10 year developed flows from the streets. Low sump areas in Center Avenue west of the New Mercer Ditch have been designed to pond to a maximum depth of 1.0 foot at the flowline. Any quan- tity of storm water over this depth will flow toward the inter- section of Center Avenue and Worthington Avenue. At this point the additional street flow will be channeled north in a future local street. This street will empty into a proposed detention area for basin D1 which will discharge into the Center Avenue storm drain or a piped outfall north under the New Mercer and Larimer No. 2 ditches. The piped outfall to the north would be accommodated into the drainage plan for Area E. -3- r 11 The portion of Center Avenue east of the New Mercer will drain directly east in the end of current improvements. The entire Center Avenue storm drain pipe system will daylight in the future street right-of-way just north of the Larimer No. 2 ditch crossing. A temporary swale will carry the flows along the fu- ture street right-of-way to the Arthur Ditch. This swale has been designed to carry the total pipe and street outfall with freeboard. Drainage flows will enter an enlarged Arthur Ditch at this point and flow in the ditch to a diversion structure just west of the railroad crossing. At this structure flows will be 1 diverted out of the ditch to flow directly north into Spring Creek. TRANSITIONAL AREA E Transitional Area E of the Centre for Advanced Technology lies in 1 the area between the north property line of the Centre and the Larimer No. 2 Canal. The property is owned by CSURF. It is cur- rently used for grazing and slopes sharply to the north with a low point located at the midpoint of the north property line. No r comprehensive site plan has been firmly developed for this area. When such a site plan is developed it will accommodate the required detention and flows piped from the south (if necessary). This detention area would outfall to the north. At the present -.t.`time a drainage ditch constructed in conjunction with the Sunder- ing Townhomes PUD channels drainage flows from that project to Spring Creek. This channel will be enlarged to accommodate flows from Area E. BOX CULVERTS Three 51x20' concrete box culverts will be installed in conjunc- tion with the Special Improvement District. Two will be in- stalled on Center Avenue at its crossings with the New Mercer and Larimer No. 2 ditches. A third culvert will be installed as a replacement for the existing culvert at the crossing of Shields Street and the New Mercer Ditch. The existing culvert is being replaced in this area because it has been an ongoing maintenance r problem for several years. The 51x20' cross section of these culverts is more than adequate to handle anticipated flows. It is being utilized in this case at the ditch companies' request in order to assure low maintenance. Two concrete box culvert extensions will also be included in the SID improvements. The first is an eastward extension of the box r culvert at the crossing of Shields Street and the Larimer No. 2 Canal. This extension will accommodate the new cross section of Shields Street. It consists of a 51x20' Section with headwalls. ' The second is a southward extension of the existing box culvert at the crossing of Drake Road and the New Mercer Ditch to accom- modate a sidewall extension. It consists of a 3.5'xll' section with headwalls. ' -4- 11 11 No calculations are shown for the sizing of the new box culverts or the -extensions because sizing has been dictated by the ditch companies or existing field conditions. SHIELDS STREET STORM DRAIN A short segment, a storm drain pipe and two curb inlet boxes have been designed under the improved section of Shields Street ex- tending from the Spring Creek Professional Plaza improvements. This pipe section was sized to relieve potential ponding problems in that area. IRECOMMENDATIONS AND CONCLUSIONS I I 1 i 1 This drainage design has been accomplished using the best avail- able information at this time regarding probable land use. As stated earlier detention areas have been placed at their most .'probable locations. Whenever possible, though, these areas ^R should be combined. The resulting pond will be more efficient and more easily maintained. Provided there is no significant change in land use implementation of this plan will satisfy `r4".�hydraulic and hydrologic considerations as well as current City of Fort Collins regulations in providing storm water management. r REFERENCES Storm Drainage Desian Criteria and Construction Standards by the City of Fort Collins, Colorado, May, 1984. 2. Urban Storm Drainage Criteria Manual, Volume 1, by Wright - McLaughlin Engineers, May 1969. 3. Final Drainage Report for Spring Creek Professional Park, By Engineering Professionals, April, 1966. -5- 1 44 it 4.15Ac. e�p 95cf O s A.F. • �r a 1 B5 N���•i�q� .. r,. kNa\Max \ r� t. 11 EAD 5 q Z 7 8 o. £b Q QL- Pp •� 2.9p cf q A 5'TYF y 5' w J �4'; i� C ry� `AMEN C d $4 s OI •-1 to V1 co V h n O m co V1 n,• r. N T.y u +O +O O+m O O W h h t1N V V (—T 0 .- d to +O m h m Vl O N J •O H O U In N W C' W N O h W O , N Nl O O N N -•O 01 6 W n V •O ✓1 In V f'1 W W W n •O O. NJ'1�1 O W O t'1 rl h i� J V N N O' J'V!! U r 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 v I r r I I r r I I r r r r I I I n n r1 r1 '+ .-• n r1 Ol h �: O O N 0 •--I +O 41 0,4 I Vl ('1 O. 01 h N Vl 1'1 •D v O' O O o Jrnrn 0 0 n n 0 C 0 0 n o W n W o .� U O O O •-1 +1� N I l t l l l l 11 1 - O I I 11 1 1 I 1 1 1 •p Ln 1 0 r 1 1 I 1 1 1 1 1 I U r 1 1 1 1 1 1 1 1 1 O U 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 In N to In ✓i V Vl In oCn rno+rn rnrnrn I .-00000 00o I N N N N N N N N N N N N N N r. N. I 1 1 1 1 I 1 1 I I 1 N . 1 11 I 1 I 1 1 1 1 1 I U 0 0 0 0 0 0 0 0 0 0 0 U .r N 1'1 J •-� N t'1 V In w 41 a.I W 1 1 I I I I $ 0 g 3 'd to N 2 1 d 0 d 0 0 0 0 .d w w d C.X 'U 'O 'O H ! 'O V 4 A 17 N N R to Idc N •.� F F V.r 6 .-1 N t'1 .-+ N r1 V In 1D .-1 N .-I N K7 466R1 W W Rl a7 KlU AF1 W WU CYI q'E £E iUUIUU U U SITE HYDROLOGY DEVELOPED COMPOSITE RUNOFF COEFFICIENTS FOR CAT 19TH FILING PUD Prepared by Bud Curtiss - Northern Engineering Date: Revised March 11, 1998 File: CAT19COMPC.WQ2 ' Basin Area Imperv. Pervious C Imper C Pery Comp C No (ac) Area (ac) Area (ac) A-1 0.96 0.62 0.34 0.95 035 0.74 A-2 0.54 0.41 0.13 0.95 0.35 0.81 A-3 0.55 0.41 0.14 0.95 0.35 0.80 A-4 0.95 0.63 0.32 0.95 0.35 0.75 A-5 0.03 0.03 0.00 0.95 0.35 0.95 B-1 137 B-2 0.58 1.08 0.48 0.29 0.10 0.95 0.95 0.35 0.35 0.82 0.85 B-3 0.60 023 0.37 0.95 0.35 0.58 C-1 0.60 0.60 0.00 0.95 0.35 0.95 1 C-2 0.36 0.09 0.27 0.95 0.35 0.50 D-1 1.33 1.14 0.19 0.95 0.35 0.86 D-2 0.81 0.70 0.11 0.95 0.35 0.87 D-3 0.13 0.11 0.02 0.95 0.35 0.96 D-4 0.09 0.08 0.01 0.95 0.35 0.88 D-5 1.76 1.18 0.58 0.95 035 0.75 D-6 0.70 0.46 0.24 0.95 0.35 0.74 ' E-1 1.56 1.17 0.39 0.95 0.35 0.80 F-I 0.71 0.48 0.23 0.95 0.35 0.76 G-1 2.72 2.06 0.66 0.95 0.35 0.80 G-2 0.09 0.07 0.022 0.95 0.35 0.80 H-1 IA6 1.11 0.35 0.95 0.35 0.81 H-2 0.97 0.97 0.00 0.95 0.35 0.95 ' H-3 0.70 0.45 0.25 0.95 0.35 0.74 H-4 0.15 0.07 0.08 0.95 0.35 0.63 H-5 0.73 025 0.48 0.95 0.35 0.56 1-1 0.08 0.07 0.01 0.95 0.35 0.88 1 1-2 0.92 0.56 0.36 0.95 0.35 0.72 DR-1 0.83 0.69 0.14 0.95 0.35 0.85 DR-2 0.78 0.65 0.13 0.95 0.35 0.85 DR-3 0.68 0.55 0.13 0.95 0.35 0.84 DR-4a 0.83 0.72 0.11 0.95 0.35 0.87 DR-4b 0.79 DR-5 0.70 0.64 0.57 0.15 0.13 0.95 0.95 0.35 0.35 0.84 0.94 DR-6 2.77 2.28 0.49 0.95 0.35 0.94 DR-7a 0.55 0.45 0.1 0.95 0.35 0.84 ' DR-7b 0.91 0.66 0.25 0.95 0.35 0.79 DR-7c 0.32 023 0.09 0.95 035 0.78 ' NET SITE 30.61 22.948 7.662 0.95 0.35 0.80 SUBTOTAL BASIN A 3.03 SUBTOTAL BASIN B 2.55 SUBTOTAL BASIN C 0.% SUBTOTAL BASIN D 4.82 SUBTOTAL BASIN H 4.01 ' SUBTOTAL BASIN I 1.00 SUBTOTAL DRAKE NORTH 3.91 SUBTOTAL DRAKE SOUTH 5.25 II �i U N � o � � T 8 ' x Y U N o u _ r ao 9 5 u F ' A N O A T T � ' N O O L N N O N to0 Q O Z ¢ N c ' Z Om 1 Z W OU ~ O 0 w ~ u N H ' rn� �QU U m i m zo O� fA Q S mU y U a r m Z 0 1 E E E E E E E E E E E E E E E E E E E E E E E E E E E c c❑ E E E E E E E E E❑ E E E E E E E E E E c E E E E E E E E E E E E E E E E E E E E E E E E E E E E C L C C C C 'C E C C C C E C C C C C C C C C C C C Y E E E E E E 'E E E E E E E E E E E E E E E E 'E E EE < 99999999go2 99 88E9A222 9 9 9 9 ¢ " o 0 0 0 0 0 0 0 0 0 o o o o o 0 0 0 0 0 0 0 C C C C C C C C C C C C L C C C C C C C C C C C C C w E E E E E E E E E E E E E E E E E E E E E E E E E E cc N N N N N N N N N N N N N N N N N N N N N N N N N N A W W A W W A W W W W W A A W A A W A W A W A W A W M m o 0 0 0 0 0 0 0 0 0 0 o m r o o m M o 0 0 0 0 0 0 o m o N o so, o v o N m J OI h h N Yl h N N N N N N N N � m N N m m N YI h N N N N N r N m N r N N N m m U Z og� 2J o¢ UU m m M M N N m m 0 N N •- m m m m O O m m N N M M M M N N N N r n N N N tV o N 0N N C100 � � 0000 COOOCI NNN CI 0 NYI 00o N NtV F E o m m N N N N N N m N N N 0 0 N N N N N N N N N N n n r r N N N N r r N 4 m m N Cl � � N N l7 Ol N N NlV � � � � �" CI N NfV N M � �- � � �" �"' � � � Uam wW %W ~ J 0000000800000000000000000000000ppo m QW Oem O O •- 0 0 M M 0 0 0 0 0 0 �- 0 0 0 0 0 0 0 0 0 0 0 0 MNN--w-N—�w�i��i gi lG 2G Y�lGNNnng Z - w J n n r m O O O N O O O O O O O m O O m M N M N— m N O O r O N— m O m N N 0 V)�� OOCi tV�000000�rOOrOM�tV .-C1� �OInNONO� V fV O� Lu F E m Lu H Z W pp SSOO SS SOhN000SNN 0000YOIhNN NN10(1 IAOSYOIN �00NOON�00, Q J LL a \ N e N N N N lV N O O N N N N O O N N 0 0 W N v 80N o N O O NN 0 0 0 0 0 0 Om m O O S e O N N A r N N S S m N r n H 0 O0 ¢ ~ W v Z J pp pa �O �yO� IIOO �0pp ��OO pp pp ((pp ��pp (p pmp pp pp r 0 m m m m W O 0 N N m S N 00 O W m m O O n n m 00 6 6 0 S 00 o 0 o 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 U M of o ovni,mo. n0.00000-666M mo mod m00-00N" ¢¢.. 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KB� !!§ § § CAT 19TH FILING DESIGN POINT 010 Q100 COMMENTS (cfs) (cfs) Al 3.3 7.8 5' Sidewalk Culvert A2 2.5 4.9 4' Curb Inlet A3 2.5 5.0 3' Sidewalk Culverts A4 4.0 8.0 4' Sidewalk Culvert A5 0.2 0.3 Type C Area Inlet B1 6.3 12.3 5' Curb Opening B2 2.8 5.2 3' Sidewalk Culvert D1 6.5 12.0 Type C Area Inlet D2 4.0 7.3 Type C Area Inlet D3 0.6 1.2 4' Type R Curb Inlet D4 0.4 0.8 4' Type R Curb Inlet E1 6.0 14.0 Rectangular Weir - Max release 3.00 cfs F1 5.9 9.1 Type C Area Inlet - Max release 0.70 cfs G2 0.4 0.8 4' Type R Curb Inlet H1 6.6 13.1 5' Sidewalk Culvert H3 2.5 5.8 24" RCP H4 0.5 1.1 Type C Area Inlet 11 0.4 0.7 Type C Area Inlet 12 4.0 7.5 4' Type R Curb Inlet DR1 3.5 7.1 15' Type R Curb Inlet DR2 3.7 8.6 20' Type R Curb Inlet DR3 3.3 7.6 15' Type R Curb Inlet DR4a 3.8 9.5 10' Type R Curb Inlet DR4b 4.2 11.7 15' Type R Curb Inlet DR5 2.7 6.3 15' Type R Curb Inlet DR6 8.4 19.7 20' Type R Curb Inlet DR7a 2.6 12.0 15' Type R Curb Inlet DR7b 3.4 11.6 15' Type R Curb Inlet Basin A 10.0 23.2 Pond Basin B 7.9 18.4 Pond Basin C 3.3 6.4 Pond Basin D 18.7 37.7 Pond Basin G 9.8 22.8 Pond Basin H 19.2 32.8 Pond i �Da ae-� 2L::)am 1 P�2 17P�., NL1�yE STIY��' 1Zn, NTeE� i l e9S c� CI00 Y2. P�L.S�C.SG 1 �2dKE i iCI00 Y2 eELCdSE C1 M fY�C�20�3 �Ldt-T' 1�L i iE.x! STD a1 C� l n, I..ET slv - 1 Ex�sr1 4i t+.Lj=-7- 6Gap- ) - C=.,P,4c-�5 ij8,�� cis 1 1 n LJ ------------------------------------------------------- ' UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER ------------SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ---------------------------------------------------------------- USER:Northern Engineering Services -Ft Collins Colorado ....................... �N DATE 10-03-1997 AT TIME 15:53:32 *** PROJECT TITLE: INLET DESIGN ' *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 10 NJ"-" INLET HYDRAULICS: IN A SUMP. L7Pb.k:_ E Olt SDI I F_= ' GIVEN INLET DESIGN INFORMATION: ' GIVEN CURB OPENING LENGTH (ft)= 4.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.00 Note: The sump depth is additional depth to flow depth. ' STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 0.60 STREET CROSS SLOPE (e) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.50 GUTTER WIDTH (ft) = 2.00 ' STREET FLOW HYDRAULICS: ��•- �? WATER SPREAD ON STREET (ft) = 21.44 ' GUTTER FLOW DEPTH (ft) = 0.55 FLOW VELOCITY ON STREET (fps)= 3.18 FLOW CROSS SECTION AREA (sq ft)= 4.72 GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 20.00 INLET INTERCEPTION CAPACITY: ' IDEAL INTERCEPTION CAPACITY (cfs)= 7.20 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 15.00 FLOW INTERCEPTED (cfs)= 6.44 ' CARRY-OVER FLOW (cfs)= 8.56 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 15.00 FLOW INTERCEPTED (cfs)= 5.76 ' CARRY-OVER FLOW (Cfs)= 9.24 1 II ---------- --------------------------------------------- ' UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER '----------SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD --- USER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 10-03-1997 AT TIME 15:55:02 *** PROJECT TITLE: INLET DESIGN ' *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 10 INLET HYDRAULICS: IN A SUMP. ' GIVEN INLET DESIGN INFORMATION: I]r2n� + S+-ic1JS GIVEN CURB OPENING LENGTH (ft)= 4.00 ' HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.56 Note: The sump depth is additional depth to flow depth. ' STREET GEOMETRIES: STREET LONGITUDINAL SLOPE M = 0.60 STREET CROSS SLOPE (o) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.50 GUTTER WIDTH (ft) = 2.00 ' STREET FLOW HYDRAULICS: ' WATER SPREAD ON STREET (ft) = 21.44 GUTTER FLOW DEPTH (ft) = 0.55 FLOW VELOCITY ON STREET (fps)= 3.18 FLOW CROSS SECTION AREA (sq ft)= 4.72 GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(0 = 20.00 ' INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (CfS)= 11.35 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 15.00 FLOW INTERCEPTED (cfs)= 9.08 ' CARRY-OVER FLOW (CfS)= 5.92 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 15.00 FLOW INTERCEPTED (cfs)= 9.08 ' CARRY-OVER FLOW (CfS)= 5.92 No Text I I 1 1 1 I L1 I I 1 DEVELOPED SWMM MODEL 1 SWMM MODEL PARAMETERS Prepared by Bud Curtiss - Northern Engineering Date: Revised March 18, 1998 File: CATI9SWMMCALCS.WQ2 Weighted Overland Weighted Weighted Basin Area Imperv. % Imper % Imper Basin Length Avg Length Basin Width No (ac) Area (ac) (avg) (ft) (ft) A A-1 0.96 0.62 64.58 100 A-2 0.54 0.41 75.93 50 A-3 0.55 0.41 74.55 50 A4 0.95 0.63 66.32 50 A-5 0.03 0.03 100.00 69.31 50 65.84 2004.61 B-1 1.37 1.08 78.83 50 B-2 0.58 0.48 82.76 50 B-3 0.60 0.23 38.33 70.20 80 57.06 1946.73 C-1 0.60 0.60 100.00 50 C-2 0.36 0.09 25.00 50 D-1 1.33 1.14 85.71 65 D-2 0.81 0.70 86.42 50 D-3 0.13 0.11 84.62 50 D-4 0.09 0.08 88.89 50 D-5 1.76 1.18 67.05 75 D-6 0.70 0.46 65.71 75.43 100 67.12 3751.18 E-1 1.56 1.17 75.00 75.00 100 100.00 679.54 F-I 0.71 0.48 67.61 67.61 60 60.00 515.46 G-1 2.72 2.06 75.74 75 G-2 0.09 0.07 75.56 75.73 50 74.20 1649.66 H-I 1.46 1.11 76.03 50 H-2 0.97 0.97 100.00 50 H-3 0.70 0.45 64.29 150 H4 0.15 0.07 46.67 50 H-5 0.73 0.25 34.25 71.07 50 67.46 2589.46 I - 1 0.08 0.07 87.50 50 1-2 0.92 0.56 60.87 63.00 50 50.00 871.20 ic}gl 21.45 SUBTOTAL BASIN A 3.03 SUBTOTAL BASIN B 2.55 SUBTOTAL BASIN C 0.96 SUBTOTAL BASIN D 4.82 SUBTOTAL BASIN H 4.01 SUBTOTAL BASIN I 1.00 ,&4SIto F PjOS I NI E 14 304 i�JIJD II iI II 1 ponlo F ;::v Q a 31z I-7 �J-NOT rjo tA.L4-?,J uT 316 )I IZ i3 IS IC-2 17 el LLJ,.r44 Ql ;=M e-.tT C IZCZ=XS 3.o3 i . ZS 194'7 Z.ss 76 3o I o 7S o. IS 6.'71 Cob _765 (=c-=;, Z81 76 Zso I.40 -75 . o0 PAr1rt� 'CJa2vG p,o ff a.Smac.F=r C). cis �w IVl NI I�IOD�L, �[�'� � �?bltJ.9Lfi CDIJVE`/dNC� �L�MEt.7TS ' 11 II COrJV EY.�.v � Cpt•J1JK.T5 �i'i'C�(h L..e�,X�T}I SI.DP� � tEL.ErnssJT Ta SIBS (p) �7� N6 COZVE -c� :D.Id ' 3�Z 3II Plarinl[� CuP� E I.© L. IL o,oi3 3 31Z -iNv G�ea(E I.o o.lo 0,015 S Pvr I ti Gur2�JE I. o O, 1 c> C• a 13 4D I 3��d 313 p1iT'1►,1C� f_US2.u>✓ I. o a .I o c7 • o � 3 ' III 31? PIPE ZC=� ' -7�-� 31Z c51S +4IPC 42" �• Ji3 313 3i4 _1='I11 2-7S (:D.ZB 0.013 M�14 31 S PIt ZZ I. ZZ O.ol3 1 31s 3i� +�I�� 4Zn -70 Z>7c-) 3 1 I F> c 17 C-> 0. 013 2 1 1 2 3 4 WATERSHED 0 CAT 19th SWMM for Site 100-YEAR Rainfall Event 1 180 0 0 1. 1 1. 1 25 5. 0.60 0.96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56 1.20 0.84 0.60 0.48 0.36 0.36 0.24 0.24 0.24 0.24 0.24 0.24 0.12 0.12 0.00 + * CAT 19th Filing On -site Basins 1 11 301 2005 3.03 69. .012 .016 .250 .1 .3 .51 0.5 0.0018 1 12 302 1947 2.55 70. .010 .016 .250 .1 .3 .51 0.5 0.0018 1 13 303 3751 5.78 75. .010 .016 .250 .1 .3 .51 0.5 0.0018 1 14 304 680 1.56 75. .006 .016 .250 .1 .3 .51 0.5 0.0018 1 15 305 515 0.71 68. .007 .016 .250 .1 .3 .51 0.5 0.0018 1 16 306 1650 2.81 76. .010 .016 .250 .1 .3 .51 0.5 0.0019 1 17 307 836 2.00 75. .010 .016 .250 .1 .3 .51 0.5 0.0018 + * ############################ END OF WATERSHED DATA ####################### * 0 0 + * CAT 19th Conveyance Elements + 0 301 320 7 2 .1 1. 0.001 0.1 0.1 0.013 0.1 0.0 0.0 0.01 0.29 0.11 0.42 0.24 0.52 0.40 0.60 0.60 0.67 0.73 0.70 0 302 311 8 2 .1 1. 0.001 0.1 0.1 0.013 0.1 0.0 0.0 0.01 0.25 0.06 0.36 0.14 0.45 0.25 0.52 0.42 0.58 0.51 0.60 0.66 0.64 0 303 312 8 2 .1 1. 0.001 0.1 0.1 0.013 0.1 0.0 0.0 0.02 0.55 0.13 0.80 0.30 0.99 0.55 1.15 1.06 1.29 1.23 1.30 1.93 1.41 0 304 305 4 2 .1 1. 0.001 0.1 0.1 0.013 0.1 0.0 0.0 0.02 0.67 0.16 2.07 0.21 2.40 0 305 313 4 2 .1 1. 0.001 0.1 0.1 0.013 0.1 0.0 0.0 0.01 0.66 0.09 0.70 0.16 0.74 0 306 313 6 2 .1 1. 0.001 0.1 0.1 0.013 0.1 0.0 0.0 0.01 0.42 0.10 0.61 0.36 0.75 0.55 0.79 0.83 0.87 0 307 314 2 2 .1 1. 0.001 0.1 0.1 0.013 0.1 0.0 0.0 0.50 0.54 1 311 312 0 2 3. 570. 0.0045 0. 0. 0.013 3. 1 312 315 0 2 3.5 740. 0.0036 0. 0. 0.013 3.5 1 313 314 0 2 1.5 275. 0.0026 0. 0. 0.013 1.5 1 314 315 0 2 1.25 22. 0.0122 0. 0. 0.013 1.25 1 315 316 0 2 3.5 70. 0.0110 0. 0. 0.013 3.5 + * ############################ END OF CONVEYANCE DATA ###################### + 6 301 302 303 304 305 306 -1 1 ENDPROGRAM ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC-1 DEVELOPED BY METCALF 4 EDDY, INC. UNIVERSITY OF FLORIDA WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970) UPDATED BY UNIVERSITY OF FLORIDA (JUNE 1973) HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYLE ENGINEERING CORPORATION (MARCH 1905, JULY 1985) TAPE OR DISK ASSIGNMENTS JIN(1) JIN(2) JIN(3) JIN(4) JIN(5) JIN(6) JIN(7) JIN(a) JIN(9) JIN(1O) 2 1 0 0 0 0 0 0 0 0 JOUT(1) J0UT(2) J0UT(3) JOUT(4) J0UT(5) J0UT(6) JOUT(1) J0UT(a) JOUT(9) JOUT(10) 1 2 0 0 0 0 0 10 0 0 NSCRAT(1) NSCRAT(2) NSCRAT(3) NSCRAT(4) NSCRAT(5) 3 4 0 0 0 WATERSHED PROGRAM CALLED --- ENTRY MADE TO RUNOFF MODEL - CAT 19th SWM4 for Site 100-YEAR Rainfall Event NUMBER OF TIME STEPS 180 INTEGRATION TIME INTERVAL (MINUTES) 1.00 1.0 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 .60 .96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56 1.20 .84 .60 .48 .36 .36 .24 .24 .24 .24 .24 .24 .12 .12 .00 CAT 19th SWM7 for Sit- 100-YEAR Rainfall Event SUBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE NUMBER OR MANHOLE (FT) (AC) IMPERV. (FT/FT) IMPERV. DERV. IMPERV. PERV. MAXIMUM MINIMUM DECAY RATE NO 11 301 2005.0 3.0 69.0 .0120 .016 .250 .100 .300 .51 .50 .00180 1 12 302 1947.0 2.5 70.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 13 303 3751.0 5.8 75.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 14 304 680.0 1.6 75.0 .0060 .026 .250 .100 .300 .51 .50 .00180 1 15 305 515.0 .7 68.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 16 306 1650.0 2.8 76.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 17 307 836.0 2.0 75.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 TOTAL NUMBER OF SUBCATCHMENTS, 7 TOTAL TRIBUTARY AREA (ACRES), 16.44 CAT 19th SOW for Site 100-YEAR Rainfall Event "' CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL **- WATERSHED AREA (ACRES) 18.440 TOTAL RAINFALL (INCHES) 2.890 TOTAL INFILTRATION (INCHES) .217 TOTAL WATERSHED OUTFLOW (INCHES) 2.523 TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .150 ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .000 CAT 19th SWMM for Site 100-YEAR Rainfall Event WIDTH INVERT GUTTER GUTTER NDP NP OR DIAM LENGTH SLOPE NUMBER CONNECTION (FT) (FT) (FT/ET) 301 320 7 2 PIPE .1 1. .0010 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .3 .1 .4 .2 .7 .7 302 311 8 2 PIPE .1 1. .0010 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .3 .1 .4 .1 .5 .6 .7 .6 303 312 8 2 PIPE .1 1. .0010 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .6 .1 .8 .3 1.2 1.3 1.9 1.4 304 305 4 2 PIPE .1 1. .0010 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .7 .2 2.1 .2 305 313 4 2 PIPE .1 1. .0010 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .7 .1 .7 .2 306 313 6 2 PIPE .1 1. .0010 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .4 .1 .6 .4 307 314 2 - PIPE .1 1. .0010 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .5 .5 311 312 0 2 PIPE 3.0 570. .0045 312 315 0 2 PIPE 3.5 740. .0036 313 314 0 2 PIPE 1.5 275. .0028 314 315 0 2 PIPE 1.3 22. .0122 315 316 0 2 PIPE 3.5 70. .0110 TOTAL NUMBER OF GUTTERS/PIPES, 12 CAT 19th SWMM for Site 300-YEAR Rainfall Event ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE 301 0 0 0 0 0 0 302 0 0 0 0 0 0 303 0 0 0 0 0 0 304 0 0 0 0 0 0 305 304 0 0 0 0 0 306 0 0 0 0 0 0 307 0 0 0 0 0 0 311 302 0 0 0 0 0 312 303 311 0 0 0 0 313 305 306 0 0 0 0 314 307 313 0 0 0 0 315 312 314 0 0 0 0 SIDE SLOPES OVERBANK/SURCHARGE HORI2 TO VERT MANNING DEPTH JK L R N (FT) .1 .1 .013 .10 0 .5 .4 .6 .6 .7 .1 .1 .013 .10 0 .5 .3 .5 .4 .6 .1 .1 .013 .10 0 1.0 .6 1.1 1.1 1.3 .1 .1 .013 .10 0 2.4 .1 .1 .013 .10 0 .7 .1 .1 .013 .10 0 .8 .6 .8 .8 .9 .1 .1 .013 .10 0 .0 .0 .013 3.00 1 .0 .0 .013 3.50 1 .0 .0 .013 1.50 1 .0 .0 .013 1.25 1 .0 .0 .013 3.50 1 TRIBUTARY SUBAREA D.A.(AC) 0 0 0 0 11 0 0 0 0 0 0 0 0 0 3.0 0 0 0 0 12 0 0 0 0 0 0 0 0 0 2.5 0 0 0 0 13 0 0 0 0 0 0 0 0 0 5.0 0 0 0 0 14 0 0 0 0 0 0 0 0 0 1.6 0 0 0 0 15 0 0 0 0 0 0 0 0 0 2.3 0 0 0 0 16 0 0 0 0 0 0 0 0 0 2.8 0 0 0 0 17 D 0 0 0 0 0 0 0 0 2.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2.5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8.3 0 0 0 0 0 0 0 0 0 a 0 0 0 0 5.1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15.4 I F I 1 HYDROGRAPHS WILL BE STORED FOR THE FOLLOWING 6 POINTS 301 302 303 304 305 306 CAT 19th SWMM far Site 100-YEAR Rainfall Event HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 10 CONVEYANCE ELEMENTS THE UPPER NUMBER IS DISCHARGE IN CFS THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: ( ) DENOTES DEPTH ABOVE INVERT IN FEET (S) DENOTES STORAGE IN AC -FT FOR DETENTION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (1) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYOROGRAPH (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER (0) DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER TIME(HR/MIN) 301 302 303 304 305 306 307 311 0 1. .0 .0 .0 .0 .0 .0 .0 .0 .DO( ) .00( ) .00( 1 .00( 1 .00( ) .00t ) .00( ) .00( ) 0 2. .0 .0 .0 .0 .0 .0 .0 .0 .00( ) .00( I .00(S) .00( ) .00( ) .00( 1 .00( ) .00( ) 0 3. .0 .0 .0 .0 .0 .0 .0 .0 .oafs) .OG(S) .Dols) .00( I .00( ) .Dols) .DO( 1 .00( 1 0 4. .0 .0 .0 .0 .0 .0 .0 .0 .00(S) .Dols) .oats) .00( I .00( ) .oats) .00( 7 .01( ) 0 5. .0 .0 .0 .0 .0 .0 .0 .0 .Oafs) .Dols) .Dols) .00( ) .Oats) .Dols) .Dols) .01( ) 0 6. .0 .0 .0 .0 .0 .0 .0 .0 .Dols) .oats) .Oafs) .Oats) .Dols) .Dols) .00(5) .01( ) 0 7. .0 .0 .0 .0 .0 .0 .0 .0 .Dols) .Dols) .Dols) .Oats) .00(5) .Dols) .00(51 .al( 1 0 8. .0 .0 .0 .0 .0 .0 .0 .0 .00(5) .Oats) .Dols) .Dols) .Oats) .00(51 .Dols) .01( ) 0 9. .0 .0 .0 .0 .0 .0 .0 .0 .Dols) .Oats) .Oats) .Dols) .Dols) .Oats) .Dols) .01( ) 0 10. .0 .0 .0 .0 .0 .0 .0 .0 .oats) .Dols) .oats) .oats) .Dots) .Dols) .Oats) .02( ) 0 11. .1 .1 .1 .0 .0 .1 .0 .0 .Dols) .Oats) .oats) .Oats) .Dols) .Dots) .Dols) .02( ) 0 12. .1 .1 .2 .1 .1 .2 .0 .0 .Oats) .Oafs) .oils) .oats) .oats) .oats) .oats) .04( ) 0 13. .2 .2 .4 .1 .1 .3 .0 .0 .oils) .O1(S) .oils) .Dols) .Dols) .01(S) .Gals) .05( ) 0 14. .3 .2 .6 .1 .2 .4 .0 .0 .oils) .oils) .02(S) .oats) .Oats) .oils) .Oils) .07( ) 0 15. .3 .3 .6 .2 .2 .4 .0 .1 .Oils) .Oils) .03(S) .O1(S) .Dols) .oils) .Oils) .09( ) 0 16. .3 .3 .6 .2 .3 .4 .0 .1 .02(S) .02(S) .04(S) .oils) .oats) .02(S) .Oils) .11( ) 0 17. .3 .3 .6 .3 .3 .4 .0 .1 .02(S) .02(5) .04(S) .oils) .Oils) .02(S) .Oils) .12( ) 0 Ia. .3 .3 .6 .4 .4 .5 .0 .2 .03(s) .02(S) .05(S) .Oils) .oils) .02(5) .02(S) .13( ) 0 19. .3 .3 .6 .4 .5 .5 .0 .2 .03(S) .03(S) .06(S) .oils) .oils) .03(S) .02(S) .14( ) 0 20. .3 .3 .7 .5 .6 .5 .0 .2 .04(S) .03(S) .07(S) .oils) .oils) .03(S) .02(5) .15( ) 0 21. .3 .3 .7 .6 .6 .5 .0 .2 .04(S) .04(S) .Oats) .02(S) .oils) .04(S) .03(S) .16( ) 0 22. .3 .3 .7 .7 .1 .5 .0 .3 .05(s) .0401 .10(S) .02(S) .oils) .04(5) .D3(S1 .16( 1 0 23. .4 .3 .8 .1 .7 .5 .0 .3 .06(S) .05(S) .11(S) .02(5) .01(S) .05(S) .04(S) .11( J 0 24. .4 .4 .8 .7 .7 .5 .1 .3 .06(S) .06(5) .13(S) .03(S) .02(S) .06(S) .04(S) .17( ) 0 25. .4 .4 .8 .8 .7 .5 .1 .3 .07(S) .06(S) .15(S) .03(S) .02(S) .07(S) .05(S) .18( ) 0 26. .4 .4 .B .6 .7 .6 .1 .3 .Oats) .07(S) .17(S) .04(S) .02(S) .DB(S) .06(S) .18( ) 0 27. .4 .4 .9 .9 .7 .6 .1 .3 .10(S) .Oats) .20(S) .04(S) .02(S) .09(S) .07(S) .19( ) 0 26. .4 .4 .9 1.0 .7 .6 .1 .4 .12(S) .Iola) .23(S) .05(S) .03(S) .11(S) .Oats) .19( ) 0 29. .4 .4 1.0 1.0 .7 .6 .1 .4 .13(S) .11(5) .27(S) .Oats) .03(S) .12(S) .09(S) .19( I 0 30. .5 .4 1.0 1.1 .7 .6 .1 .4 .15(S) .13(S) .30(S) .06(S) .04(S) .14(5) .10(S) .20( I 0 31. .5 .5 1.0 1.2 .7 .6 .1 .4 312 .0 .00( ) .0 .00( ) .0 .00( ) .0 .Olt ) .0 .01( ) .0 .O1( ) .0 .0 .01( ) .0 .011 ) .0 .02( ) .0 .03( ) .0 .05( ) .0 .08( ) .1 .2 .14( ) .3 .16( ) .3 .19( ) .4 .21( ) .5 .23( I .6 .24( ) .6 .25( ) .7 .27( ) .B .28( I .8 .29( ) .9 .30( ) 1.0 .31( ) 1.0 .32( ) 1.1 .32( ) 1.1 .33( ) 1.2 .34 ( ) 1.2 313 .0 .00( I .0 .O1( ) .0 .01( ) .0 .al( ) .0 .02( ) .0 .02( ) .0 .02( I .0 .03( ) .0 .03( I .0 .04( ) .0 .01( 1 .1 .1 .3 .22( 1 .4 .2B( 1 .5 .32 ( ) .6 .34 ( I .7 .31( 1 .6 .391 ) .9 .41( 1 1.0 .43( 1 1.1 .45( 1 1.1 .46( I 1.2 .46( I 1.2 .47( I 1.2 .47( 1 1.2 .4B( 1 1.3 .49( 1 1.3 .491 I 1.3 .49( I 1.3 II I 1 1 1 1 1 I .17(S) .15(S) .35(5) .07(S) .04(S) .16(S) .12(8) .20( ) .35( ) .50( ) 0 32. .5 .5 1.1 1.3 .7 .7 .1 .4 1.3 1.3 .20(S) .17(S) .41(S) .09(5) .05(5) .19(S) .14(S) .20( ) .35( ) .50( ) 0 33. .5 .5 1.1 1.5 .7 .7 .2 .4 1.3 1.3 .24(S) .20(S) .47(S) .10(S) .06(S) .22(S) .16(5) .21( ) .36( 1 .50( ) 0 34. .5 .5 1.1 1.6 .7 .7 .2 .5 1.4 1.4 .27(S) .23(S) .54(S) .12(S) .07(S) .25(S) .18(S) .21( ) .37( 1 .51( ) 0 35. .6 .5 1.2 1.8 .7 .7 .2 .5 1.5 1.4 .31(S) .26(S) .60(S) .13(5) .08(S) .29(S) .20(S) .22( ) .38( ) .51( ) 0 36. .6 .5 1.2 1.9 .7 .7 .2 .5 1.5 1.4 .34(S) .29(S) .66(5) .14(S) .09(S) .31(S) .22(S) .22( I .38( ) .51( ) 0 37. .6 .5 1.2 2.0 .7 .7 .3 .5 1.6 1.4 .36(S) .30(S) .70(S) .15(S) .09(S) .33(S) .24(SI .22( ) .39( 1 .52( ) 0 38. .6 .5 1.2 2.1 .7 .7 .3 .5 1.6 1.4 .37(5) .32(S) .73(S) .16(S) .10(S) .35(S) .25(S) .23( ) .39( 1 .52( ) 0 39. .6 .6 1.2 2.1 .7 .8 .3 .5 1.6 1.5 .39(S) .33(S) .76(5) .17(5) .11(S) .36(S) .26(9) .23( ) .40( 1 .52( ) 0 40. .6 .6 1.2 2.2 .7 .0 .3 .5 1.7 1.5 .41(S) .34(S) .79(S) .17(S) .11(S) .38(5) .21(S) .23( j .40( ) .53( ) 0 41. .6 .6 1.2 2.2 .7 A .3 .5 1.7 1.5 .42(S) .35(S) .82(S) .18(S) .12(S) .39(S) .28(5) .23( ) AN ) .53( ) 0 42. .6 .6 1.2 2.2 .7 .8 .3 .5 1.7 1.5 .43(5) .36(S) .84(S) .18(S) .12(S) .40(S) .29(S) .23( ) .40( ) .53( ) 0 43. .6 .6 1.2 2.2 .7 .0 .3 .6 1.7 1.5 .44(S) .37(S) .86(S) .18(S) .13(S) .41(S) .30(S) .23( 1 .41( ) .53( ) 0 44. .6 .6 2.2 2.2 .7 .0 .3 .6 1.1 1.5 .45(S) .38(S) .87(S) .19(S) .13(S) .42(S) .30(S) .23( 1 .41( 1 .53( 1 0 45. .6 .6 1.2 2.3 .7 .8 .3 .6 1.8 1.5 .46(S) .39(S) 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.08(S) .26(S) .49(S) .37(S) .24( ) .42( 1' .55( ) ' 1 58. .7 .6 1.3 1.3 .8 .8 .4 .6 1.9 1.6 .54(S) .45(5) 1.05(S) .08(S) .28(S) .49(S) .37(S) .24( ) .42( ) .55( ) 1 59. .1 .6 1.3 1.3 .8 .8 .4 .6 1.9 1.6 .54(S) .45(S) 1.04(S) .08(S) .28(S) .49(S) .37(S) .24( ) .42( ) .55( ) 2 0. .7 .6 1.3 1.3 .8 .6 .4 .6 1.9 1.6 ' .54(S) .45(S) 1.04(S) .08(S) .29(S) .49(S) .37(S) .24( 1 .42( ) .55( ) 2 1. .7 .6 1.3 1.3 .8 .8 .4 .6 1.9 1.6 .54(S) .45(S) 1.04(S) .08(S) .29(S) .49(S) .37(S) .24( ) .42( ) .55( ) 2 2. .7 .6 1.3 1.2 .8 .8 .4 .6 1.9 1.6 .54(S) .45(S) 1.04(S) .OB(S) .29(S) .49(S) .37(S) .24( ) .42( 1 .55( ) 2 3. .6 .6 1.3 1.2 .8 .8 .4 .6 1.9 1.6 .53(S) .45(S) 1.04(S) .08(S) .29(S) .48(S) .37(S) .24( ) .42( 1 .55( ) 2 4. .6 .6 1.3 1.2 .8 .8 .4 .6 1.9 1.6 .53(S) .45(S) 1.04(S) .01(S) .29(S) .48(S) .37(5) .24( ) .42( ) .55( ) 2 5. .6 .6 1.3 1.2 .8 .8 .9 .6 1.9 1.6 .53(S) .44(S) 1.04(S) .07(S) .29(S) .48(S) .37(S) .24( ) .42( ) .55( ) ' 2 6. .6 .6 1.3 1.2 .8 .8 .4 .6 1.9 1.6 .53(5) .44(S) 1.04(S) .07(S) .29(S) .48(S) .37(S) .24( 1 .42( ) .55( 7 2 1. .6 .6 1.3 1.2 .8 .8 .4 .6 1.9 1.6 .53(S) .44(S) 1.03(8) .07(S) .29(S) .48(S) .37(S) .24( ) .42( ) .55( ) 2 8. .6 .6 1.3 1.2 .8 .8 .4 .6 1.9 1.6 ' 3(S) .5 .44(S) 1.03(S) .07(S) .29(S) .48(S) .37(S) .24( ) .42( ) .55( 1 2 9. .6 .6 1.3 1.1 .8 .8 .4 .6 1.9 1.6 .53(S) .44(S) 1.03(S) .07(S) .29(S) .48(8) .31(S) .24( ) .42( ) .55( ) 2 10. .6 .6 1.3 1.1 .8 .8 .4 .6 1.9 1.6 .53(S) .44(S) 1.03(S) .06(5) .29(5) .48(8) .37(S) .24( 1 .42( 1 .55( ) ' 2 11. .6 .6 1.3 1.1 .8 .8 .4 .6 1.9 1.6 .53(S) .44(S) 1.03(S) .06(S) .29(S) .48(S) .37(5) .24( 7 .42( 1 .55( ) 2 12. .6 .6 1.3 1.1 .8 .8 .4 .6 1.9 1.6 .53(S) .44(S) 1.03(S) .06(S) .29(S) AB(S) .37(S) .24( ) .421 7 .55( ) 2 13. .6 .6 1.3 1.1 .8 .8 .4 .6 1.9 1.6 .53(S) .44(S) 1.02(S) .06(5) .29(S) .47(S) .37(S) .24( ) .421 ) .55( ) ' 2 14. .6 .6 1.3 1.1 .8 .8 .4 .6 1.9 1.6 .53(S) .44(S) 1.02(S) .06(S) .29(S) .47(S) .37(S) .24( ) .42( ) .55( ) 2 15. .6 .6 1.3 1.0 .8 .8 .4 .6 1.9 1.6 .53(S) .44(S) 1.02(S) .06(S) .29(S) .47(S) .37(S) .24( ) .42( ) .55( 1 ' 2 16. .6 .521S) .6 .44(S) 1.3 1.02(S) 1.0 .06(S) .8 .29(S) .8 .41(S) .4 .37(S) .6 .24( ) 1.9 .42( ) 1.6 .55( ) 2 17. .6 .6 1.3 1.0 .8 .8 .4 .6 1.9 1.6 .52(S) .44(S) 1.02(S) .05(S) .29(S) .47(S) .37(S) .24( ) .42( ) .55( ) 2 18. .6 .6 1.3 1.0 .8 .8 .4 .6 1.9 1.6 .52(S) .44(S) 1.02(S) .05(S) .29(S) .47(S) .37(S) .24( ) .42( ) .55( ) ' 2 19. .6 .6 1.3 1.0 .8 .B .4 .6 1.9 1.6 .52(S) .43(S) 1.01(S) .05(S) .39(S) .47(S) .36(S) .24( ) .42( ) .55( ) 2 20. .6 .6 1.3 1.0 .8 .8 .4 .6 1.9 1.6 .52(S) .43(S) 1.01(S) .05(5) .29(S) .47(S) .36(S7 .24( ) .42( ) .55( ) 2 21. .6 .6 1.3 1.0 .8 .8 .4 .6 1.9 1.6 ' .52(S) .43(S) 1.01(S) .05(S) .29(S) .47(S) .36(S) .24( ) .42( ) .55( 1 2 22. .6 .6 1.3 1.0 .8 .8 .4 .6 1.9 1.6 .52(S) .43(S) 1.01(s) .05(S) .29(S) AIM .36(S) .24( ) .42( ) .55( ) 2 23. .6 .6 1.3 .9 .8 .8 .4 .6 1.9 1.6 .52(S) .43(S) 1.01(5) .05(S) .29(S) .46(S) .36(S) .24( ) .42( ) .55( ) ' 2 24. .6 .6 1.3 1.01(S) .9 .05(5) .8 .30(S) .8 .46(S) .4 .36(S) .6 .24( ) 1.9 .42( ) 1.6 .55( ) 2 25. .52(S) .6 .43(S) .6 1.3 .9 .8 .B .4 .6 1.9 1.6 .52(S) .43(S) 1.00(S) .041S) .30(S) .46(S) .36(S) .24( ) .42( ) .55( ) 2 26. .6 .6 1.3 .9 .8 .S .4 .6 1.9 1.6 ' 27. .52(S) .43(S) 1.00(S) 1.3 .04(S) .30(8) .46(S) .36(S) .4 .24( ) .6 .42( ) 1.9 .55( ) 1.6 2 .6 .51(S) .6 .43(S) 1.00(5) .9 .04(S) .8 .30(S) .8 .46(S) .36(S) .24( ) .42( ) .55( ) 2 28. .6 .6 1.3 .9 .8 .8 .4 .6 1.9 1.6 .51(S) .43(S) 1.00(S) .04(S) .30(S) .46(S) .36(S) .24( ) .42( ) .55( 1 2 29. .6 .6 1.3 .9 .8 .8 .4 .6 1.9 1.6 ' .43(S) 1.00(5) .04(S) .30(S) AGO) .36(S) .24( ) .42( ) .55( ) 30. .6 .6 1.3 .9 .8 .8 .4 .6 1.9 1.6 .51(S) .43(S) 1.00(S) .04(S) .30(S) .46(S) .36(S) .24( ) .42( ) .55( ) 2 31. .6 .6 1.3 .8 .8 .8 .4 .6 1.9 1.6 .42(S) .99(S) .04(S) .30(S) .46(S) .36(5) .24( ) .42( ) .55( 1 ' 2 32. .51(S) .6 .6 1.3 .99(S) .B .041S) .8 .30(S) .B .46(S) .4 .36(S) .6 .24( ) 1.9 .42( ) 1.6 .551 ) 2 33. .51(S) .6 .42(S) .6 1.3 .8 .8 .8 .4 .6 1.9 1.6 .51(S) .42(S) .99(S) .04(S) .30(S) .45(S) .36(S) .24( ) .42( ) .55( ) 2 34. .6 .6 1.3 .8 .8 .8 .9 .6 1.9 1.6 2 35. .51(S) .6 .42(S) .6 .99(5) 1.3 .03(S) .8 .30(S) .B .45(S) .B .36(S) .4 .24( ) .6 .42( ) 1.9 .55( ) 1.6 .51(S) .42(S) .99(S) .03(S) .30(SI .45(S) .36(S) .24( ) .42( ) .55( ) 2 36. .6 .6 1.3 .8 .8 .8 .4 .6 2.9 1.6 .51(S) .42(S) .99(S) .03(S) .30(S) .45(S) .36(S) .24( ) .42( ) .55( ) 2 37. .6 .6 1.3 .8 .8 .8 .4 .6 2.9 1.6 I t .51(S) .42(S) .98(S) .03(S) .30(S) .45(S) .36(S) .24( I .42( ) .55( ) 2 38. .6 .6 1.3 .8 .8 .8 .4 .6 1.9 1.6 .51(S) .42(S) .98(S) .03(S) .30(S) .45(S) .36(S) .24( ) .42( J .55( ) 39. .6 .6 1.3 .8 .8 .8 .4 .6 1.9 1.6 .50(S) .42(S) .98(S) .03(S) .30(S) .45(S) .35(S) .24( ) .42( J .55( ) 2 40. .6 .6 1.3 .7 .8 .8 .4 .6 1.9 1.6 .50(S) .42(8) .98(S) .03(S) .30(S) .45(S) .35(S) .24( ) .42( ) .55( ) 2 41. .6 .6 1.3 .7 .8 .8 .4 .6 1.9 1.6 .50(S) .42(S) .98(S) .03(S) .30(S) .45(S) .35(S) .24( ) .42( ) .55( ) 2 42. .6 .6 1.3 .7 .8 .8 .4 .6 1.9 1.6 .50(S) .42(S) .98(S) .03(S) .30(S) .44(S) .35(S) .24( ) .42( 7 .55( ) 4 43. .6 .6 1.3 .7 .8 .8 .4 .6 1.9 1.6 .50(S) .42(S) .97(S) .02(S) .30(S) .44(S) .35(S) .24( ) .42( ) .55( 1 2 44. .6 .6 1.3 .7 .8 .8 .4 .6 1.9 1.6 .50(S) .41(S) .97(S) .02(S) .29(S) .44(S) .35(S) .241 ) .42( ) .55( ) 2 45. .6 .6 1.3 .7 .8 .6 .4 .6 1.9 1.6 .50(S) .41(S) .97(S) .02(S) .29(S) .44(S) .35(S) .24( ) .42( ) .55( ) _ 46. .6 .6 1.3 .7 .6 .8 .4 .6 1.9 1.6 .50(S) .41(S) .97(S) .02(S) .29(S) .44(5) .35(S) .24( 1 .42( ) .55( ) _ 47. .6 .6 1.3 .7 .6 .8 .4 .6 1.9 1.6 .50(S) .41(S) .97(S) .02(S) .29(S) .44(S) .35(S) .24( ) .42( ) .55( ) 2 46. .6 .6 1.3 .7 .8 .8 .4 .6 1.0 1.6 .50(S) .41(S) .96(S) .02(S) .29(S) .44(S) .35(S) .24( ) .42( ) .55( ) 2 49. .6 .6 1.3 .6 .8 .6 .4 .6 1.6 1.6 .50(S) .41(S) .96(S) .02(S) .29(S) .44(S) .35(S) .24( ) .42( ) .55( ) - 50. .6 .6 1.3 .6 .6 .8 .4 .6 1.8 1.6 .49(S) .41(S) .96(S) .02(S) .29(S) .44(S) .35(S) .24( ) .42( ) .55( ) 51. .6 .6 1.3 .6 .8 .8 .4 .6 1.8 1.6 .49(S) .41(S) .96(S) .02(S) .29(S) .44(S) .35(S) .24( ) .42( ) .55( ) 2 52. .6 .6 1.3 .6 .8 .8 .4 .6 1.8 1.6 .49(S) .41(S) .96(S) .02(S) .29(S) .43(S) .35(S) .24( ) .42( 1 .55( ) 2 53. .6 .6 1.3 .5 .8 .8 .4 .6 1.8 1.6 .49(S) .41(S) .96(S) .02(S) .29(S) .43(S) .35(S) .24( I .42( ) .55( ) 2 54. .6 .6 1.3 .5 .8 .8 .4 .6 1.8 1.6 .49(S) .41(S) .95(S) .0215) .29(S) .43(S) .35(S) .24( ) .42( ) .55( ) - 55. .6 .6 1.3 .5 .8 .8 .4 .6 1.8 1.6 .49(S) .41(S) .95(S) .01(S) .29(S) .43(S) .35(S) .24( I .42( ) .55( ) 2 56. .6 .6 1.3 .5 .8 .8 .4 .6 1.0 1.6 .49(S) .40(S) .95(S) .01(S) .29(S) .43(S) .35(S) .24( ) .42( 1 .551 ) 2 57. .6 .6 1.3 .4 .8 .6 .4 .6 1.0 1.6 .49(S) .40(S) .95(S) .01(S) .29(S) .43(S) .35(S) .24( ) .42( ) .55( ) - 58. .6 .6 1.3 .4 .8 .8 .4 .6 1.0 1.6 .49(S) .40(S) .9515) .01(S) .29(S) .43(S) .34(S) .24( ) .42( ) .55( 1 59. .6 .6 1.3 .4 .8 .8 .4 .6 1.0 1.6 .49(S) .40(S) .95(S) .01(S) .29(S) .43(S) .34(S) .24( ) .42( ) .55( ) 3 0. .6 .6 1.3 .4 .8 .8 .4 .6 1.8 1.6 .4915) .40(S) .94(S) .01(S) .29(S) .43(S) .34(S) .24( ) .42( ) .55( ) CAT 19th SWMM for Site 100-YEAR Rainfall Event HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 4 CONVEYANCE ELEMENTS THE UPPER NUMBER IS DISCHARGE IN CFS THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: ( ) DENOTES DEPTH ABOVE INVERT IN FEET (S) DENOTES STORAGE IN AC -FT FOR DETENTION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (I) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER (0) DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER TIME(HR/MIN) 314 315 316 320 0 1. .0 .0 .0 .0 .01( ) .01( ) .00( ) .00( ) 0 2. .0 .0 .0 .0 .02( ) .01( ) .00( ) .00( ) 0 3. .0 .0 .0 .0 .02( 1 .01( ) .00( ) .00( ) 0 4. .0 .0 .0 .0 .02( 1 .02( ) .00( ) .00( ) 0 5. .0 .0 .0 .0 .02( ) .02( ) .00( ) .00( ) 0 6. .0 .0 .0 .0 .02( 1 .02( ) .00( ) .00( ) 0 7. .0 .0 .0 .0 .03( 1 .02( ) .00( ) .00( ) 0 6. .0 .0 .0 .0 .03( 1 .02( ) .00( ) .00( ) 0 9. .0 .0 .0 .0 .03( ) .02( ) .00( ) .00( ) 0 10. .0 .0 .0 .0 .03( ) .03( ) .00( ) .00( ) 0 11. .0 .0 .0 .1 .05( ) .04( ) .00( ) .00( ) 0 12. .1 .0 .0 .1 .08( ) .06( ) .00( ) .00( ) 0 13. .1 .1 .1 .2 .12( ) .09( ) .00( ) .00( ) 0 14. .3 .3 .3 .3 .16( ) .14( ) .00( ) .00( ) 0 15. .4 .5 .5 .3 .20( 1 .18( ) .00( ) .00( ) 0 16. .5 .8 .8 .3 .23( .21( .00( ) .00( ) 0 17. .7 .9 .9 .3 .26( ) .23( ) .00( ) .00( ) 0 18. .8 1.1 1.1 .3 .27( ) .25( I .00( ) .00( l 0 19. .8 1.3 1.3 .3 .29( ) .27( ) .00( ) .00( 1 0 20. .9 1.5 1.5 .3 .30( 1 .29( ) .00( ) .00( ) 0 21. 1.0 1.6 1.6 .3 .32( ) .30( ) .00( ) .00( ) 0 22. 2.1 1.6 1.8 .3 .33( 1 .32( ) .00( ) .00( ) 0 23. 1.2 1.9 1.9 .4 .34( ) .33( ) .00( ) .00( 1 0 24. 1.2 2.0 2.0 .4 .35( 1 .34( ) .00( ) .00( J 0 25. 1.2 2.1 2.1 .4 .35( 1 .34( ) .00( ) .00( J 0 26. 1.3 2.2 2.2 .4 .36( ) .35( ) .00( ) .00( ) 0 27. 1.3 2.3. 2.3 .4 .36( ) .36( ) .00( ) .00( ) 0 28. 1.3 2.4 2.4 .4 .37( .36( ) .00( ) .00( j 0 29. 1.4 2.5 2.5 .4 .37( ) .37( ) .00( ) .00( ) 0 30. 1.4 2.6 2.6 .5 .38( ) .38( ) .00( ) .00( ) 0 31. 1.4 2.7 2.7 .5 .38( ) .38( 1 .00( ) .00( ) 0 32. 1.5 2.7 2.7 .5 .39( ) .39( ) .00( ) .00( ) 0 33. 1.5 2.8 2.8 .5 .39( ) .40( ) .00( I .00( ) 0 34. 1.6 2.9 2.9 .5 .40( ) AN ) .00( ) .00( ) 0 35. 1.6 3.0 3.0 .6 .401 ) .41( ) .00( ) .00( ) 0 36. 1.6 3.1 3.1 .6 .41( ) .41( ) .00( ) .00( ) 0 37. 1.7 3.2 3.2 .6 .41( 1 .42( ) .00( ) .00( ) 0 38. 1.7 3.3 3.3 .6 .42( ) .42( ) .00( ) .00( ) 0 39. 1.7 3.4 3.4 .6 .42( ) .43( ) .00( ) .00( 1 0 40. 1.8 3.4 3.4 .6 .42( ) .43( ) .00( ) .00( ) 0 41. 1.8 3.5 3.5 .6 .42( I .43( ) .00( ) .00( ) 0 42. 1.6 3.5 3.5 .6 .43( ) .44( ) .00( ) .00( 7 0 43. 1.8 3.5 3.5 .6 .43( ) .44( 1 .00( ) .00( ) 0 44. 1.8 3.6 3.6 .6 .431 1 .44( ) .00( ) .00( ) 0 45. 1.6 3.6 3.6 .6 .43( ) .44( ) .00( ) .00( ) 0 46. 1.0 3.6 3.6 .6 .43( ) .44( ) .00( ) .00( ) 0 47. 1.0 3.6 3.6 .6 .43( ) AC ) .00( ) .00( ) 0 40. 1.9 3.6 3.6 .6 .43( ) .45( 1 .00( ) .00( ) 0 49. 1.9 3.7 3.7 .6 .44( ) .45( 1 .00( ) .00( ) 0 50. 1.9 3.7 3.7 .6 .44( ) .45( .00( ) .00( ) 0 51. 1.9 3.7 3.7 .6 .44( ) .45( ) .00( ) .00( ) 0 52. 1.9 3.7 3.7 .6 .44( ) .45( ) .00( ) .00( ) 0 53. 1.9 3.7 3.7 .6 .44( ) .45( ) .00( ) .00( ) 0 54. 1.9. 3.7 3.7 .6 .44( 1 .45( I .00( ) .00( ) 0 55. 1.9 3.7 3.7 .6 .44( J .45( ) .00( ) .00( ) 0 56. 1.9 3.8 3.8 .6 .44( ) .45( ) .00( ) .00( ) 0 57. 1.9 3.8 3.8 .6 .44( ) .45( ) .00( 1 .00( I 0 58. 1.9 3.8 3.8 .6 .44( ) .45( ) .00( ) .00( ) 0 59. 1.9 3.8 3.8 .6 .44( ) .45( ) .00( ) .00( ) 1 0. 1.9 3.8 3.8 .6 .44( ) .45( ) .00( ) .00( ) 1 1. 1.9 3.8 3.8 .6 .44( ) .45( 1 .00( ) .00( 1 1 2. 1.9 3.8 3.8 .6 .44( 1 .45( ) .00( ) .00( ) 1 3. 1.9 3.6 3.8 .6 .45( ) .45( ) .00( ) .00( ) 1 4. 1.9 3.8 3.8 .6 .45( ) .45( ) .00( ) .00( ) 1 5. 1.9 3.8 3.6 .6 .45( ) .46( I .00( L .00( ) 6. 1.9 3.8 3.8 .7 .45( ) .46( ) .00( ) .00( ) 1 7. 1.9 3.8 3.0 .7 .45( ) .46( ) .00( ) .00( ) 1 8: 2.0 3.8 3.8 .7 .45( ) AC ) .00( 1 .00( ) 1 9. 2.0 3.6 3.0 .7 .45( ) .46( ) .00( ) .00( ) 1 10. 2.0 3.8 3.8 .7 .45( ) .46( ) .00( ) .00( ) 1 11. 2.0 3.8 3.8 .7 .45( ) .46( ) .00( ) .00( ) 1 12. 2.0 3.8 3.8 .7 .45( ) .46( ) .00( ) .00( 1 1 13. 2.0 3.8 3.0 .7 .45( ) .46( I .00( ) .00.( ) _ 14. 2.0 3.6 3.6 .7 .45( ) AC ) .00( ) .00( ) 15. 2.0 3.8 3.8 .7 .45( ) .46( ) .00( ) .00( ) 1 16. 2.0 3.8 3.8 .7 .45( ) .46( ) .00( ) .00( ) 1 17. 2.0 3.9 3.9 .7 .45( ) .46( 1 .00( ) .00( ) 1 18. 2.0 3.9 3.9 .7 .45( ) .46( 1 .00( 1 .00( I 1 19. 2.0 3.9 3.9 .7 .45( ) .46( ) .00( ) .00( ) 1 20. 2.0 3.9 3.9 .7 .45( ) .46( ) .00( ) .00( ) 1 21. 2.0 3.9 3.9 .7 .45( ) .46( ) .00( ) .00( ) 1 22. 2.0 3.9 3.9 .7 .45( ) .46( ) .00( ) .00( ) 1 23. 2.0 3.9 3.9 .7 .45( ) .46( I .00( ) .00( ) 1 24. 2.0 3.9 3.9 .7 .4.5( ) .46( ) .00( ) .00( ) 1 25. 2.0 3.9 3.9 .7 .45( ) .46( ) .00( ) .00( ) 1 26. 2.0 3.9 3.9 .7 .45( ) .46( ) .00( I .00( ) 1 27. 2.0 3.9 3.9 .7 .45( ) .46( ) .00( ) .00( ) 1 28. 2.0 3.9 3.9 .7 .45( ) .46( ) .00( ) .00( ) 1 29. 2.0 3.9 3.9 .7 .45( ) .46( J .00( ) .00( I 1 30. 2.0 3.9 3.9 .7 .45( ) .46( ) .00( ) .00( ) 1 31. 2.0 3.9 3.9 .7 .45( ) .46( ) .00( ) .00( ) 1 32. 2.0 3.9 3.9 .1 .45( ) .46( ) .00( ) .00( ) I t I' 1 33. 2.0 3.9 3.9 .7 .45( ) .46( ) .00( ) .00( ) 1 34. 2.0 3.9 3.9 .7 .45( ) .46( ) .00( ) .00( ) 1 35. 2.0 3.9 3.9 .7 .45( ) .46( ) .00( 1 .00( ) _ 36. 2.0 3.9 3.9 .7 .45( ) .46( ) .00( 1 .00( ) 1 37. 2.0 3.9 3.9 .7 .45( ) .46( ) .00( ) .00( ) 1 36. 2.0 3.9 3.9 .7 .45( ) .46( ) .00( ) .00( ) 1 39. 2.0 3.9 3.9 .7 .45( ) .46( ) .00( ) .00( 1 1 40. 2.0 3.9 3.9 .7 .45( ) .46( ) .00( ) .00( ) 1 41. 2.0 3.9 3.9 .7 .45( ) .46( ) .001 1 .00( ) 1 42. 2.0 3.9 3.9 .7 .45( ) .46( ) .00( ) .00( ) 1 43. 2.0 3.9 3.9 .7 .45( 1 .46( ) .00( 1 .00( I 1 44. 2.0 3.9 3.9 .7 .45( ) .46( ) .00( ) .00( 1 1 45. 2.0 3.9 3.9 .7 .45( ) .46( ) .00( ) .00( ) 1 46. 2.0 3.9 3.9 .7 .45( ) .46( I .00( ) .00( ) 1 47. 2.0 3.9 3.9 .7 .45( 1 .46( ) .00( 7 .00( ) 1 46. 2.0 3.9 3.9 .7 .45( I .46( ) .00( ) .00( ) 1 49. 2.0 3.9 3.9 .7 .45( I .46( ) .00( ) .00( ) 1 50. 2.0 3.9 3.9 .7 .45( 1 .46( ) .00( ) .00( ) 1 51. 2.0 3.9 3.9 .7 .45( ) .46( 1 .00( ) .00( ) 1 52. 2.0 3.9 3.9 .7 .45( ) .46( 1 .00( ) .00( 1 1 53. 2.0 3.9 3.9 .7 .45( ) .46( ) .00( ) .00( ) 1 54. 2.0 3.9 3.9 .7 .45( ) .46( ) .00( ) .00( ) 1 55. 2.0 3.9 3.9 .7 .45( ) .46( ) .00( ) .00( ) 1 56. 2.0 3.9 3.9 .7 .45( ) .46( ) .00( ) .00( 1 1 57. 2.0 3.9 3.9 .7 .45( ) .46( ) .00( ) .00( ) 1 56. 2.0 3.9 3.9 .7 .45( ) .46( ) .00( ) .00( 1 1 59. 2.0 3.9 3.9 .1 .45( ) .46( ) .00( ) .00( ) 2 0. 2.0 3.9 3.9 .7 .45( ) .46( ) .00( ) .00( I 2 1. 2.0 3.9 3.9 .7 .45( ) .46( ) .00( ) .00( ) 2 2. 2.0 3.9 3.9 .7 .45( ) .46( ) .00( ) .00( ) 2 3. 2.0 3.9 3.9 .6 .45( ) .46( I .00( I .00( 1 2 4. 2.0 3.9 3.9 .6 .45( ) .46( 1 .00( I .00( ) 5. 2.0 3.9 3.9 .6 .45( I .46( ) .00( ) .00( 1 .. 6. 2.0 3.9 3.9 .6 .45( ) .46( 1 .00( ) .00( ) 2 7. 2.0 3.9 3.9 .6 .45( ) .46( ) .00( 1 .00( I 2 6. 2.0 3.9 3.9 .6 .45( 1 .46( ) .00( ) .00( ) 2 9. 1.0 3.9 3.9 .6 .45( ) .46( ) .001 ) .00( ) 2 10. 2.0 3.9 3.9 .6 .45( ) .46( ) .00( ) .00( ) 2 11. 2.0 3.9 3.9 .6 .45( ) .46( ) .00( ) .00( 1 .. 12. 2.0 3.9 3.9 .6 .45( ) .46( ) .00( ) .00( ) _ 13. 2.0 3.9 3.9 .6 .45( ) .46( ) .00( ) .00( f 2 14. 2.0 3.9 3.9 .6 .45( ) .46( ) .00( ) .00( ) _ 15. 2.0 3.9 3.9 .6 .45( ) .46( I .00( I .00( J 2 16. 2.0 3.9 3.9 .6 .45( ) AC 1 .00( I .00( ) _ 11. 2.0 3.9 3.9 .6 .451 ) AC ) .00( ) .00( ) 2 16. 2.0 3.9 3.9 .6 .45( ) .46( ) .00( ) .00( ) 2 19, 2.0 3.9 3.9 .6 .45( ) .W ) .00( 1 .00( ) 2 20. 2.0 3.9 3.9 .6 .45( ) .46( ) .00( ) .00( ) 21. 2.0 3.9 3.9 .6 .451 ) .46( ) .00( ) .00( ) 2 22. 2.0 3.9 3.9 .6 .45( ) .46( ) .00( ) .00( ) 2 23. 2.0 3.9 3.9 .6 .45( ) .46( ) .00( ) .00( ) 2 24. 2.0 3.9 3.9 .6 .45( ) AC I .00( ) .00( ) _ 25. 2.0 3.9 3.9 .6 .45( ) AC ) .00( 1 .00( ) 2 26. 2.0 3.9 3.9 .6 .45( ) .46( ) .00( I .00( ) 2 21, 2.0 3.9 3.9 .6 .45( I .46( 1 .00( I .00( J _ 20. 2.0 3.9 3.9 .6 .45( ) .46( ) .00( 1 .00( ) _ 29. 2.0 3.0 3.8 .6 .45( ) .46( ) .001 I .00( ) 2 30. 2.0 3.8 3.8 .6 .45( ) .46( 1 .00( ) .00( ) 2 31. 2.0 3.8 3.8 .6 .45( ) .46( ) .00( ) .00( I 2 32. 2.0 3.6 3.8 .6 .45( ) .46( ) .00( ) .00( ) _ 33, 2.0 3.8 3.8 .6 .45( ) .46( ) .00( ) .00( ) 2 34. 2.0 3.8 3.8 .6 .45( ) .46( ) .00( 1 .00( ) 2 35. 2.0 3.8 3.8 .6 .45( 1 .46( ) .00( ) .00( ) 2 36. 2.0 3.8 3.8 .6 .45( ) .46( I .00( ) .00( ) 2 37. 2.0 3.6 3.6 .6 .45( I .46( ) .00( ) .00( ) 2 38. 2.0 3.8 3.8 .6 .45( J .46( ) .00( ) .00( ) 2 39. 2.0 3.8 3.8 .6 .45( ) AC ) .00( I .00( ) _ 40. 2.0 3.8 3.8 .6 .45( 1 .46( ) .00( ) .00( ) _ 41. 2.0 3.8 3.8 .6 .45( ) .46( ) .00( ) .00( ) _ 42. 2.0 3.9 3.8 .6 .45( ) .46( ) .00( ) .00( ) _ 43. 2.0 3.8 3.8 .6 .45( ) .46( ) .00( ) .00( I 2 44. 2.0 3.0 3.8 .6 .45( ) .46( ) .00( ) .00( 7 2 45. 2.0 3.8 3.8 .6 .45( ) .46( ) .00( ) .00( ) 2 46. 2.0 3.8 3.8 .6 .45( ) .46( ) .00( ) .00( ) .. 47. 2.0 3.0 3.0 .6 .45( ) .46( ) .00( ) .00( I 2 48. 2.0 3.8 3.8 .6 .45( ) .46( ) .00( ) .00( ) 2 49. 2.0 3.0 3.0 .6 .45( ) .46( ) .00( ) .00( ) 2 50. 2.0 3.8 3.0 .6 .45( 1 .46( ) .00( ) .00( ) _ 51. 2.0 3.8 3.0 .6 .45( ) .46( ) .00( ) .00( ) 2 52. 2.0 3.8 3.8 .6 .45( ) .46( ) .00( ) AM ) 2 53. 2.0 3.8 3.8 .6 .45( ) .45( I .00( ) .00( ) _ 54. 2.0 3.8 3.8 .6 .45( ) .45( ) .00( ) .00( ) _ 55. 2.0 3.8 3.B .6 .45( 1 .45( ) .00( ) .00( ) 2 56. 2.0 3.6 3.8 .6 .45( ) .45( ) .00( I .00( 1 I ' 2 57. 2.0 3.0 3.8 .6 .45( ) .451 ) .00( ) .GO( ) 2 58. 2.0 3.8 3.8 .6 .45( ) .45( ) .00( ) .00( ) 2 59. 2.0 3.8 3.8 .6 .45( ) .45( ) .00( ) .00( ) 3 0. 2.0 3.8 3.8 .6 .45( ) .45( ) .00( ) .00( ) THE FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL STABILITY PROBLEMS THAT LEAD TO HYDRAULIC OSCILLLATIONS DURING THE SIMULATION. 301 302 303 304 305 306 307 314 315 ' CAT 19th SWM4 for Site 100-YEAR Rainfall Event --- PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS •*' CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CPS) (FT) (AC -FT) (HR/MIN) 301 .7 .1 .5 1 23. 302 .6 .1 .5 1 22. 303 1.3 .1 1.1 1 24. 304 2.3 .1 .2 0 51. 305 .8 .1 .3 2 33. 30.B .1 .5 1 21. 307 ,4 .1 .9 1 32. 311 .6 .2 1 26. 312 1.9 .4 1 28. 313 - 1.6 .6 2 14. 31..5 Z 0. 315 3.9 .5 1 54. 316 3.9 (DIRECT FLOW) 1 54. 320 .7 (DIRECT FLOW) 1 23. 11 ENDPROGRAM PROGRAM CALLED I I I II II I II II II I rl SITE DETENTION 1 I I 1 11 J I Cl I 1 I 1 1 -------------------------------------------------------------------------- ----------------------------------------------------------------------------- DETENTION POND SIZING BY FAA METHOD Developed by Dr. James Guo, Civil Eng. Dept., U. of Colorado Supported by Denver Metro Cities/Counties Pool Fund Study Denver Urban Drainage and Flood Control District, Colorado ---------------------------------------------------- -- USER = NORTHERN ENGINEERING SERVICES INC .............................. EXECUTED ON 01-08-1998 AT TIME 16:38:35 PROJECT TITLE: CAT 19TH FILING POND A **** DRAINAGE BASIN DESCRIPTION BASIN ID NUMBER = 1.00 BASIN AREA (acre)= 3.03 RUNOFF COEF = 0.96 ***** DESIGN RAINFALL STATISTICS DESIGN RETURN PERIOD (YEARS) = 100.00 INTENSITY(IN/HR)-DURATION(MIN) TABLE IS GIVEN DURATION 5 10 20 30 40 50 60 80 100 120 150 180 INTENSITY 9.0 7.3 5.2 4.2 3.5 3.0 2.6 2.1 1.7 1.5 1.2 1.0 ***** POND OUTFLOW CHARACTERISTICS: MAXIMUM ALLOWABLE RELEASE RATE _ .67 CPS OUTFLOW ADJUSTMENT FACTOR = 1 AVERAGE RELEASE RATE _ .67 CFS AVERAGE RELEASE RATE = MAXIMUM RELEASE RATE * ADJUSTMENT FACTOR. ***** COMPUTATION OF POND SIZE ------------------------------------------------- RAINFALL RAINFALL INFLOW OUTFLOW REQUIRED DURATION INTENSITY VOLUME VOLUME STORAGE MINUTE INCH/HR ACRE -FT ACRE -FT ACRE -FT ------------------------------------------------- 0.00 0.00 0.00 0.00 0.00 5.00 9.00 0.18 0.00 0.18 10.00 7.30 0.29 0.01 0.29 15.00 6.25 0.38 0.01 0.36 20.00 5.20 0.42 0.02 0.40 25.00 4.70 0.47 0.02 0.45 30.00 4.20 0.51 0.03 0.48 35.00 3.85 0.54 0.03 0.51 40.00 3.50 0.57 0.04 0.53 45.00 3.25 0.59 0.04 0.55 50.00 3.00 0.61 0.05 0.56 55.00 2.80 0.62 0.05 0.57 60.00 2.60 0.63 0.06 0.57 65.00 2.47 0.65 0.06 0.59 70.00 2.35 0.66 0.06 0.60 75.00 2.22 0.67 0.07 0.60 80.00 2.10 0.68 0.07 0.60 85.00 2.00 0.69 0.08 0.61 90.00 1.90 0.69 0.08 0.61 95.00 1.80 0.69 0.09 0.60 100.00 1.70 0.69 0.09 0.59 105.00 1.65 0.70 0.10 0.60 110.00 1.60 0.71 0.10 0.61 115.00 1.55 0.72 0.11 0.61 120.00 1.50 0.73 0.11 0.62 125.00 1.45 0.73 0.12 0.62 130.00 1.40 0.74 0.12 0.62 135.00 1.35 0.74 0.12 0.61 140.00 1.30 0.74 0.13 0.61 145.00 1.25 0.73 0.13 0.60 150.00 1.20 0.73 0.14 0.59 155.00 1.17 0.73 0.14 0.59 ----------------------------------------------------- THE REQUIRED POND SIZE _ .6168919 ACRE -FT THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 125 MINUTES M r- W G n fD r O G rr M r O E n a rr m a a G r rr 5 co r rr M a 0 rr O K M O ry M fD rt 0 O a O W O -- O N I W A Outflow Adjustment Factor — k O O O O O O O O O 00 W 00 00 �O O cp �O N 4�- 0) 00 CO N -P CF) CO — i 0 POND HIGH WATER LINE 'DETENTION Pond A -CAT 19 N 26.832.0 = REQ. VOLUME tCONTOUR AREA AVG AREA INTERVAL CUMULATIVE HIGH WATER Contour Storage �) (sq.ft.) (sq.ft.) VOLUME (cu.ft.) VOL (cu.ft.) LINE (ft.) 46.3 100.0 46.3 0.0 ' 1,481.5 636.8 638.8 47.0 2,883.0 0.0 47.0 0.0 u 4,085.5 4,023.1 4,661.9 r� V ,� 48.0 5,308.0 0.0 48.0 0.1 ' 5,882.0 5.872.6 10,534.5 Q II( 49.0 6,456.0 0.0 49.0 0.2 ' 50.0 7,567.0 7,011.5 7,004.2 17.538.7 0.0 50.0 0.4 uJ 1 8,456.0 8.440.4 25.979.0 1 51.0 9.345.0 51.1 51.0 0.6 / J/ i 12,105.0 5,999.4 31,978.4 Q 51.5 14,865.0 0.0 51.5 ' NOTES: 1. FOR THE FIRST CONTOUR VOLUME A CONIC SHAPE WAS ASSUMED VOL, = 1/3 (AREA ABOVE) (DIFFERENCE IN CONTOUR ELEV.) 2. FOR THE REMAIMDER OF THE VOLUMES BETWEEN CONTOURS (SECTION 9.2) VOL. = DEPTH/3 (A +(AB)A.5 + B) FOR: Uniform Sides sec.(9.2) ' 3. HWL=(VOL.REO.-VOL.LOW CUML)-3/(AREA LOW+AREA HIGH+(low area'high area)A 5) 51.07 = HWL POND ORIFICE SIZING ORIGINAL DESIGN DATA 0.67 = Allowable Des. Release Rate(cfs) 46,33 = Tailwater Eleavtion 0,60 = Orifice Coefficient (Cd) 4.74 = Avaliable Driving Head(ft) i46.00 = Flowline Elevation VERT. CIRCULAR PLATE 9.34 = Outlet Area(inches) 1.72 = Circular radius(inches) 4.60 = Actual Hydraulic Driving Head(ft) ' VERT. SQUARE PLATE 9.20 = Outlet Ama(inches) 3.03 = Side for Sq. Opening(inches) ' 4.61 = Actual Hydraulic Driving Head(ft) HORZ, CIRCULAR PLATE 9,20 = Outlet Area(inches) 1.71 = Circular radius(inches) 4.74 = Actual Hydraulic Driving Head(ft) i 0.7 � r N �U 1Y NOTE: 1. VERT. PLATES WILL BE PLACED AT PIPE FLOWLINE la / l/I ail ^•-) Nca:' �� �. 4-� � • 17...E 51.E Oa'i3 �•-'o o.� Q �,� I-� = z3.z s ' 3 zA-' 0.35 �z 0.35� / ff 13�� II II ir-AD. OV oo_ E of SZ e 48 = CZ 9SX24Xorrs���z I tf>. 4 - E3. ta.-S ° 9 , o -I 34`3 = 14 3✓z 4 = a-Zt. ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ DETENTION POND SIZING BY FAA METHOD Developed by Dr. James Guo, Civil Eng. Dept., U. of Colorado Supported by Denver Metro Cities/Counties Pool Fund Study Denver Urban Drainage and Flood Control District, Colorado ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ USER=NORTHERN ENGINEERING SERVICES INC .............................. EXECUTED ON 01-08-1998 AT TIME 17:55:25 PROJECT TITLE: CAT 19TH FILING POND B **** DRAINAGE BASIN DESCRIPTION BASIN ID NUMBER = 2.00 BASIN AREA (acre)= 2.55 RUNOFF COEF = 0.96 ***** DESIGN RAINFALL STATISTICS DESIGN RETURN PERIOD (YEARS) = 100.00 INTENSITY(IN/HR)-DURATION(MIN) TABLE IS GIVEN DURATION 5 10 20 30 40 50 60 80 100 120 150 180 INTENSITY 9.0 7.3 5.2 4.2 3.5 3.0 2.6 2.1 1.7 1.5 1.2 1.0 POND OUTFLOW CHARACTERISTICS: MAXIMUM ALLOWABLE RELEASE RATE = .6 CFS OUTFLOW ADJUSTMENT FACTOR = 1 AVERAGE RELEASE RATE = .6 CFS AVERAGE RELEASE RATE = MAXIMUM RELEASE RATE * ADJUSTMENT FACTOR. ***** COMPUTATION OF POND SIZE ----------------------------------------------------- RAINFALL RAINFALL INFLOW OUTFLOW REQUIRED DURATION INTENSITY VOLUME VOLUME STORAGE MINUTE INCH/HR ACRE -FT ACRE -FT ACRE -FT ----------------------------------------------------- 0.00 0.00 0.00 0.00 0.00 5.00 9.00 0.15 0.00 0.15 10.00 7.30 0.25 0.01 0.24 15.00 6.25 0.32 0.01 0.31 20.00 5.20 0.35 0.02 0.34 25.00 4.70 0.40 0.02 0.38 30.00 4.20 0.43 0.02 0.40 35.00 3.85 0.46 0.03 0.43 40.00 3.50 0.48 0.03 0.44 45.00 3.25 0.50 0.04 0.46 50.00 3.00 0.51 0.04 0.47 55.00 2.80 0.52 0.05 0.48 60.00 2.60 0.53 0.05 0.48 65.00 2.47 0.55 0.05 0.49 70.00 2.35 0.56 0.06 0.50 75.00 2.22 0.57 0.06 0.51 80.00 2.10 0.57 0.07 0.51 85.00 2.00 0.58 0.07 0.51 90.00 1.90 0.58 0.07 0.51 95.00 1.80 0.58 0.08 0.50 100.00 1.70 0.58 0.08 0.50 105.00 1.65 0.59 0.09 0.50 110.00 1.60 0.60 0.09 0.51 115.00 1.55 0.61 0.10 0.51 120.00 1.50 0.61 0.10 0.51 125.00 1.45 0.62 0.10 0.51 130.00 1.40 0.62 0.11 0.51 135.00 1.35 0.62 0.11 0.51 140.00 1.30 0.62 0.12 0.50 145.00 1.25 0.62 0.12 0.50 150.00 1.20 0.61 0.12 0.49 155.00 1.17 0.61 0.13 0.49 ----------------------------------------------------- THE REQUIRED POND SIZE _ .5129442 ACRE -FT THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 125 MINUTES Pond B - CAT 19 CONTOUR 43.3 44.0 45.0 46.0 47.0 48.0 49.0 NOTES DETENTION POND HIGH WATER LINE Q 22.215.0 = REQ. VOLUME /1 O AREA AVG AREA INTERVAL CUMULATIVE HIGH WATER Contour Storage n (sq.ft.) (sq.ft.) VOLUME (cu.ft.) VOL (cu.ft.) LINE (ft.) 100.0 43.3 0.0 795.5 347.6 347.6 1,491.0 0.0 44.0 0.0 2,140.5 2,106.9 2.454.4 2,790.0 0.0 45.0 0.1 n ' 3,462.5 3,440.5 5,894.9 I v 4,135.0 0.0 46.0 0.1 5,172.5 5,137.5 11,032.4 6,210.0 0.0 47.0 0.3 7,422.5 7,389.3 18,421.7 8,635.0 48.4 48.0 0.4 t 10,387.0 10.337.4 28.759.1 12,139.0 0.0 49.0 1. FOR THE FIRST CONTOUR VOLUME A CONIC SHAPE WAS ASSUMED VOL. = 1/3 (AREA ABOVE) (DIFFERENCE IN CONTOUR ELEV.) 2. FOR THE REMAIMDER OF THE VOLUMES BETWEEN CONTOURS (SECTION 9.2) VOL. = DEPTH/3 (A +(AB)-.5 + B) FOR: Uniform Sides sec.(9.2) 3. HWLgVOL.REQ.-VOL.LOW CUML)`3/(AREA LOW+AREA HIGH+(Iow area high sm)A.5) 48.37 = HWL POND ORIFICE SIZING ORIGINAL DESIGN DATA 0.60 = Allowable Des. Release Rate(cfs) 43.33 = Tailwater Elevation 0.60 = Orifice CoatRcient (Cd) 5.04 = Available Driving Head(ft) 43.00 = Orifice Elevation VERT. CIRCULAR PLATE 8.10 = Outlet Arem(inches) 1.61 = Circular radius(inches) 4.90 = Actual Hydraulic Driving Head(ft) VERT. SQUARE PLATE 8.00 = Outlet Area(inches) 2.83 = Side for Sq. Opening(inches) 4.92 = Actual Hydraulic Driving Head(ft) HORZ. CIRCULAR PLATE 8.00 = Outlet Area(inches) 1.60 = Circular radius(inches) 5.04 = Actual Hydraulic Driving Head(ft) 0.7 NOTE: 1. VERT. PLATES WILL BE PLACED AT PIPE FLOWLINE fL Eli e GJMLJL STDI'AC-EC ids= 44- d,ol D.ZS o . (4 . 47 o, zs D • sz 43 C),4z o• j3 4�? ----------------------------------------------------- ------------ DETENTION POND SIZING BY FAA METHOD Developed by Dr. James Guo, Civil Eng. Dept., U. of Colorado Supported by Denver Metro Cities/Counties Pool Fund Study Denver Urban Drainage and Flood Control District, Colorado ------------------------------------------------------------------------------ ----------------------------------------------------- USER=NORTHERN ENGINEERING SERVICES, INC ............................... EXECUTED ON 01-09-1998 AT TIME 09:41:59 PROJECT TITLE: CAT 19TH FILING PONDS C&D COMBINED **** DRAINAGE BASIN DESCRIPTION BASIN ID NUMBER = 3.00 BASIN AREA (acre)= 5.78 RUNOFF COEF = 1.00 ***** DESIGN RAINFALL STATISTICS DESIGN RETURN PERIOD (YEARS) = 100.00 INTENSITY(IN/HR)-DURATION(MIN) TABLE IS GIVEN DURATION 5 10 20 30 40 50 60 80 100 120 150 180 INTENSITY 9.0 7.3 5.2 4.2 3.5 3.0 2.6 2.1 1.7 1.5 1.2 1.0 ***** POND OUTFLOW CHARACTERISTICS: MAXIMUM ALLOWABLE RELEASE RATE = 1.3 CFS OUTFLOW ADJUSTMENT FACTOR = 1 AVERAGE RELEASE RATE = 1.3 CFS AVERAGE RELEASE RATE = MAXIMUM RELEASE RATE * ADJUSTMENT FACTOR. ***** COMPUTATION OF POND SIZE ------------------- RAINFALL RAINFALL INFLOW OUTFLOW REQUIRED DURATION INTENSITY VOLUME VOLUME STORAGE MINUTE INCH/HR ACRE -FT ACRE -FT ACRE -FT ----------------------------------------------------- 0.00 0.00 0.00 0.00 0.00 5.00 9.00 0.36 0.01 0.35 10.00 7.30 0.59 0.02 0.57 15.00 6.25 0.75 0.03 0.73 20.00 5.20 0.83 0.04 0.80 25.00 4.70 0.94 0.04 0.90 30.00 4.20 1.01 0.05 0.96 35.00 3.85 1.08 0.06 1.02 40.00 3.50 1.12 0.07 1.05 45.00 3.25 1.17 0.08 1.09 50.00 3.00 1.20 0.09 1.11 55.00 2.80 1.24 0.10 1.14 60.00 2.60 1.25 0.11 1.14 65.00 2.47 1.29 0.12 1.18 70.00 2.35 1.32 0.13 1.20 75.00 2.22 1.34 0_13 1.21 80.00 2.10 1.35 0.14 1.21 85.00 2.00 1.36 0.15 1.21 90.00 1.90 1.37 0.16 1.21 95.00 1.80 1.37 0.17 1.20 100.00 1.70 1.36 0.18 1.19 105.00 1.65 1.39 0.19 1.20 110.00 1.60 1.41 0.20 1.22 115.00 1.55 1.43 0.21 1.23 120.00 1.50 1.45 0.21 1.23 125.00 1.45 1.46 0.22 1.23 130.00 1.40 1.46 0.23 1.23 135.00 1.35 1.46 0.24 1.22 140.00 1.30 1.46 0.25 1.21 145.00 1.25 1.46 0.26 1.20 150.00 1.20 1.45 0.27 1.18 155.00 1.17 1.45 0.28 1.17 THE REQUIRED POND SIZE = 1.231205 ACRE -FT THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 125 MINUTES DETENTION POND HIGH WATER LINE Pond CID COMBINED - CAT 19 nn P 53,578.0= REQ. VOLUME Jnn O CONTOUR AREA AVG AREA INTERVAL CUMULATIVE HIGH WATER Contour Storage nJ (sq.ft.) (sq.ft.) VOLUME (cu.ft.) VOL (cu.ft.) LINE (ft.) 40.5 100.0 40.5 0:0 r 4 2,239.0 728.9 728.9 v 41.0 4,378.0 0.0 410 0.0 4.890.5 4,881.5 5,610.5 r 42.0 5403.0 0.0 42.0 0.1 7,523.0 7,421.4 13.031.8 43.0 9,643.0 0.0 43.0 0.3 10,799.5 10,778.8 23,810.E d 44,0 11,956.0 0.0 44.0 0.5 23,460.0 22,455.3 46.265.9 45.0 34,964.0 45.2 45.0 1.1 n 37,876.5 37,839.1 84.105.0 � 46.0 40,789.0 0.0 46.0 1.9 NOTES: 1. FOR THE FIRST CONTOUR VOLUME A CONIC SHAPE WAS ASSUMED VOL. = 1/3 (AREA ABOVE) (DIFFERENCE IN CONTOUR ELEV.) 2. FOR THE REMAIMDER OF THE VOLUMES BETWEEN CONTOURS (SECTION 9.2) VOL. = DEPTH13 (A +(AB)^.5 + B) FOR: Uniform Sides sec.(9.2) 'I 3. HWL=(VOL.REO.-VOL.LOW CUML)-3/(AREA LOW+AREA HIGH+(low area high area)^.5) U 45.19 = HWL POND ill ORIFICE SIZING ORIGINAL DESIGN DATA 1.30 = Allowable Des. Release Rate(cfs) 40A5 = Taihvater Elevation 0.60 = Orifice Coefficient (Cd) 4.74 = Available Driving Head(ft) 40.00 = Orifice Elevation VERT. CIRCULAR PLATE 18.24 = Outlet Area(inches) 2.41 = Circular radius(inches) 4.54 = Actual Hydraulic Driving Head(ft) VERT. SQUARE PLATE 17.85 = Outlet Area(inches) 4.23 = Side for Sq. Opening(inches) 4.57 = Actual Hydraulic Driving Head(ft) HORZ. CIRCULAR PLATE 17.85 = Outlet Area(inches) 2.38 = Circular radius(inches) 4,74 = Actual Hydraulic Driving Head(ft) NOTE: 1. VERT. PLATES WILL BE PLACED AT PIPE FLOWLINE �'Js� 2.xTI /1 r.0 = O, DZ O . SS 4Z 0,Is 4,5 a-10 I.93 I.41 Q C L L4 �/z L �--:z =Girl /z C _ 1 ;= 1 Ov�z��w - �Onta 4.4 1 j::z= CLj,4 5/z G�)- .>z.--5) �Z • 8 G� = CZ. C���.XO. S3�il ls^,7/ L - 1 1 SAY ZS L.F 1 1 DETENTION POND SIZING BY FAA METHOD Developed by Dr. James Guo, Civil Eng_ Dept., U. of Colorado Supported by Denver Metro Cities/Counties Pool Fund Study Denver Urban Drainage and Flood Control District, Colorado USER = NORTHERN ENGINEERING SERVICES INC FT. COLLINS COLORADO .............................. EXECUTED ON 10-13-1997 AT TIME 09:44:53 PROJECT TITLE: CAT 19TH FILING POND E **** DRAINAGE BASIN DESCRIPTION BASIN ID NUMBER = 5.00 BASIN AREA (acre)= 1.56 RUNOFF COEF = 1.00 '**** DESIGN RAINFALL STATISTICS DESIGN RETURN PERIOD (YEARS) - 100.00 INTENSITY(IN/HR)-DURATION(MIN) TABLE IS GIVEN DURATION 5 10 20 30 40 50 60 80 100 120 150 100 INTENSITY 9.0 7.3 5.2 4.2 3.5 3.0 2.6 2.1 1.7 1.5 1.2 1.0 ***** POND OUTFLOW CHARACTERISTICS: MAXIMUM ALLOWABLE RELEASE RATE = 2.75 CFS OUTFLOW ADJUSTMENT FACTOR = 1 AVERAGE RELEASE RATE = 2.75 CFS AVERAGE RELEASE RATE = MAXIMUM RELEASE RATE * ADJUSTMENT FACTOR. ***** COMPUTATION OF POND SIZE ----------------------------------------------------- RAINFALL RAINFALL INFLOW OUTFLOW REQUIRED DURATION INTENSITY VOLUME VOLUME STORAGE MINUTE INCH/HR ACRE -FT ACRE -FT ACRE -FT ----------------------------------------------------- 0.00 0.00 0.00 0.00 0.00 5.00 9.00 0.10 0.02 0.08 10.00 7.30 0.16 0.04 0.12 15.00 6.25 0.20 0.06 0.15 20.00 5.20 0.23 0.08 0.15 25.00 4.70 0.25 0.09 0.16 30.00 4.20 0.27 0.11 0.16 35.00 3.85 0.29 0.13 0.16 40.00 3.50 0.30 0.15 0.15 45.00 3.25 0.32 0.17 0.15 50.00 3.00 0.32 0.19 0.14 55.00 2.80 0.33 0.21 0.13 ----------------------------------------------------- THE REQUIRED POND SIZE = .1598864 ACRE -FT THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 25 MINUTES DETENTION POND HIGH WATER LINE (�J Pond E - CAT 19 „n 6,965.0 = REQ. VOLUME CONTOUR AREA AVG AREA INTERVAL CUMULATIVE HIGH WATER Contour Ivv Storage (\J (sq.ft) (sq.ft.) VOLUME (cu.ft.) VOL (w.ft) LINE (ft.) 43.3 100.0 43.3 0.0 2,378.0 1,085.3 1,085.3 \ 44.0 4,656.0 0.0 44.0 0.0 �\ ^ 7,236.0 5,663.4 6,748.7 J /�\ 44.8 9,820.0 44.8 44.8 0.2 11,348.0 2,262.7 9,011.4 v 45.0 12,876.0 44.9 45.0 0.2 15,211.0 15,150.9 24,162.3 ni 46.0 17,546.0 0.0 46.0 0.6 `�JV 8,773.0 (269,038.7) (244,876.3) 0.0 0.0 S.6 ll 0.0 0.0 (244,876.3) \ O 0.0 0.0 -5.6 NOTES: 1. FOR THE FIRST CONTOUR VOLUME A CONIC SHAPE WAS ASSUMED �J J VOL. = 113 (AREA ABOVE) (DIFFERENCE IN CONTOUR ELEV.) J 11 2. FOR THE REMAIMDER OF THE VOLUMES BETWEEN CONTOURS (SECTION 9.2) VOL. = DEPTH/3 (A +(AB)A.5 + B) FOR: Uniform Sides sec.(9.2) 3. HWL=(VOL.REQ I -VOL.LOW CUML)'3/(AREA LOW+gREA HIGH+(low area'hiph area)4.5) / -y U r 44.82 =HWL POND ORIFICE SIZING ORIGINAL DESIGN DATA 2.75 = Allowable Des. Release Rate(cfs) NOTE: 1. VERT. PLATES WILL BE PLACED 43.25 = Flowline Orifice Elevation(ft) AT PIPE FLOWLINE 0.60 = Orifice Coefficient (Cd) 1.57 = Available Driving Head(ft) VERT. CIRCULAR PLATE FEU' �',>rri..i� VL7LL�ME T?_EL. -:z, 75.45= Outlet Ares(inches) 4.90 = Circular radius(inches) 1.16 =Actual Hydraulic Driving d(ft) 44 VERT. SQUARE PLATE 65.66 = Outlet Area(inches) 8.10 = Side for Sq. Openinp(inches) 4.00 = Actual Hydraulic Driving Head(ft) I{` HORZ. CIRCULAR PLA"f'E97 65.66 = Outlet Area(inches) 4.57 = Circular radius(inches) 1.57 = Actual Hydraulic Driving Head(ft) 4S CTL{E �>c -r=) e- i P2vvIpIN[� S'.iJLAty( N N fD N � d W W N r Mj J W J LL l I DETENTION POND SIZING BY FAA METHOD Developed by ' Dr. James Guo, Civil Eng. Dept., U. of Colorado Supported by Denver Metro Cities/Counties Pool Fund Study Denver Urban Drainage and Flood Control District, Colorado ' USER= NORTHERN ENGINEERING SERVICES INC FT COLLINS COLORADO....................... EXECUTED ON 10-13-1997 AT TIME 09:54:51 ' PROJECT TITLE: CAT 19TH FILING POND F **'* DRAINAGE BASIN DESCRIPTION ' BASIN ID NUMBER = 6.00 BASIN AREA (acre)= 0.71 RUNOFF COEF = 0.95 ***** DESIGN RAINFALL STATISTICS DESIGN RETURN PERIOD (YEARS) = 100.00 INTENSITY(IN/HR)-DURATION(MIN) TABLE IS GIVEN DURATION 5 10 20 30 40 50 60 80 100 120 150 180 INTENSITY 9.0 7.3 5.2 4.2 3.5 3.0 2.6 2.1 1.7 1.5 1.2 1.0 ***** POND OUTFLOW CHARACTERISTICS: MAXIMUM ALLOWABLE RELEASE RATE _ .7 CFS OUTFLOW ADJUSTMENT FACTOR = 1 AVERAGE RELEASE RATE _ .7 CFS AVERAGE RELEASE RATE = MAXIMUM RELEASE RATE * ADJUSTMENT FACTOR. ***'* COMPUTATION OF POND SIZE RAINFALL ---------------------------------- RAINFALL INFLOW OUTFLOW REQUIRED DURATION INTENSITY VOLUME VOLUME STORAGE MINUTE INCH/HR ACRE -FT ACRE -FT ACRE -FT ----------------------------------------------------- 0.00 0.00 0.00 0.00 0.00 5.00 9.00 0.04 0.00 0.04 10.00 7.30 0.07 0.01 0.06 15.00 6.25 0.09 0.01 0.07 20.00 5.20 0.10 0.02 0.08 25.00 4.70 0.11 0.02 0.09 30.00 4.20 0.12 0.03 0.09 35.00 3.85 0.13 0.03 0.09 40.00 3.50 0.13 0.04 0.09 45.00 3.25 0.14 0.04 0.09 50.00 3.00 0.14 0.05 0.09 55.00 2.80 0.14 0.05 0.09 60.00 2.60 0.15 0.06 0.09 65.00 2.47 0.15 0.06 0.09 70.00 2.35 0.15 0.07 0.09 75.00 2.22 0.16 0.07 0.08 ----------------------------------------------------- THE REQUIRED POND SIZE = 9.361938E-02 ACRE -FT THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 45 MINUTES ***** GEOMETRIES OF AN EQUIVALENT CIRCULAR POND ----------------------------------------------------- I I DETENTION POND HIGH WATER LINE ' Pond F -CAT 19 4.077.0 = RED. VOLUME ' CONTOUR AREA AVG AREA INTERVAL CUMULATIVE HIGH WATER Contour Storage (sq.ft.) (sq.ft.) VOLUME (w.ft.) VOL (cu-fL) LINE (ft.) O 42.5 50.0 42.5 0.0 Il + ' 2,353.0 775.2 775.2 I 43.0 4,656.0 43.4 43.0 0.0 v �rA 8,149.5 6,309.8 7,085.0 ' 43,8 11,643.0 43.1 43.8 0.2 � UJ 5,871.5 5,128.8 12,213.8 45.0 100.0 (36.4) 45.0 0.3 ' 100.0 44.0 100.0 (100.0) 12,113.8 (36.4) 44.0 0.3 �J 100.0 100.0 12,213.8 i11J 45.0 100.0 (174.9) 45.0 0.3 II ' 50.5 37.0 12,250.8 46.0 1.0 0.0 46.0 0.3 ' NOTES: 1. FOR THE FIRST CONTOUR VOLUME A CONIC SHAPE WAS ASSUMED VOL. = 113 (AREA ABOVE) (DIFFERENCE IN CONTOUR ELEV.) O, 1 2. FOR THE REMAINDER OF THE VOLUMES BETWEEN CONTOURS (SECTION 9.2) II ' VOL. = DEPTH/3 (A +(AB)-.5 + B) FOR: Uniform Sides sec.(9.2) 3. HWL={VOL.REQ: VOL.LOW CUML)'3l(AREA LOW+AREA HIGH+(low area'high area)4.5) t43.42 = HWL POND �J ORIFICE SIZING It ORIGINAL DESIGN DATA 0.70 = Allowable Des. Release Rate(efs) NOTE: 1. VERT. PLATES WILL BE PLACED 39.87 = Flowline Orifice Elevatlon(ft) AT PIPE FLOWLINE ' 0.60 = Orifice Coefficient (Cd) 3.55 = Available Driving Head(ft) VERT. CIRCULAR PLATE 11.37 = Outlet Area(inches) vck-LivIe ' 1.90 = Circular radius(inches) 3.39 = Actual Hydraulic Driving Hwd(ft) 43 VERT. SQUARE PLATE ' 11.11 =Outlet Area(indas) ��ff 3.33 = Side for Sq. Opening(inches) - 3.41 = Actual Hydraulic Driving Head(ft) Y�gc-- ' HORZ. CIRCULAR PLATE 11.11 = Outlet Area(inches) - - - --- ' 1.88 = Circular radius(inches) 3.55 = Actual Hydraulic Driving Haad(ft) 1 I DETENTION POND SIZING BY FAA METHOD Developed by Dr. James Guo, Civil Eng. Dept., U. of Colorado Supported by Denver Metro Cities/Counties Pool Fund Study Denver Urban Drainage and Flood Control District, Colorado --------------------------------------------- ------ USER=NORTHERN ENGINEERING SERVICES INC .............................. EXECUTED ON 01-09-1998 AT TIME 13:33:13 PROJECT TITLE: CAT 19TH FILING POND G **** DRAINAGE BASIN DESCRIPTION BASIN ID NUMBER = 7.00 BASIN AREA (acre)= 2.72 RUNOFF COEF = 1.00 ***** DESIGN RAINFALL STATISTICS DESIGN RETURN PERIOD (YEARS) = 100.00 INTENSITY(IN/HR)-DURATION(MIN) TABLE IS GIVEN DURATION 5 10 20 30 40 50 60 80 100 120 150 180 INTENSITY 9.0 7.3 5.2 4.2 3.5 3.0 2.6 2.1 1.7 1.5 1.2 1.0 ***** POND OUTFLOW CHARACTERISTICS: MAXIMUM ALLOWABLE RELEASE RATE _ .79 CFS OUTFLOW ADJUSTMENT FACTOR = 1 AVERAGE RELEASE RATE _ .79 CFS AVERAGE RELEASE RATE = MAXIMUM RELEASE RATE * ADJUSTMENT FACTOR. ***** COMPUTATION OF POND SIZE ----------------------------------------------------- RAINFALL RAINFALL INFLOW OUTFLOW REQUIRED DURATION INTENSITY VOLUME VOLUME STORAGE - MINUTE INCH/HR ACRE -FT ACRE -FT ACRE -FT ----------------------------------------------------- 0.00 0.00 0.00 0.00 0.00 _ 5.00 9.00 0.17 0.01 0.16 10.00 7.30 0.28 0.01 0.26 15.00 6.25 0.35 0.02 0.34 20.00 5.20 0.39 0.02 0.37 25.00 4.70 0.44 0.03 0.42 30.00 4.20 0.48 0.03 0.44 35.00 3.85 0.51 0.04 0.47 40.00 3.50 0.53 0.04 0.49 45.00 3.25 0.55 0.05 0.50 50.00 3.00 0.57 0.05 0.51 55.00 2.80 0.58 0.06 0.52 60.00 2.60 0.59 0.07 0.52 65.00 2.47 0.61 0.07 0.54 70.00 2.35 0.62 0.08 0.55 75.00 2.22 0.63 0.08 0.55 80.00 2.10 0.63 0.09 0.55 85.00 2.00 0.64 0.09 0.55 90.00 1.90 0.65 0.10 0.55 95.00 1.80 0.65 0.10 0.54 100.00 1.70 0.64 0.11 0.53 105.00 1.65 0.65 0.11 0.54 110.00 1.60 0.66 0.12 0.55 115.00 1.55 0.67 0.13 0.55 THE REQUIRED POND SIZE _ .5497291 ACRE -FT THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 85 MINUTES C-s-Z. - Q.= t. C IC'�Ye) Pond G -CAT 19 DETENTION POND HIGH WATER LINE 23,944.0 = RED. VOLUME (� I CONTOUR AREA AVG AREA INTERVAL CUMULATIVE HIGH WATER Contour Storage 11 (sq.ft.) (sq.ft.) VOLUME (cu.ft.) VOL (cu.ft.) LINE (ft.) ,mil N 40.5 931.0 40.5 0.0 �J v 1,671.5 401.6 401.6 41,0 2,412.0 0.0 41.0 0.0 'n 4,257.5 4.117.2 4,518.8 U; a 42.0 6.103.0 0.0 42.0 0.1 Iv 11.645.0 11,177.2 15,696.1 43.0 17,187.0 43.4 43.0 0.4 20,688.0 20,588.5 36,284.6 O ,n 44.0 24,189.0 42.5 44.0 0.8 11lrl 12.094.5 8,063.0 44.347.6 11 `I 45.0 0.0 0.0 45.0 1.0 O NOTES: 1. FOR THE FIRST CONTOUR VOLUME A CONIC SHAPE WAS ASSUMED VOL. = 1/3 (AREA ABOVE) (DIFFERENCE IN CONTOUR ELEV.) Of 2. FOR THE REMAINDER OF THE VOLUMES BETWEEN CONTOURS (SECTION 9.2) J1 VOL. = DEPTH/3 (A +(AB)A.5+8) FOR: Uniform Sides sec.(9.2) 'IVY II 3. HWL==(VOL.REQ.-VOL.LOW CUML)•3/(AREA LOW+AREA HIGH+(low area•high area)^.5) 43.40 = HWL POND d ORIFICE SIZING ORIGINAL DESIGN DATA U 0.79 = Allowable Des. Release Rats(cis) NOTE: 1. VERT, PLATES WILL BE PLACED 40.00 = Flowline Orifice Elevation(ft) AT PIPE FLOWLINE 0.60 = Orifice Coefcient (Cd) 3.40 - Available Driving Head(ft) _ Gl_.L- V a 1CyV I11M1 1i1� �LC,�Ls-�nnE T�45 � VERT. CIRCULAR PLATE 13.14 = Outlet Area(inches) 2.05 = Circular radius(inches) 3.23 = Actual Hydraulic Driving Head(ft) 4Z �• l0 �,lol VERT. SQUARE PLATE 43 .� • o O • CJ 12.81 = Outlet Am(inches) -I 3.58 = Side for Sq. Opening(inches) 4 + 3.25 = Actual Hydraulic Driving Head(ft) 44 HORZ. CIRCULAR PLATE 12.81 = Outlet Ares(inches) 2.02 = Circular radius(inches) 3.40 = Actual Hydraulic Driving Head(ft) I P, I 1 GHQ) �cn.d � �� L� • •�� �, G DETENTION POND SIZING BY FAA METHOD Developed by wj( Dr. James Guo, Civil Eng. Dept., U. of Colorado Supported by Denver Metro Cities/Counties Pool Fund Study r Denver Urban Drainage and Flood Control District, Colorado 1 USER=NORTHERN ENGINEERING SERVICES INC FT. COLLINS ..) COLORADO .............................. M �T 0 Q EXECUTED ON 10-12-1997 AT TIME 15:03:99 PROJECT TITLE: CAT 19TH FILING POND H **** DRAINAGE BASIN DESCRIPTION BASIN ID NUMBER = 8.00 BASIN AREA (acre)= 4.01 RUNOFF COEF = 0.96 ***** DESIGN RAINFALL STATISTICS DESIGN RETURN PERIOD (YEARS) = 100.00 INTENSITY(IN/HR)-DURATION(MIN) TABLE IS GIVEN DURATION 5 10 20 30 40 50 60 80 100 120 150 180 INTENSITY 9.0 7.3 5.2 4.2 3.5 3.0 2.6 2.1 1.7 1.5 1.2 1.0 POND OUTFLOW CHARACTERISTICS: MAXIMUM ALLOWABLE RELEASE RATE .55 CPS OUTFLOW ADJUSTMENT FACTOR = 1 AVERAGE RELEASE RATE _ .55 CFS ' AVERAGE RELEASE RATE = MAXIMUM RELEASE RATE * ADJUSTMENT FACTOR. ***** COMPUTATION OF POND SIZE 1 RAINFALL RAINFALL INFLOW OUTFLOW REQUIRED DURATION INTENSITY VOLUME VOLUME STORAGE __MINUTE ____________________________________________ INCH/HR ACRE -FT ACRE -FT ACRE -FT 0.00 0.00 0.00 0.00 0.00 5.00 9.00 0.24 0.00 0.24 10.00 7.30 0.39 0.01 0.38 15.00 6.25 0.50 0.01 0.49 20.00 5.20 0.56 0.02 0.54 25.00 4.70 0.63 0.02 0.61 30.00 4.20 0.67 0.02 0.65 35.00 3.85 0.72 0.03 0.69 40.00 3.50 0.75 0.03 0.72 45.00 3.25 0.78 0.03 0.75 50.00 3.00 0.80 0.04 0.76 55.00 2.80 0.82 0.04 0.78 60.00 2.60 0.83 0.05 0.79 65.00 2.47 0.86 0.05 0.81 70.00 2.35 0.88 0.05 0.83 75.00 2.22 0.89 0.06 0.84 80.00 2.10 0.90 0.06 0.84 85.00 2.00 0.91 0.06 0.84 90.00 1.90 0.91 0.07 0.85 95.00 1.80 0.91 0.07 0.84 100.00 1.70 0.91 0.08 0.83 105.00 1.65 0.93 0.08 0.85 110.00 1.60 0.94 0.08 0.86 115.00 1.55 0.95 0.09 0.87 120.00 1.50 0.96 0.09 0.87 �= LL d 4 .J 1. fa (, N LL LO ^^11 4.11 � J u o � � 0 n Q u� A 125.00 1.45 0.97 0.09 0.87 130.00 1.40 0.97 0.10 0.87 135.00 1.35 0.97 0.10 0.87 140.00 1.30 0.97 0.11 0.87 145.00 1.25 0.97 0.11 0.86 150.00 1.20 0.96 0.11 0.85 155.00 1.17 0.97 0.12 0.85 160.00 1.13 0.97 0.12 0.85 ----------------------------------------------------- THE REQUIRED POND SIZE _ .8746085 ACRE -FT THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 130 MINUTES 1 ' Pond H - CAT 19 CONTOUR AREA AVG AREA (sq.ft.) (sq.ft.) 43.4 100.0 ' 44.0 3,287.0 1.693.5 5,321.5 ' 45.0 7,356.0 7,627.0 46.0 8,298.0 ' 8,992.5 47.0 9.687.0 lososs 48.0 11,324.0 ' 48.8 13,244.0 12,284.0 ' NOTES: 1. FOR THE FIRST CONTOUR VO VOL. = 113 (AREA ABOVE) (OIF ' 2. FOR THE REMAIMDER OF THE VOL. = DEPTH/3 (A +(AB)^.5 + ' 3. HWL=(VOL.REQ.-VOL.LOW CU 48.39 = HWL POND ORIFICE SIZING ORIGINAL DESIGN DATA 0.55 = Allowable Des. Release Rate(cfs) ' 43.40 = Flowlire Orifice Elevation(ft) 0.60 = Orifice Coefficient (Cd) 4.99 = Avaliable Driving Head(ft) ' VERT. CIRCULAR PLATE 7.46 = Outlet Area(inches) 1.54 = Circular radius(inches) 4.86 = Actual Hydraulic Driving Head(ft) ' VERT. SQUARE PLATE 7.37 = Outlet Am(inches) 2.71 = Side for Sq. Opening(inches) ' 4.87 = Actual Hydraulic Driving Head(ft) HORZ. CIRCULAR PLATE 7.37 = Outlet Area(inches) 1.53 = Circular radius(inches) 4.99 = Actual Hydraulic Driving Head(ft) DETENTION POND HIGH WATER LINE 37,897.0 = REQ. VOLUME INTERVAL CUMULATIVE HIGH WATER Contour Storage VOLUME (cu.ft.) VOL (cu.ft.) LINE (ft.) u n 43.4 0.0 656.7 656.7 0.0 44.0 0.0 5,186.7 5,843.5 0.0 45.0 0.1 ) ) 7,822.3 13,665.8 /111 8,983.5 22,649.3 0.0 46.0 0.3 Q LJy 'JN 10,494.9 0.0 . 470 0.5 W a 33, 144.2 \ i 48.4 48.0 0.8 II 9,203.6 42,347.8 8l .Y 0.0 48.8 1.0 LUME A CONIC SHAPE WAS ASSUMED FERENCE IN CONTOUR ELEV.) VOLUMES BETWEEN CONTOURS (SECTION 9.2) B) FOR: Uniform Sides sec.(9.2) ML)-3/(AREA LOW+AREA HIGH+(low area'high area)A.5) NOTE: 1. VERT. PLATES WILL BE PLACED AT PIPE FLOWLINE 44 45 c:�, . 13 46 p.31 4l 48 p _7(, 45. 39 D . 5-7 a-31 _- 0.40 ..- C). 4-7 O.S3 I I 1 ------------------------------------------------------------------------------ DETENTION POND SIZING BY FAA METHOD Developed by Dr. James Guo, Civil Eng. Dept., U. of Colorado Supported by Denver Metro Cities/Counties Pool Fund Study Denver Urban Drainage and Flood Control District, Colorado USER=NORTHERN ENGINEERING SERVICES INC FT COLLINS = COLORADO .............................. EXECUTED ON 10-12-1997 AT TIME 14:57:39 PROJECT TITLE: TYPE IN THE PROJECT TITLE **** DRAINAGE BASIN DESCRIPTION BASIN ID NUMBER = 9.00 BASIN AREA (acre)= 1.00 RUNOFF COEF = 0.91 ***** DESIGN RAINFALL STATISTICS DESIGN RETURN PERIOD (YEARS) = 100.00 INTENSITY(IN/HR)-DURATION(MIN) TABLE IS GIVEN DURATION 5 10 20 30 40 50 60 80 100 120 150 180 INTENSITY 9.0 7.3 5.2 4.2 3.5 3.0 2.6 2.1 1.7 1.5 1.2 1.0 ***** POND OUTFLOW CHARACTERISTICS: MAXIMUM ALLOWABLE RELEASE RATE _ .45 CFS OUTFLOW ADJUSTMENT FACTOR = 1 AVERAGE RELEASE RATE _ .45 CFS AVERAGE RELEASE RATE = MAXIMUM RELEASE RATE * ADJUSTMENT FACTOR. ***** COMPUTATION OF POND SIZE ------------------------------------------------- RAINFALL RAINFALL INFLOW OUTFLOW REQUIRED DURATION INTENSITY VOLUME VOLUME STORAGE MINUTE INCH/HR ACRE -FT ACRE -FT ACRE -FT ------------------------------------------------- 0.00 0.00 0.00 0.00 0.00 5.00 9.00 0.06 0.00 0.05 10.00 7.30 0.09 0.01 0.09 15.00 6.25 0.12 0.01 0.11 20.00 5.20 0.13 0.01 0.12 25.00 4.70 0.15 0.02 0.13 30.00 4.20 0.16 0.02 0.14 35.00 3.85 0.17 0.02 0.15 40.00 3.50 0.18 0.02 0.15 45.00 3.25 0.18 0.03 0.16 50.00 3.00 0.19 0.03 0.16 55.00 2.80 0.19 0.03 0.16 60.00 2.60 0.20 0.04 0.16 65.00 2.47 0.20 0.04 0.16 70.00 2.35 0.21 0.04 0.16 75.00 2.22 0.21 0.05 0.16 80.00 2.10 0.21 0.05 0.16 85.00 2.00 0.21 0.05 0.16 90.00 1.90 0.22 0.06 0.16 95.00 1.80 0.22 0.06 0.16 100.00 1.70 0.21 0.06 0.15 ----------------------------------------------------- THE REQUIRED POND SIZE _ .1645213 ACRE -FT THE RAINFALL DURATION FOR THE ABOVE POND STORAGE- 70 MINUTES DETENTION POND HIGH WATER LINE PondI - CAT 19 7,143.0 = REQ. VOLUME CONTOUR AREA AVG AREA INTERVAL CUMULATIVE HIGH WATER Contour Storage (sq.ft.) (sq.ft.) VOLUME(cu.ft.) VOL(w.ft.) LINE(ft.) 44.8 100.0 44.8 0.0 742.5 115.3 115.3 45.0 1,385.0 0.0 45.0 0.0 4,547.0 4.120.5 4.235.8 46.0 7.709.0 46.3 46.0 0.1 10.711.5 10,568.4 14,804.2 47.0 13,714.0 46.4 47.0 0.3 13.714.0 13,714.0 28,518.2 48.0 13.714.0 46.4 48.0 0.7 13,714.0 13,714.0 42,232.2 49.0 13,714.0 46.4 49.0 1.0 13.714.0 13.714.0 55,946.2 50.0 13,714.0 0.0 50.0 1.3 NOTES: 1. FOR THE FIRST CONTOUR VOLUME A CONIC SHAPE WAS ASSUMED VOL. = 1/3 (AREA ABOVE) (DIFFERENCE IN CONTOUR ELEV.) 2. FOR THE REMAIMDER OF THE VOLUMES BETWEEN CONTOURS (SECTION 9.2) VOL. = DEPTH/3 (A +(AB)A.5 +B) FOR: Uniform Sides sec.(92) 3. HWL=(VOL.REQ.-VOL.LOW CUML)-3/(AREA LOW+AREA HIGH+(low area high am)A.5) 46.28 = HWL POND ORIFICE SIZING ORIGINAL DESIGN DATA 0.45 = Allowable Des. Release Rate(cfs) 42.67 = Flowline Orifice Elevafion(ft) 0.60 = Orifice Coefficient (Cd) 3.61 = Awliable Driving Head(ft) VERT. CIRCULAR PLATE 7.21 = Outlet Am(inches) 1.52 = Circular radius(inches) 3.48 = Actual Hydraulic Driving Head(ft) VERT. SQUARE PLATE 7.09 = Outlet Ama(inches) 2.66 = Side for Sq. Opening(inches) 3.49 = Actual Hydraulic Driving Head(ft) HORZ. CIRCULAR PLATE 7.09 = Outlet Am(inches) 1.50 = Circular mdius(Inches) 3.61 = Actual Hydraulic Driving Head(ft) NOTE: 1. VERT. PLATES WILL BE PLACED AT PIPE FLOWLINE 7�1j.7 2"7111JC, (20Q-�j2=- aLz--V. CL)MVL- UDLlJME ZaL 1 = 4s -- O_o► 0.34= 4-(=D _ 0-10 D,4.4 it .Zia d-(4c C>. 4jS, '. / = Z-F� LO.L - ?-�, tit a Z c:;;) _ -7. � c:�s l 1 Z EiG� - C `F-} 3fL 1 I _ • citn ' `t`+'.-%Z/ Z, I STORM SEWERS 1 I I' II II So � A i w- - 1 - --------- STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL ----_Developed -by-DDenJamesities/Civilies & Dept=-U.-of- Colorado -at= Denver --_- Metro Denver Cities/Counties 6 UDFCD Pool Fund Study USER:NORTHERN ENG SERVICES INC-FT COLLINS COLORADO ........................... ' ON DATA 02-26-1998 AT TIME 09:54:21 VERSION=03-26-1994 *** PROJECT TITLE :CAT 19TH FILING *** RETURN PERIOD OF FLOOD IS 100 YEARS *** SUMMARY OF HYDRAULICS AT MANHOLES MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION MINUTES --INCH/HR--_--- CFS --__-_FEET FEET________ 1.00 0.00 0.00 0.00 4.90 52.30 51.07 OK 2.00 1.20 8.71 4.08 4.90 53.25 51.05 OK 3.00 1.00 5.00 4.90 4.90 50.75 51.23 NO ' 4.00 1.00 5.00 4.90 4.90 50.75 51.38 NO OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION *** SUMMARY OF SEWER HYDRAULICS ' NOTE_ THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .8 _--- _----- _---- _-------------- _---- _------ _________________________ SEWER MANHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ' ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE) WIDTH --------------ID-NO. ID NO.(IN) (FT) (IN) (FT) (IN) (FT) (FT) _---- _---- _---- _---- _---- _________ 12.00 2.00 1.00 ROUND 16.06 18.00 18.00 0.00 ' 23.00 3.00 2.00 ROUND 16.06 18.00 18.00 0.00 34.00 4.00 3.00 ROUND 16.06 18.00 18.00 0.00 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET ' REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, EXISTING SIZE WAS USED LJ II II ----------------------------------------------------------------------------- SEWER DESIGN FLOW NORMAL NORMAL CRITIC CRITIC FULL FROUDE COMMENT ID FLOW Q FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY NO. NUMBER CFS CFS FEET FPS FEET FPS FPS 12.0 4.9 6.7 0.96 4.12 0.85 4.74 2.77 0.80 V-OK 23.0 4.9 6.7 0..96 4.12 0.85 4.74 2.77 0.80 V-OK 34.0 4.9 6.7 0.96 4.12 0.85 4.74 2.77 0.80 V-OK FROUDE NUMBER-0 INDICATES THAT A PRESSURED FLOW OCCURS SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM 8 (FT) (FT) (FT) (FT) ---------------------------------------------------------------------- 12.00 0_-40 47.18 47.00 4.57 3.80 OK 23-.00 0.4A 47.70 47.38 1.55 4.37 OK 34.00 0.40 47.70 47.70 1.55 1.55 OK OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 1 FEET II I*** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW ' ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION FEET FEET FEET FEET FEET FEET _______________________________________________________________________________ 12.00 46.10 46.10 48.68 48.50 51.05 51.07 PRSS'ED ' 23.00 80.50 80.50 49.20 48.88 51.23 51.05 PRSS'ED 34.00 0.10 0.10 49.20 49.20 51.38 51.23 PRSS'ED PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW ' *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS t ____________________________________________ ________________---- UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE SEWER MANHOLE ENERGY FACTION BEND BEND LATERAL LATERAL MANHOLE ENERGY ID NO ID NO. ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID FT _______________________________________________________________________________ 12.0 2.00 51.17 0.10 0.00 0.00 0.00 0.00 1.00 51.07 ' 23.0 3.00 51.35 0.17 0.08 0.01 0.00 0.00 2.00 51.17 34.0 4.00 51.50 0.00 1.25 0.15 0.00 0.00 3.00 51.35 BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER. ' LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. ' A MINIMUM JUNCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O. FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. a� a Oa �w n ►, L, U a O E1 0 z 0 a 4 0 / / J Z nn �M � V ZO, Q OD / xd NOLL33113O M „9£,S w7t S d'O'N III 10 —Sl 'd'l69'8S 1 ------------------------------------------------------------------------------ STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL by Dr. James Guo, Civil Eng. Dept, U. of Colorado at Denver Fund _----Developed -------------Metro -Denver -Cities/Counties-6-UDFCD_Pool -Study ------____--- USER:NORTHERN ENG SERVICES INC-FT COLLINS COLORADO ........................... ON DATA 01-13-1998 AT TIME 11:22:43 VERSION=03-26-1994 *** PROJECT TITLE :CAT 19TH FILING BASIN A-5 STORM SEWER *** SUMMARY OF HYDRAULICS AT MANHOLES _______________________________________________________________________________ MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION t MINUTES INCH/HR_-__-_CFS------ FEET __ -_______________________________ 1.00 0.00 0.00 0.00 -_--_-FEET 0.30 51.50 ----_--- 51.07 OK 2.00 2.90 212.54 0.10 0.30 51.90 51.07 OK 3.00 2.30 209.36 0.13 0.30 51.40 51.07 OK ' 4.00 1.70 203.94 0.18 0.30 51.00 51.08 NO 5.00 0.80 180.59 0.38 0.30 49.54 51.08 NO 6.00 0.40 136.47 0.75 0.30 49.54 51.08 NO OK MEANS WATER ELEVATION I5 LOWER THAN GROUND ELEVATION *** SUMMARY OF SEWER HYDRAULICS ' THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .8 _------NOTE: -------------------------------------------'__-'--------------------- SEWER MANHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE ID ID NO._ DIA(RISE) DIA(RISE) (FT) (IN) (FT) DIA(RISE) (IN) (FT) WIDTH (FT) -NO. ----_--__-(IN) 12.00 2.00 1.00 ROUND 6.15 15.00 15.00 0.00 23.00 3.00 2.00 ROUND 6.15 15.00 15.00 0.00 34.00 4.00 3.00 ROUND 6.15 15.00 15.00 0.00 45.00 5.00 4.00 ROUND 6.15 15.00 15.00 0.00 56.00 6.00 5.00 ROUND 6.15 15.00 15.00 0.00 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, ' EXISTING SIZE WAS USED _______________________________________________________________________________ SEWER DESIGN FLOW NORMAL NORMAL CRITIC CRITIC FULL FROUDE COMMENT ID FLOW Q FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY NO. NUMBER CFS CFS FEET FPS FEET FPS FPS _______________________________________________________________________________ 12.0 0.3 3.2 0.26 1.65 0.24 1.79 0.24 0.69 V-LOW 23.0 0.3 3.2 0.26 1.65 0.24 1.79 0.24 0.69 V-LOW 34.0 0.3 3.2 0.26 1.65 0.24 1.79 0.24 0.69 V-LOW 45.0 0.3 3.2 0.26 1.65 0.24 1.79 0.24 0.69 V-LOW 56.0 0.3 3.2 0.26 1.65 0.24 1.79 0.24 0.69 V-LOW FROUDE NUMBER-0 INDICATES THAT A PRESSURED FLOW OCCURS I I II ------------------------------------------------------ --------- SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM 8 i-- - ____________________ 12.00 ------ 0.25 ---------(FT)______ -- - 46.32 46.17 4.33 ___________________ 4.08 OK 23.00 0.25 46.79 46.42 3.36 4.23 OK 34.00 0.25 47.01 46.88 2.74 3.27 OK 45.00 0.25 47.39 47.11 0.90 2.64 NO 56.00 0.25 47.39 47.39 0.90 0.90 NO OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 1 FEET *** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION FEET 12.00 -_____FEET 59.00 _-_-__FEET ___-FEET__-___FEET-__---FEET 59.00 47.57 47.42 ---------- 51.07 51.07 PRSS'ED 23.00 147.00 147.00 48.04 47.67 51.07 51.07 PRSS'ED 34.00 50.00 50.00 48.26 48.13 51.08 51.07 PRSS'ED 45.00 111.00 111.00 48.64 48.36 51.08 51.08 PRSS'ED r 56.00 0.10 0.10 48.64 48.64 51.08 51.08 PRSS'ED PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS _______________________________________________________________________________ UPST MANHOLE SEWER MANHOLE ENERGY SEWER JUNCTURE LOSSES DOWNST MANHOLE FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY ID NO ID NO. ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID FT _______________________________________________________________________________ 12.0 2.00 11.07 0.00 0.01 0.00 0.00 0.00 1.00 51.07 23.0 3.00 51.08 0.00 0.88 0.00 0.00 0.00 2.00 51.07 34.0 4.00 51.08 0.00 0.25 0.00 0.00 0.00 3.00 51.08 45.0 5.00 51.08 0.00 0.25 0.00 0.00 0.00 4.00 51.08 56.0 6.00 51.08 0.00 1.25 0.00 0.00 0.00 5.00 51.08 BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER. LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE r NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. A MINIMUM JUNCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O. FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. �.bT 19�I� - STOZM S�w�z Jvs--gin � C.�ra.�nr is G II to - 1r.1,v 41.72- -;4=,.7� -1 .tv. 4rZ•II TOP 46.I�S 4z.�o v2ouu� 7S m 47 44--2S p.3f3'/ cz= z.9=� Eg MM W ❑0' VJA zs 0 lu N I �N �0 77 oaW dd� a_f 3- . 4- L.F= 2-77 I - i w v. 4o.I0 44. o 0.40% q= 45.51 140 0 IZ- 43.75 Z-V aca�2 0,40s TuP - 41, So cz ` "-7. 30 �4 - Z18_(� LF - Z4 zL? Z - i�•i. - 40.E IZ.O C,m- 44- 2-1 I STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL 1 Developed by Dr. James Guo, Civil Eng. Dept, U. of Colorado at Denver _--___------ Metro Denver Cities/Counties 6 UDFCD Pool Fund Study USER:NORTHERN ENG SERVICES INC-FT COLLINS COLORADO ........................... ' ON DATA 01-10-1998 AT TIME 15:59:43 VERSION-03-26-1994 *** PROJECT TITLE :CAT 19TH FILING STORM SEWER LINE B *** SUMMARY __________________________________________________________________________ OF HYDRAULICS AT MANHOLES MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION - MINUTES INCH/HR_-__-CFS---___FEET--_--_FEET - - 1.00 0.00 0.00 0.00 37.30 44.00 45.19 NO 2.00 7.61 58.58 4.90 37.30 44.25 44.45 NO 3.00 3.67 5.71 4.90 16.00 47.50 46.16 OK 4.00 2.45 5.00 4.90 12.00 47.50 46.91 OK 5.00 2.45 5.00 4.90 12.00 47.50 47.19 OK 6.00 1.20 37.08 1.92 2.30 46.75 45.89 OK 7.00 0.80 42.50 1.75 1.40 46.75 45.92 OK 8.00 0.40 151.18 0.63 0.25 46.75 45..93 OK 9.00 1.60 58.13 1.44 2.30 45.50 45.86 NO 10.00 0.60 5.00 4.90 2.95 44.25 45.95 NO OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION *** SUMMARY OF SEWER HYDRAULICS NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .8 ------------------------------------------------------------------------------- SEWER MANHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE) WIDTH ID NO. ID NO. (IN) (FT) (IN) (FT) (IN) (FT) (FT) ------------------------------------------------------------------------------ 12.00 23.00 2.00 3.00 1.00 2.00 ROUND ROUND 34.38 26.16 36.00 27.00 27.00 27.00 0.00 0.00 34.00 4.00 3.00 ROUND 22.47 24.00 24.00 0.00 45.00 5.00 4.00 ROUND 22.47 24.00 24.00 0.00 67.00 7.00 6.00 ROUND 10.04 15.00 18.00 0.00 78.00 8.00 7.00 ROUND 4.97 15.00 18.00 0.00 210.00 10.00 2.00 ROUND 13.41 15.00 18.00 0.00 29.00 9.00 2.00 ROUND 12.09 15.00 18.00 0.00 96.00 6.00 9.00 ROUND 12.09 15.00 18.00 0.00 1 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. 1 FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, EXISTING SIZE WAS USED SEWER DESIGN FLOW NORMAL NORMAL CRITIC CRITIC FULL FROUDE COMMENT ID FLOW Q FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY N0. NUMBER CPS CFS FEET FPS FEET FPS FPS 12.0 37.3 19.6 2.25 9.38 2.02 9.91 9.38 0.00 V-OK 23.0 18.0 19.6 1.69 5.60 1.48 6.49 4.53 0.77 V-OK 34.0 12.0 14.3 1.40 5.11 1.24 5.86 3.82 0.80 V-OK 45.0 12.0 14.3 1.40 5.11 1.24 5.86 3.82 0.80 V-OK 67.0 2.4 6.7 0.47 2.98 0.46 3.05 0.79 0.90 V-OK 78.0 0.3 7.7 0.18 2.00 0.22 1.54 0.14 0.99 V-OK 210.0 3.0 6.5 0.71 3.58 0.66 3.94 1.67 0.85 V-OK 29.0 2.3 6.7 0.61 3.42 0.60 3.51 1.30 0.89 V-OK 96.0 2.3 6.7 0.61 3.42 0.60 3.51 1.30 0.89 V-OK F1 I IFROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS ----------------------------------------------------- ' SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM 8 (FT) (FT) (FT) (FT) F� I r I I I I I 17 I ---------------------------- 12.00 0.40 40.88 ------------------------------ 40.71 1.12 1.04 OK 23.00 0.40 41.84 41.08 3.41 0.92 NO 34.00 0.40 42.91 42.04 2.59 3.46 OK 45.00 0.40 42.91 42.91 2.59 2.59 OK 67.00 0.40 42.11 41.92 3.14 3.33 OK 78.00 0.54 42.50 42.34 2.75 2.91 OK 210.00 0.38 41.75 41.09 1.00 1.66 OK 29.00 0.40 41.45 41.08 2.55 1.67 OK 96.00 0.40 41.72 41.46 3.53 2.54 OK OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 1 FEET *** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS ------------------------------------------------------------------------------- SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION FEET FEET 12.00 __----FEET 43.75 ------FEET 43.75 ------FEET 43.13 ------FEET 42.96 ----------- 44.45 45.19 PRSS'ED 23.00 189.40 189.40 44.09 43.33 46.16 44.45 PRSS'ED 34.00 218.60 218.60 44.91 44.04 46.91 46.16 PRSS'ED 45.00 0.10 0.10 44.91 44.91 47.19 46.91 PRSS'ED 67.00 46.40 46.40 43.61 43.42 45.92 45.89 PRSS'ED 78.00 28.90 28.90 44.00 43.84 45.93 45.92 PRSS'ED 210.00 174.00 174.00 43.25 42.59 45.95 44.45 PRSS'ED 29.00 93.10 93.10 42.95 42.58 45.86 44.45 PRSS'ED 96.00 64.40 64.40 43.22 42.96 45.89 45.86 PRSS'ED PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS ------------------------------------------------------------------------------- UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE SEWER MANHOLE ENERGY FACTION BEND BEND LATERAL LATERAL MANHOLE ENERGY ID NO ID NO. ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID FT ------------------------------------------------------------------------------- 12.0 2.00 45.82 0.63 0.00 0.00 0.00 0.00 1.00 45.19 23.0 3.00 46.48 0.64 0.06 0.02 0.00 0.00 2.00 45.82 34.0 4.00 47.13 0.61 0.20 0.05 0.00 0.00 3.00 46.48 45.0 5.00 47.42 0.00 1.25 0.28 0.00 0.00 4.00 47.13 67.0 7.00 45.93 0.01 0.12 0.00 0.00 0.00 6.00 45.92 78.0 8.00 45.93 0.00 0.12 0.00 0.00 0.00 7.00 45.93 210.0 10.00 45.99 0.14 0.75 0.03 0.00 0.00 2.00 45.82 29.0 9.00 45.89 0.04 0.84 0.02 0.00 0.00 2.00 45.82 96.0 6.00 45.92 0.03 0.05 0.00 0.00 0.00 9.00 45.89 BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER. LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. A MINIMUM JUNCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O. FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. I 1 o z / v J (V/ t[1 U 2 ,,A—! z h ,a I 1 F II I ----------------------------------------------------- ------------------------ STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL Developed by Dr. James Guo, Civil Eng. Dept, U. of Colorado at Denver -------------Metro -Denver -Cities/Counties -6-UDFCD-Pool -Fund -Study ------------- USER:NORTHERN ENG SERVICES INC-FT COLLINS COLORADO ........................... ON DATA 01-10-1998 AT TIME 16:41:20 VERSION-03-26-1994 *** PROJECT TITLE :CAT 19TH FILING *** SUMMARY OF HYDRAULICS AT MANHOLES ------------------------------------------------------------------------------- MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION MINUTES INCH/HR ---FEET-------- -- ----------------------------------------- 1.00 0.00 0.00 0.00 -----CFS------FEET-- 28.70 49.00 48.40 OK 2.00 5.86 5.32 4.90 28.70 49.80 47.92 OK 3.00 3.86 5.00 4.90 18.90 50.50 49.36 OK 4.00 2.00 5.00 4.90 9.80 49.50 49.70 NO OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION *** SUMMARY OF SEWER HYDRAULICS NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO- .8 ------------------------------------------------------------------------------- SEWER MANHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE) WIDTH ID NO. ID NO. (IN) (FT) (IN) (FT) (IN) (FT) (FT) ------------------------------------------------------------------------------- 12.00 2.00 1.00 ROUND 23.92 27.00 24.00 0.00 23.00 3.00 2.00 ROUND 20.29 22.00 24.00 0.00 24.00 4.00 2.00 ROUND 18.12 21.00 18.00 0.00 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, EXISTING SIZE WAS USED ------------------------------------------------------------------------------- SEWER DESIGN FLOW NORMAL NORMAL CRITIC CRITIC FULL FROUDE COMMENT ID FLOW Q FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY NO. NUMBER CPS CFS FEET FPS FEET FPS FPS ------------------------------------------------------------------------------- 12.0 28.7 29.0 1.62 10.54 1.81 9.59 9.14 1.41 V-OK 23.0 18.9 29.7 1.16 10.01 1.56 7.17 6.02 1.80 V-OK 24.0 9.8 9.7 1.50 5.55 1.21 6.44 5.55 0.00 V-OK FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS ---------------------------------------------------------------------- SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM 8 (FT) (FT) (FT) (FT) ---------------------------------------------------------------------- 12.00 1.64 45.09 44.25 2.71 2.75 OK 23.00 1.71 47.50 45.19 1.00 2.61 OK 24.00 0.84 46.50 45.59 1.50 2.71 OK OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 1 FEET ' *** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS _______________________________________________________________________________ SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION FEET FEET FEET FEET FEET FEET -- -------------------------------------------------------------- 12.00 51.10 51.10 47.09 46.25 47.92 "-_--__ 48.40 PRSS'ED 23.00 135.00 90.22 49.50 47.19 49.36 47.92 JUMP 24.00 108.00 108.00 48.00 47.09 49.70 47.92 PRSS'ED I I 1 I 1 PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS ------------------------------------------------------------------------------- UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE SEWER MANHOLE ENERGY FACTION BEND BEND LATERAL LATERAL MANHOLE ENERGY ID NO ID NO. ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID FT ------------------------------------------------------------------------------- 12.0 2.00 49.22 0.82 0.00 0.00 0.00 0.00 1.00 48.40 23.0 3.00 49.92 0.63 0.14 0.08 0.00 0.00 2.00 49.22 24.0 4.00 50.18 0.93 0.05 0.02 0.00 0.00 2.00 49.22 BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER. LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD FRICTION LOSS=0 MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. A MINIMUM JUNCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O. FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. NJ q� � �a a r Q 7 m a O I 1 I STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL Developed by Dr. James Guo, Civil Eng. Dept, U. of Colorado at Denver Metro Denver Cities/Counties 6 UDFCD Pool Fund Study USER:NORTHERN ENG SERVICES INC-FT COLLINS COLORADO ........................... ON DATA 04-05-1998 AT TIME 18:55:33 VERSION=03-26-1994 *** PROJECT TITLE :CAT 19TH FILING *** SUMMARY OF HYDRAULICS AT MANHOLES _______________________________________________________________________________ MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION --------------------- MINUTES INCH FEET 1.00 0.00 ______INCH 0.00 -----_---CFS------FEET 0.00 0.45 - _____FEET__________ 47.25 45.00 OK 2.00 1.20 196.34 0.58 0.70 44.72 45.00 NO 3.00 0.80 113.19 0.88 0.70 46.35 45.02 OK 4.00 0.40 41.00 1.75 0.70 46.35 45.02 OK OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION *** SUMMARY OF SEWER HYDRAULICS NOTE: _____________________________ THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .8 SEWER MANHOLE NUMBER ___________________________-______________ SEWER REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE) WIDTH _______________________________________________________________________________ ID NO. ID NO. (IN) (FT) (IN) (FT) (IN) (FT) (FT) 12.00 2.00 1.00 ROUND 7.78 18.00 15.00 0.00 23.00 3.00 2.00 ROUND 8.99 18.00 15.00 0.00 34.00 4.00 3.00 ROUND 8.99 18.00 15.00 0.00 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY_ SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, EXISTING SIZE WAS USED _______________________________________________________________________________ SEWER DESIGN FLOW NORMAL NORMAL CRITIC CRITIC FULL FROUDE COMMENT ID FLOW Q FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY NO. NUMBER CPS CFS FEET FPS FEET FPS FPS _______________________________________________________________________________ 12.0 0.7 4.0 0.35 2.47 0.35 2.46 0.57 0.87 V-LOW 23.0 0.7 2.7 0.43 1.87 0.35 2.46 0.57 0.59 V-LOW 34.0 0.7 2.7 0.43 1.87 0.35 2.46 0.57 0.59 V-LOW FROUDE NUMBER-0 INDICATES THAT A PRESSURED FLOW OCCURS ______________________________________________________________________ SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM 8 (FT) (FT) (FT) (FT) ______________________________________________________________________ 12.00 0.39 42.67 42.50 0.80 3.50 NO 23.00 0.18 42.93 42.68 2.17 0.79 NO 34.00 0.18 42.93 42.93 2.17 2.17 OK OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 2 FEET I II *** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS ------------------------------------------------------------------------------- SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION FEET FEET FEET FEET FEET FEET _______________________________________________________________________________ 12.00 43.50 43.50 43.92 43.75 45.00 45.00 PRSS'ED 23.00 141.30 141.30 44.18 43.93 45.02 45.00 PRSS'ED 34.00 0.10 0.10 44.18 44.18 45.02 45.02 PRSS'ED PRSS'ED=PRESSURED FLOW; JUMP -POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS _____________________________________________________________________________ UPST MANHOLE SEWER JUNCTURE LOSSES D01WNST MANHOLE SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY ID NO ID NO. ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID FT _____________________________________________________________________________ 12.0 2.00 45.01 0.01 0.00 0.00 0.00 0.00 1.00 45.00 23.0 3.00 45.02 0.02 0.25 0.00 0.00 0.00 2.00 45.01 34.0 4.00 45.03 0.00 1.25 0.01 0.00 0.00 3.00 45.02 BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER. LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. A MINIMUM JUNCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O. FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. 1 1 1 1 D �7 P- 8N6 � (A 0 N p o N 0 N C 40 C1 .1GwrDIQ 1 1 1 1 SQll-� I�� ryN^1 W a �J- ' _______________________________________ STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL Developed by Dr. James Guo, Civil Eng. Dept, U. of Colorado at Denver ' Metro Denver Cities/Counties & UDFCD Pool Fund Study -- USER:NORTHERN ENG SERVICES INC-FT COLLINS COLORADO ........................... ' ON DATA 03-18-1998 AT TIME 16:49:02 VERSION=03-26-1994 *;* PROJECT TITLE :DRAKE ROAD SHIELDS TO VET POND •"• SUMMARY OF HYDRAULICS AT MANHOLES ------------------------------------------------------------------------------- MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ID NUMBER AREA • C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION ' MINUTES INCH/HR CFS FEET FEET ------_ 1.00 ---------------------------------------------------------------- 14.00 5.00 19.56 273.80 36.00 30.21 OK 2.00 13.60 5.00 18.28 248.60 38.40 33.67 OK ' 3.00 13.20 5.00 5.94 78.40 43.30 35.85 OK 4.00 2.80 83.61 1.09 3.04 42.71 36.88 OK 5.00 0.40 60.95 1.35 0.54 43.00 37.11 OK 6.00 2.00 68.25 1.25 2.50 44.25 39.10 OK ' 7.00 0.40 22.40 2.50 1.00 43.5.0 40.30 OK 8.00 1.20 68.25 1.25 1.50 43.00 40.17 OK 9.00 0.80 113.18 0.88 0.70 42.50 39.99 OK 10.00 0.40 41.00 2.75 0.70 42.50 40.34 OK ' 11.00 10.00 5.00 7.74 77.40 42.34 36.24 OK 12.00 8.80 5.00 7.45 65.60 43.60 37.34 OK 13.00 8.40 5.00 6.86 57.60 44.50 38.37 OK 14.00 15.00 6.40 0.80 5.00 5.00 9.00 8.55 57.60 6.84 46.00 45.52 39.04 40.09 OK OK 16.00 0.40 13.20 3.25 1.30 45.26 40.45 OK 17.00 4.40 5.00 8.00 35.20 48.80 40.25 OK 18.00 4.00 5.00 8.80 35.20 49.15 41.42 OK 19.00 3.60 5.00 8.53 30.70 50.20 42.02 OK ' 20.00 0.40 52.05 1.50 0.60 50.60 43.30 OK 21.00 2.80 5.00 10.96 30.70 53.15 44.87 OK 22.00 0.40 43.92 1.68 0.67 52.25 46.33 OK 23.00 2.00 5.00 11.75 23.50 56.50 50.56 OK ' 24.00 0.80 5.00 23.19 18.55 57.90 54.97 OK 25.00 0.80 5.00 6.11 4.89 55.38 53.68 OK 26.00 0.40 5.00 12.22 4..89 55.38 55.17 OK 27.00 0.40 5.00 46.37 18.55 59.60 56.27 OK ' 51.00 0.00 0.00 0.00 273.80 24.20 23.70 OK 52.00 14.80 5.00 18.50 273.80 30.60 25.11 OK 53.00 14.40 5.00 19.01 273.80 34.00 29.29 OK 28.00 0.80 5.00 15.34 12.27 45.95 44.74 OK 29.00 0.40 5.00 30.68 12.27 45.95 45.68 OK 30.00 0.80 5.00 27.25 21.80 42.48 41.53 OK 31.00 0.40 5.00 54.50 21.80 42.48 42.61 NO 32.00 0.80 5.00 9.75 7.00 44.22 42.78 OK ' 33.00 0.40 5.00 19.50 7.80 44.22 43.31 OK 34.00 0.80 5.00 5.89 4.71 44.23 42.18 OK 35.00 0.40 5.00 11.77 4.71 44.23 42.45 OK OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION 1 11 ' *** SUMMARY OF SEWER HYDRAULICS NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .8 SEWER MANHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE) WIDTH ID NO. ID NO. (IN) (FT) (IN) (FT) (IN) (FT) (FT) 5152.00 52.00 51.00 ROUND 66.88 72.00 66.00 0.00 5253..00 53.00 52.00 ROUND 60.06 66.00 60.00 0.00 531.00 1.00 53.00 ROUND 60.06 66.00 60.00 0.00 12.00 2.00 1.00 ROUND 57.93 60.00 60.00 0.00 ' 23.00 3.00 2.00 ROUND 38.86 42.00 42.00 0.00 34.00 4.00 3.00 ROUND 10.89 15.00 15.00 0.00 45.00 5.00 4.00 ROUND 5.10 15.00 15.00 0.00 ' 46.00 67.00 6.00 7.00 4.00 6.00 ROUND ROUND 10.51 6.97 15.00 15.00 21.00 18.00 0.00 0.00 68.00 8.00 6.00 ROUND 11.02 15.00 15.00 0.00 89.00 9.00 8.00 ROUND 8.99 15.00 15.00 0.00 910.00 10.00 9.00 ROUND 8.28 15.00 15.00 0.00 311.00 11.00 3.00 ROUND 39.00 42.00 42.00 0.00 1112.00 12.00 11.00 ROUND 42.90 48.00 42.00 0.00 1213.00 13.00 12.00 ARCH 41.27 42.00 34.00 53.00 1314.00 14.00 13.00 ROUND 41.27 42.00 42.00 0.00 1415.00 15.00 14.00 ROUND 13.34 15.00 18.00 0.00 ' 1516.00 16.00 15.00 ROUND 7.16 15.00 18.00 0.00 1417.00 17.00 14.00 ROUND 29.08 30.00 36.00 0.00 1718.00 1B.00 17.00 ROUND 32.39 33.00 33.00 0.00 1819.00 19.00 18.00 ROUND 31.96 33.00 33.00 0.00 ' 1920.00 20.00 19.00 ROUND 5.02 15.00 18.00 0.00 1921.00 21.00 19.00 ROUND 28.34 30.00 30.00 0.00 2122.00 22.00 21.00 ROUND 5.61 15.00 18.00 0.00 2123.00 23.00 21.00 ROUND 20.78 21.00 27.00 0.00 ' 2324.00 24.00 23.00 ROUND 19.37 21.00 27.00 0.00 2526.00 26.00 25.00 ROUND 16.05 18.00 15.00 0.00 2427.00 27.00 24.00 ROUND 22.28 24.00 27.00 0.00 ' 2325,00 1428.00 25.01 28.00 23,00 14.00 ROUND ROUND 14.87 19.08 15.00 21.00 15.00 18.00 0.00 0.00 2829.00 29.00 28.00 ROUND 21.00 24.00 18.00 0.00 1130.00 30.00 11.00 ARCH 19.06 21.00 19.00 30.00 3031.00 31.00 30.00 ARCH 24.68 27.00 19.00 30.00 1332.00 32.00 13.00 ROUND 15.66 18.00 18.00 0.00 ' 3233.00 33.00 32.00 ROUND 15.66 18.00 18.00 0.00 1334.00 34.00 13.00 ROUND 12.34 15.00 18.00 0.00 3435.00 35.00 34.00 ROUND 12.34 15.00 18.00 0.00 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. ' FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, EXISTING SIZE WAS USED SEWER DESIGN FLOW NORMAL NORMAL CRITIC CRITIC FULL FROUDE COMMENT ID FLOW Q FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY NO. NUMBER CFS CFS FEET FPS FEET FPS FPS ------------------------------------------------------------------------------- 5152.0 273.8 265.1 5.50 11.52 4.57 12.97 11.52 0.00 V-OK ' 5253.0 273.8 273.9 5.00 13.94 4.49 14.73 13.94 0.06 V-OK 531.0 273.8 273.9 5.00 13.94 4.49 14..73 13.94 0.06 V-OK 12.0 248.6 273.9 3.74 15.80 4.37 13.66 12.66 1.46 V-OK 23.0 78.4 96.8 2.39 11.20 2.77 9.61 8.15 1.35 V-OK ' 34.0 3.0 7.2 0.57 5.59 0.70 4.28 2.48 1.49 V-OK 45.0 0.5 9.6 0.20 4.22 0.31 2.26 0.44 2.00 V-OK 46.0 2.5 15.9 0.47 4.81 0.60 3.45 1.04 1.47 V-OK ' 67.0 1.0 12.6 0.29 4.26 0.39 2.71 0.57 1.68 V-OK ' 68.0 1.5 3.4 0.58 2.70 0.50 3.25 1.22 0.71 V-OK 09.0 0.7 2.7 0.43 1.87 0..35 2.46 0.57 0.59 V-LOW 910.0 0.7 3.4 0.30 2.19 0.35 2.46 0.57 0.73 V-OK 311.0 77.4 94.6 2.41 10.97 2.75 9.54 8.04 1.31 V-OK ' 1112.0 65.6 62.2 3.50 6.82 2.48 9.01 6.82 0.00 V-OK 1213.0 57.6 66.5 2.61 7.25 2.35 8.15 5.58 0.82 V-OK 1314.0 57.6 60.5 2.73 7.16 2.37 8.29 5.99 0.76 V-OK 1415.0 6.8 15.3 0.70 8.39 1.01 5.40 3.87 2.01 V-OK ' 1516.0 1.3 15.3 0.30 5.27 0.45 2.95 0.74 2.04 V-OK 1417.0 35.2 62.4 1.61 9.09 1.92 7.36 4.98 1.41 V-OK 1718.0 35.2 37.1 2.14 7.11 1.95 7.83 5.93 0.85 V-OK 1819.0 30.7 33.5 2.07 6.40 1.84 7.27 5.17 0.79 V-OK ' 1920.0 0.6 18.1 0.19 4.73 0.32 2.14 0.34 2.33 V-OK 1921.0 30.7 35.9 1.78 8.21 1.89 7.71 6.25 1.13 V-OK 2122.0 0.7 15.0 0.22 4.29 0.33 2.29 0.38 1.96 V-OK ' 2123.0 2324.0 23.5 18.5 47.4 45.1 1.12 1.01 11.89 10.79 1.70 1.50 7.30 5.91 6.57 4.67 2.24 2.17 V-OK V-OK 2526.0 4.9 4.1 1.25 3.98 0.89 5.26 3.98 0.00 V-OK 2427.0 18.5 31.1 1.25 8.16 1.50 6.57 4.67 1.43 V-OK 2325.0 4.9 5.0 1.00 4.66 0.89 5.26 3.98 0.80 V-OK 1428.0 12.3 10.5 1.50 6.94 1.31 7.49 6.94 0.00 V-OK 2829.0 12.3 8.2 1..50 6.94 1.31 7.49 6.94 0.00 V-OK 1130.0 21.8 42.7 1.03 13.13 1.66 7.64 6.66 2.56 V-OK 3031.0 21.8 21.4 2.04 6.66 1.66 7.64 6.66 0.00 V-OK 1332.0 7.8 11.3 0.91 6.92 1.06 5.83 4.41 1.39 V-OK ' 3233.0 7.8 11.3 0.91 6.92 1.06 5.83 4.41 1.39 V-OK 1334.0 4.7 12.9 0.63 6.74 0.84 4.66 2.67 1.73 V-OK - 3435.0 4.7 12.9 0.63 6.74 0.84 4.66 2.67 1.73 V-OK ' FROUDE NUMBER-0 INDICATES THAT A PRESSURED FLOW OCCURS ---------------------------------------------------------------------- SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ' ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM ---------------------------------------------------------------------- 8 (FT) (FT) (FT) (FT) ' 5152.00 5253.00 0.62 1.10 16.63 21.67 13.37 16.83 8.47 7.33 5.33 OK 8.77 OK 531.00 1.10 22.46 21.69 8.54 7.31 OK 12.00 1.10 26.55 22.46 6.85 8.54 OK 23.00 0.92 31.94 30.66 7.86 4.24 OK 34.00 1.22 36.18 35.91 5.28 6.14 OK ' 45.00 2.20 36.80 36.18 4.95 5.28 OK 46.00 1.00 38.50 35.77 4.00 5.19 OK 67.00 1.43 39.91 39.01 2.09 3.74 OK 68.00 0.28 39.57 39.10 2.18 3.90 OK 89.00 0.18 40.00 39.81 1.25 1.94 NO 910.00 0.28 39.87 39.87 1.38 1.38 NO 311.00 0.88 32.40 31.97 6.44 7.83 OK 1112.00 0.38 33.20 32.50 6.90 6.34 OK ' 1213.00 0.36 34.22 33.19 7.45 7.57 OK 1314.00 0.36 35.14 34.32 7.36 6.68 OK 1415.00 2.10 38.91 38.52 5.11 5.98 OK 1516.00 2.10 40.00 39.01 3.76 5.01 OK 1417.00 0.87 38.33 35.64 7.47 7.36 OK 1718.00 0.49 39.25 38.58 7.15 7.47 OK 1819.00 0.40 39.85 39.35 7.60 7.05 OK 1920.00 2.96 42.98 41.10 6.12 7.60 OK 1921.00 0.76 42.98 40.09 7.67 7.61 OK ' 2122.00 2.04 46.00 44.00 4.75 7.65 OK 2123.00 2.33 48.86 43.22 5.39 7.68 OK 2324.00 2.11 53.47 48.87 2.18 5.38 OK 2526.00 0.40 53.92 53.92 0.21 0.21 NO ' 2427.00 1.00 54.77 52.92 2.58 2.73 OK 2325.00 0.60 52.63 52.36 1.50 2.89 OK 1428.00 1.00 43.02 42.40 1.43 2.10 NO ' 2829.00 0.60 41.50 41.50 2.95 2.95 OK r- L 11 1 F 1 I 1 II 1130.00 3.18 39.87 37.27 1.03 3.48 NO 3031.00 0.80 39.87 39.87 1.03 1.03 NO 1332.00 1.16 41.72 40.96 1.00 2.04 NO 3233.00 1.16 41.72 41.72 1.00 1.00 NO 1334.00 1.51 41.23 40.96 1.50 2.04 OK 3435.00 1.51 41.23 41.23 1.50 1.50 OK OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 1.5 FEET *** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS _______________________________________________________________________________ SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION FEET FEET FEET FEET FEET FEET ___________________________________________________________________________ 5152.00 525.00 525.00 22.13 18.88 25.11 23.70 PRSS'ED 5253.00 440.00 224.77 26.67 21.83 29.29 25.11 SUBCR 531.00 70.00 70.00 27.46 26.69 30.21 29.29 PRSS'ED 12.00 372.00 309.84 31.55 27.46 33.67 30.21 JUMP 23.00 138.80 110.90 35.44 34.16 35.85 33.67 JUMP 34.00 22.00 0.00 37.43 37.16 36.88 35.85 JUMP 45.00 28.00 0.00 38.05 37.43 37.11 36.88 JUMP 46.00 273.00 0.00 40.25 37.52 39.10 36.88 JUMP 67.00 62.80 0.00 41.41 40.51 40.30 39.10 JUMP 68.00 169.30 0.00 40.82 40.35 40.17 39.10 SUBCR 89.00 106.50 0.00 41.25 41.06 39.99 40.17 SUBCR 910.00 0.10 0.00 41.12 41.12 40.34 39.99 SUBCR 311.00 48.30 48.30 35.90 35.47 36.24 35.85 PRSS'ED 1112.00 185.20 185.20 36.70 36.00 37.34 36.24 PRSS'ED 1213.00 284.30 284.30 37.05 36.03 38.37 37.34 PRSS'ED 1314.00 227.86 136.86 38.64 37.82 39.04 38.37 SUBCR 1415.00 18.40 0.00 40.41 40.02 40.09 39.04 JUMP 1516.00 47.00 0.00 41.50 40.51 40.45 40.09 JUMP 1417.00 308.90 69.21 41.33 38.64 40.25 39.04 JUMP 1718.00 137.50 0.00 42.00 41.33 41.42 40.25 SUBCR 1819.00 124.30 0.00 42.60 42.10 42.02 41.42 SUBCR 1920.00 63.50 0.00 44.48 42.60 43.30 42.02 JUMP 1921.00 380.20 0.00 45.48 42.59 44.87 42.02 JUMP 2122.00 97.90 14.15 47.50 45.50 46.33 44.87 JUMP 2123.00 242.10 0.00 51.11 45.47 50.56 44.87 JUMP 2324.00 218.00 0.00 55.72 51.12 54.97 50.56 JUMP 2526.00 0.10 0.10 55.17 55.17 55.17 53.68 PRSS'ED 2427.00 185.00 0.00 57.02 55.17 56.27 54.97 JUMP 2325.00 44.70 0.00 53.88 53.61 53.68 50.56 SUBCR 1428.00 62.30 62.30 44.52 43.90 44.74 39.04 PRSS'ED 2829.00 0.10 0.10 43.00 43.00 45.68 44.74 PRSS'ED 1130.00 81.50 0.00 41.45 38.86 41.53 36.24 JUMP 3031.00 0.10 0.10 41.45 41.45 42.61 41.53 PRSS'ED 1332.00 65.70 0.00 43.22 42.46 42.78 38.37 JUMP 3233.00 0.10 0.00 43.22 43.22 43.31 42.78 JUMP 1334.00 17.94 0.00 42.73 42.46 42.18 38.37 JUMP 3435.00 0.10 0.00 42.73 42.73 42.45 42.18 JUMP PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; CAL FLOW *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS ------------------------------------------------------------------------------- UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE ' SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY ID NO ------------------------------------------------------------------------------- ID NO. ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID FT 5152.0 52.00 27.17 3.47 1.00 0.00 0.00 0.00 51.00 23.70 5253.0 53.00 32.31 4.99 0.05 0.15 0.00 0.00 52.00 27.17 531.0 1.00 33.23 0.77 0.05 0.15 0.00 0.00 53.00 32.31 12.0 2.00 36.16 2.81 0.05 0.12 0.00 0.00 1.00 33.23 23.0 3.00 36.88 0.67 0.05 0.05 0.00 0.00 2.00 36.16 34.0 4.00 36.98 0.00 1.00 0.10 0.00 0.00 3.00 36.88 45.0 5.00 37.19 0.21 0.12 0.00 0.00 0.00 4.00 36.98 46.0 6.00 39.28 2.29 1.00 0.02 0.00 0.00 4.00 36.98 67.0 68.0 7.00 8.00 40.42 40.28 1.13 0.98 0.12 1.00 0.00 0.02 0.00 0.00 0.00 0.00 6.00 6.00 39.28 39.28 89.0 9.00 40.14 0.00 0.06 0.00 0.00 0.00 8.00 40.28 910.0 10.00 40.34 0.20 1.25 0.01 0.00 0.00 9.00 40.14 311.0 11.00 37.25 0.28 0.08 0.08 0.00 0.00 3.00 36.88 1112.0 12.00 38.06 0.78 0.04 0.03 0.00 0.00 11.00 37.25 1213.0 13.00 38.86 0.77 0.06 0.03 0.00 0.00 12.00 38.06 1314.0 14.00 39.61 0.75 0.02 0.01 0.00 0.00 13.00 38.86 1415.0 15.00 40.32 0.65 0.25 0.06 0.00 0.00 14.00 39.61 1516.0 16.00 40.58 0.26 0.25 0.00 0.00 0.00 15.00 40.32 ' 1417.0 17.00 41.09 1.46 0.04 0.02 0.00 0.00 14.00 39.61 1718.0 18.00 42.20 1.08 0.06 0.03 0.00 0.00 17.00 41.09 1819.0 19.00 42.66 0.35 0.25 0.10 0.00 0.00 18.00 42.20 1920.0 20.00 43.37 0.72 0.25 0.00 0.00 0.00 19.00 42.66 1921.0 21.00 45.79 3.12 0.02 0.01 0.00 0.00 19.00 42.66 2122.0 22.00 46.41 0.62 0.25 0.00 0.00 0.00 21.00 45.79 2123.0 23.00 51.39 5.46 0.25 0.14 0.00 0.00 21.00 45.79 2324.0 24.00 55.64 4.24 0.06 0.02 0.00 0.00 23.00 51.39 ' 2526.0 26.00 55.42 1.09 1.25 0.31 0.00 0.00 25.00 54.02 2427.0 27.00 56.94 1.28 0.06 0.02 0.00 0.00 24.00 55.64 2325.0 25.00 54.02 2.57 0.25 0.06 0.00 0..00 23.00 51.39 ' 1428.0 2829.0 28.00 29.00 45.49 46.43 5.69 0.00 0.25 1.25 0.19 0.94 0.00 0.00 0.00 0.00 14.00 28.00 39.61 45.49 1130.0 30.00 42.43 5.01 0.25 0.17 0.00 0.00 11.00 37.25 3031.0 31.00 43.30 0.00 1.25 0.86 0.00 0.00 30.00 42.43 1332.0 32.00 43.31 4.15 1.00 0.30 0.00 0.00 13.00 38.86 3233.0 33.00 43.61 0.00 1.00 0.30 0.00 0.00 32..00 43.31 ' 1334.0 34.00 42.29 3.32 1.00 0.11 0.00 0.00 13.00 38.86 3435.0 35.00 42.56 0.16 1.00 0.11 0.00 0.00 34.00 42.29 BEND LOSS -BEND K* FLOWING FULL VHEAD IN SEWER. LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. ' A MINIMUM JUNCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O. FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. 1 G CURB INLETS, CURB OPENINGS, AREA INLETS LJ 1 1 ------------------------------------- ' UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER -----------SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ---------------------------------------------------------------- USER:Northern Engineering Services -Ft Collins Colorado ....................... DATE 01-10-1998 AT TIME 17:09:56 ** PROJECT TITLE: CATI9TH-BASIN A-1 ' *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 1 INLET HYDRAULICS: IN A SUMP. ' GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 5.00 ' HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.28 ' Note: The sump depth is additional depth to flow depth. ' STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (t) = 0.60 STREET CROSS SLOPE (%) = 2.00 ' STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.50 GUTTER WIDTH (ft) = 2.00 ' STREET FLOW HYDRAULICS: ' WATER SPREAD ON STREET (ft) = GUTTER FLOW DEPTH (ft) = 16.56 0.46 JUMP ES3- 1t3 - FLOW VELOCITY ON STREET (fps)= 2.74 FLOW CROSS SECTION AREA (sq ft)= 2.87 S3'� ' GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR($)= 20.00 INLET INTERCEPTION CAPACITY: ' IDEAL INTERCEPTION CAPACITY (cfs)= 11.53 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 7.80 FLOW INTERCEPTED (cfs)= 7.80 ' CARRY-OVER FLOW (Cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 7.80 FLOW INTERCEPTED (cfs)= 7.80 ' CARRY-OVER FLOW (Cfs)= 0.00 ------------------------------------------------------------------------------ ' UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD -------------------------------------- ------------------------------- ER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 02-25-1998 AT TIME 19:13:37 UPROJECT TITLE: CAT 19TH - BASIN A-2 1 CI 1 t 1 1 Irl *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 2 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: �SIC�T�.I_�7ti1T �-Z GIVEN CURB OPENING LENGTH (ft)= HEIGHT OF CURB OPENING (in)= INCLINED THROAT ANGLE (degree)= LATERAL WIDTH OF DEPRESSION (ft)= SUMP DEPTH (ft)= Note: The sump depth is additional STREET GEOMETRIES: STREET LONGITUDINAL STREET CROSS SLOPE STREET MANNING N GUTTER DEPRESSION GUTTER WIDTH 4.00 6.00 0.00 2.00 0.40 depth to SLOPE (o) = 0.60 M = 2.00 0.016 (inch)= 1.50 (ft) = 2.00 STREET FLOW HYDRAULICS: flow depth. k- 17=pde-715 WATER SPREAD ON STREET (ft) = 13.66.4 GUTTER FLOW DEPTH (ft) = 0.40�— FLOW VELOCITY ON STREET (fps)= 2.47 FLOW CROSS SECTION AREA (sq ft)= 1.99 GRATE CLOGGING FACTOR ($)= 50.00 CURB OPENNING CLOGGING FACTOR()= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (Cfs)= 9.61 BY FAA HEC-12 METHOD: DESIGN FLOW (Cfs)= 4.90 FLOW INTERCEPTED (Cfs)= 4.90 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (Cfs)= 4.90 FLOW INTERCEPTED (Cfs)= 4.90 CARRY-OVER FLOW (CfS)= 0.00 I , II II I ---------- ----------------------------------- ---------- '---------------------UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER '-------------SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD -------------------------------------------------------- USER:Northern Engineering Services -Ft Collins Colorado ....................... ,ON DATE 01-10-1998 AT TIME 17:25:52 *** PROJECT TITLE: CATI9TH-BASIN A-3 ' *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 1 INLET HYDRAULICS: IN A SUMP. f Di tir - 3 ' GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 3.00 ' HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.50 ' Note: The sump depth is additional depth to ' STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 0.60 STREET CROSS SLOPE ($) 2.00 ' STREET MANNING N 0.016 GUTTER DEPRESSION (inch)= 1.50 GUTTER WIDTH (ft) = 2.00 ' STREET FLOW HYDRAULICS: ' WATER SPREAD ON STREET GUTTER FLOW DEPTH (ft) = (ft) = 13.75 0.40 FLOW VELOCITY ON STREET (fps)= 2.48 FLOW CROSS SECTION AREA (sq ft)= 2.02 ' GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 20.00 1 1 INLET INTERCEPTION CAPACITY: flow depth. IDEAL INTERCEPTION CAPACITY (CfS)= 7.65 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 5.00 FLOW INTERCEPTED (CfS)= 5.00 CARRY-OVER FLOW (CfS)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 5.00 FLOW INTERCEPTED (CfS)= 5.00 CARRY-OVER FLOW (cfs)= 0.00 ----------------- ------------------------------------------------------- t UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER -----------SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ---------------------------------------------------------------- USER:Northern Engineering Services -Ft Collins Colorado ....................... DATE 01-10-1998 AT TIME 17:32:51 ** PROJECT TITLE: CATI9TH-BASIN A-4 *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 1 �I INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 4.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.50 CJ1�C�S - Ji•C�S ' Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 0.60 STREET CROSS SLOPE (%) 2.00 ' STREET MANNING N 0.016 GUTTER DEPRESSION (inch)= 1.50 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 16.75 GUTTER FLOW DEPTH (ft) = 0.46 FLOW VELOCITY ON STREET (fps)= 2.76 FLOW CROSS SECTION AREA (sq ft)= 2.93 GRATE CLOGGING FACTOR (%;)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (CfS)= 10.54 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 8.00 FLOW INTERCEPTED (CfS)= 8.00 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 8.00 FLOW INTERCEPTED (cfs)= 8.00 CARRY-OVER FLOW (CfS)= 0.00 I 1 I UDINLET: INLET HYDAAULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER -SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ---------- ----------------------------------------------------------- USER:Northern Engineering Services -Ft Collins Colorado ....................... DATE 10-14-1997 AT TIME 04:27:35 ** PROJECT TITLE: CAT19-BASIN B-1 *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 1 INLET HYDRAULICS: IN A SUMP. IGIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= HEIGHT OF CURB OPENING (in)= 5.00 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 1.00 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (1) = 0.60 STREET CROSS SLOPE M 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.00 GUTTER WIDTH (ft) = 1.00 1 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 20.03 GUTTER FLOW DEPTH (ft) = 0.48 FLOW VELOCITY ON STREET (fps)= 3.01 FLOW CROSS SECTION AREA (sq ft)= 4.09 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 16.37 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 12.30 FLOW INTERCEPTED (cfs)= 12.30 ' CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 12.30 FLOW INTERCEPTED (cfs)= 12.30 ICARRY-OVER FLOW (cfs)= 0.00 I 1 F ----------------------------------------- UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY - ----------DR.-JAMES -GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD -------------------------------------------------------- USER:Northern Engineering Services -Ft Collins Colorado ....................... DATE 10-14-1997 AT TIME 04:31:38 ** PROJECT TITLE: CAT19-BASIN B-2 *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 1 �_D,�1�� INLET HYDRAULICS: IN A SUMP. ' GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= HEIGHT OF CURB OPENING (in)= 3.00 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft) = 1.00 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (U = 0.60 STREET CROSS SLOPE STREET MANNING N (%) 2.00 0.016 GUTTER DEPRESSION (inch)= 1.00 GUTTER WIDTH (ft) = 1.00 ' STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 14.31 GUTTER FLOW DEPTH (ft) = 0.37 FLOW VELOCITY ON STREET (fps)= 2.46 FLOW CROSS SECTION AREA (sq ft)= 2.13 GRATE CLOGGING FACTOR (o)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (Cfs)= 9.44 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 5.20 FLOW INTERCEPTED (Cfs)= 5.20 CARRY-OVER FLOW (Cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (Cfs)= 5.20 FLOW INTERCEPTED (CfS)= 5.20 ICARRY-OVER FLOW (Cfs)= 0.00 I 1 I ---------- ------------------------------------------- L UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY - ---------DR. -JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD -------------------------------------------------------------- USER:Northern Engineering Services -Ft Collins Colorado ....................... DATE 10-14-1997 AT TIME 04:45:05 ** PROJECT TITLE: CAT19-BASIN D-3 I*** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 1 INLET HYDRAULICS: IN A SUMP. rGIVEN INLET DESIGN INFORMATION: t GIVEN CURB OPENING LENGTH (ft)= HEIGHT OF CURB OPENING (in)= 4.00 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 1.00 ' Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE M = 0.60 STREET CROSS SLOPE (%) _ STREET MANNING N 2.00 0.016 GUTTER DEPRESSION (inch)= 1.00 GUTTER WIDTH (ft) = 1.00 ' STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = GUTTER FLOW DEPTH (ft) = 7.72 0.24 FLOW VELOCITY ON STREET (fps)= 1.80 FLOW CROSS SECTION AREA (sq ft)= 0.67 ' GRATE CLOGGING FACTOR (a)= 50.00 CURB OPENNING CLOGGING FACTOR($)= 20.00 II 19 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= BY FAA HEC-12 METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW BY DENVER UDFCD METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW 11.96 (cfs)= 1.20 (cfs)= 1.20 (cfs)= 0.00 (cfs)= 1.20 (cfs)= 1.20 (cfs)= 0.00 I ------------------------------------------------------- UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY - -----------DR.JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD - ----------------------------------------------------------- USER:Northern Engineering Services -Ft Collins Colorado ....................... �ON DATE 10-14-1997 AT TIME 04:47:27 *** PROJECT TITLE: CAT19-BASIN D-4 *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 1 _S ! r�'J �O : `.) — � - 4 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 4.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 I SUMP DEPTH (ft)= 1.00 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (t) 0.60 ' STREET CROSS SLOPE STREET MANNING N ($) 2.00 0.016 GUTTER DEPRESSION (inch)= 1.00 GUTTER WIDTH (ft) = 1.00 ' STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 6.31 GUTTER FLOW DEPTH (ft) = 0.21 FLOW VELOCITY ON STREET (fps)= 1.67 FLOW CROSS SECTION AREA (sq ft)= 0.48 GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 11.83 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 0.80 ' FLOW INTERCEPTED (Cfs)= CARRY-OVER FLOW (CfS)= 0.80 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 0.80 FLOW INTERCEPTED (Cfs)= 0.80 CARRY-OVER FLOW (cfs)= 0.00 I I ------------------------------------------ IUDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY - ----------DR_ -JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD -------------------------------------------------------------- USER:Northern Engineering Services -Ft Collins Colorado ....................... N DATE 01-10-1998 AT TIME 17:47:55 *** PROJECT TITLE: CATI9TH-BASIN D-6 i *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 1 INLET HYDRAULICS: IN A SUMP. �Dla4sl(;= l ✓-cz;, GIVEN INLET DESIGN INFORMATION: ' GIVEN CURB OPENING LENGTH (ft)= 4.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.25 Note: The sump depth is additional depth to flow depth. 1 STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (10 = 0.60 STREET CROSS SLOPE (10 2.00 STREET MANNING N 0.016 GUTTER DEPRESSION (inch)= 1.50 GUTTER WIDTH (ft) = 2.00 rSTREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 14.69 GUTTER FLOW DEPTH (ft) = 0.42 FLOW VELOCITY ON STREET (fps)= 2.57 FLOW CROSS SECTION AREA (sq ft)= 2.28 GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR($)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (CfS)= 8.79 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 5.90 FLOW INTERCEPTED (CfS)= 5.90 ' CARRY-OVER FLOW (CfS)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 5.90 FLOW INTERCEPTED (cfs)= 5.90 ' CARRY-OVER FLOW (CfS)= 0.00 1 I ----------------------------------------------------------------------------- UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER --SUPPORTED-BY-METRO DENVER CITIES/COUNTIES AND UD&FCD --------------------------------------------------- - SER:Northern Engineering Services -Ft Collins Colorado ...................... ON DATE 10-14-1997 AT TIME 05:57:35 1** PROJECT TITLE: CAT19-BASIN H-1 *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 10 7 INLET HYDRAULICS: IN A SUMP. ' GIVEN INLET DESIGN INFORMATION: �Ie� GIVEN CURB OPENING LENGTH (ft)= 5.00 HEIGHT OF CURB OPENING INCLINED THROAT ANGLE (in)= (degree)= 6.00 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 1.00 INote: The sump depth is additional depth to flow depth. STREET GEOMETRIES: ' STREET LONGITUDINAL SLOPE ($) = 0.50 STREET CROSS SLOPE ($) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.00 GUTTER WIDTH (ft) = 1.00 ' STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 21.25 ` GUTTER FLOW DEPTH FLOW VELOCITY ON STREET (ft) = (fps)= 0.51 2.85 FLOW CROSS SECTION AREA (sq ft)= 4.59 GRATE CLOGGING FACTOR ($)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 16.51 ' BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 13.10 FLOW INTERCEPTED (cfs)= 13.10 CARRY-OVER FLOW (CfS)= 0.00 ' BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 13.10 FLOW INTERCEPTED (cfs)= 13.10 CARRY-OVER FLOW (CfS)= 0.00 1 I L� ' UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY '----------DR. -JAMES-GUO,-CIVIL-ENG-DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD --------------------------------------- JSER:Northern Engineering Services -Ft Collins Colorado ....................... DATE 01-10-1998 AT TIME 17:57:00 ** PROJECT TITLE: CATI9TH-BASIN I-2 *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 1 INLET HYDRAULICS: IN A SUMP. ' GIVEN INLET DESIGN INFORMATION: 1 GIVEN CURB OPENING LENGTH (ft)= 4.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 1 SUMP DEPTH (ft)= 1.00 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE M = 0.60 STREET CROSS SLOPE (&) = 2.00 ' STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.50 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: ' WATER SPREAD ON STREET (ft) = 16.28 GUTTER FLOW DEPTH (ft) = 0.45 FLOW VELOCITY ON STREET (fps)= 2.71 FLOW CROSS SECTION AREA (sq ft)= 2.78 GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (CfS)= 12.95 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 7.50 FLOW INTERCEPTED (cfs)= 7.50 ' CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 7.50 FLOW INTERCEPTED (CfS)= 7.50 1 CARRY-OVER FLOW (cfs)= 0.00 IFJ DRAINAGE CRITERIA MANUAL STORM INLETS �r 19 - IA)11[�6 [ sll.ls 17- I J, 17-Z '� F- ( r a1=nTi-ls Au&(& c- al A- D2 - I.ol =- I I-1 - 4 -S S�.y 3.4�5 c-4s /SF aPEn.11�L _/y 0.8 laj) m cr w > 0.4 0 a 0.1 EXAMPLE J 1 2 3 4 5 FLOW INTO INLET PER SO. FT. OF OPEN AREA (CFS/FTz) FIGURE 4-I. CAPACITY OF GRATED INLET IN SUMP 17- I I Z . o c+s 3. sF_ 0 N nn� III H ' 74pe c'-1 Ae&A I "LiET CbY C-AeoraIZ c�OwlGers *>=� B.s SF Use ttiPE C neEO, I.ILET'S Fx::�- wS �IsT ZQ-j 10-15-68 Donwr Roponal Couoc:l of Gorunmont* G.G.P. ORDER 11 , PUPCHASE ORDER. #3 - l9 1 UT CI' f7 6' 47" 35' - F - 6" PLAN VIEW FOUR C4) 1' 0 COIL INSERTS PER PIECE FOP. LIFTING AND PLACEMENT. 17 0 0 i� I� T- 33' SQUARE 'IWOGK-OUT (IYPIGAL 4 SIDES) ELEVATION PROJECT, •, SPEGIr CONTRACTOR, I ENGINEER, L JOLS ORDER 11:1 33 3 'KIJGGK-OUT • ' UEI'lll WALL I I IIGKNE SS S(_GIIOIJ Ilif: _JGII 'ICNOGIt-OUTS" _-I145LP,1'5 SNOWN T IN 11II5 VIEW FOF! REFERENCE ONL Y. r co I M-G04-10 L)MUTTAL BAT BY I REV. it GIi _ SIIEEIit TOTAL it SECHON 111ROUGPI GENT DFq* *GPp _ Q CONCRETE 0� 8OI1 W. CARDER COURT LO1LE10N. GO E0123 COLOR Tvro 5 COLOR 79 rAX _ ONLY GOLORADO ONLY 4 40 C00OR 255-29DZ 49 'OpUel TYPE G INLET DATDI= AND RISER Ll 1 1 I r II I 11 r G.G.F. ORDER II PUP.GIIASE OPPEP 11 JOU OPDEP. 1P, 5TAHDARD INLET GRAPE -- PER C.D.O.1 STANDARD M-GO4-10 STANDARD INLET GRA 1 E SMALL LSE USED ON ALL 'TYPE G INLETS. UNLESS CL05C MESA GP.ATES APE SPEGIFICD. TYPE G INLET P15ER SEGIIOII WITH FOUR. C4) COIL IYPE IN5ERT5 FOR LIFTING AND PLAGEMENI MAXIMUM I IEIGI-I f G'-O'. 'CONSEAL' MA5110 JOINT SEALAHI TO BE USED AT CONNECTION BETWEEN BASE AND R15IR SECTIONS. TYPE G INLET BASE SECTION WITH FOUR C4) COIL TYPE INSERTS FOR LIFTING AND PLACEMENT MAXIMUM HEIGHT G'-O' FOUR C4) 33' SQUARE 'KNOCK -OUTS' PROVIDED. ONE Cl) ON EAGN SIDE. BOTTOM SLOPED AT 4Z TOWARDS CENTER TO PROVIDE THOROUGH DRAINING. STEPS 51-IALL BE PROVIDED WIIEN INLET HEIGHT EXCEEDS 3'-G' STEPS TO BE IN ACCORDANCE WITH AA51-1'1`0 M 1qq. PROJECT- 5PEGI"IGA110N Gp,ADFq CARDER5311 W. * * LITTLETON. COB0126 COURT CDNCAETE 11031 791-1600 (303) M-t710 FAX COLORADO Q "•� ONLY (BOO) 205-2902 (500) AGDf�G M-G04-10 LOCATION SUDMIIIAL DATE CONTRACTOR Dr REV, It -I-l'f LG INLET ISOrIL T"IG VIE1�'�`A' ENGINEER 511ECllt TOTAUt 1 ------------------------------------------------------------------------------ ' UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER ----SUPPORTED-BY-METRO DENVER CITIES/COUNTIES AND UD&FCD --------------------------------------------------- - SER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 12-31-1997 AT TIME 14:47:17 1** PROJECT TITLE: CATI9TH-N.DRAKE ' *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 1 a21 INLET HYDRAULICS: ON A GRADE. I(fD `/az a ' GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 15.00 REQUIRED CURB OPENING LENGTH (ft)= 16.12 ' IDEAL CURB OPENNING EFFICIENCY = 0.99 ACTURAL CURB OPENNING EFFICIENCY = 0.96 STREET GEOMETRIES: STREET LONGITUDINAL STREET CROSS SLOPE STREET MANNING N GUTTER DEPRESSION GUTTER WIDTH SLOPE (1) _ 1 STREET FLOW HYDRAULICS: (inch)= (ft) _ 0.70 2.00 0.016 1.50 2.00 WATER SPREAD ON STREET (ft) = 11.41 ' GUTTER FLOW DEPTH (ft) = 0.35 FLOW VELOCITY ON STREET (fps)= 2.44 FLOW CROSS SECTION AREA GRATE CLOGGING FACTOR (sq ft)= (%.)= 1.43 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 ' INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 3.47 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 3.50 FLOW INTERCEPTED (cfs)= 3.37 CARRY-OVER FLOW (cfs)= 0.13 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 3.50 FLOW INTERCEPTED (cfs)= 3.12 ' CARRY-OVER FLOW (cfs)= 0.38 I 1 II ------------------------------------------------------------------------------ ' UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER ----SUPPORTED-BY-METRO-DENVER CITIES/COUNTIES AND UD&FCD ---------------------------------------- SER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 01-02-1998 AT TIME 09:15:44 !** PROJECT TITLE: CATI9TH-N.DRAKE *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 1 m) 1 IOO ' INLET HYDRAULICS: ON A GRADE. ' GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 15.00 REQUIRED CURB OPENING LENGTH (ft)= 23.99 ' IDEAL CURB OPENNING EFFICIENCY = 0.83 ACTURAL CURB OPENNING EFFICIENCY = 0.77 ' STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 0.70 STREET CROSS SLOPE 2.00 ' STREET MANNING N 0.016 GUTTER DEPRESSION (inch)= 1.50 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 15.44 GUTTER FLOW DEPTH (ft) = 0.43 FLOW VELOCITY ON STREET (fps)= 2.85 ' FLOW CROSS SECTION AREA (sq ft)= GRATE CLOGGING FACTOR M = 2.51 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: ' IDEAL INTERCEPTION CAPACITY (Cfs)= 5.89 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 7.10 FLOW INTERCEPTED (cfs)= 5.50 CARRY-OVER FLOW (CfS)= 1.60 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 7.10 FLOW INTERCEPTED (cfs)= 5.30 ' CARRY-OVER FLOW (cfs)= 1.80 I II ------------------------------------------------------- UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY - ---------DR_-JAMES -GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD -------------------------------------------------------- USER:Northern Engineering Services -Ft Collins Colorado ....................... DATE 12-31-1997 AT TIME 14:53:11 *** PROJECT TITLE: CATI9TH-N.DRAKE *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 2 -Zim Z ' INLET HYDRAULICS: ON A GRADE. ' GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 20.00 ' REQUIRED CURB OPENING LENGTH (ft)= 16.63 IDEAL CURB OPENNING EFFICIENCY = 1.00 ACTURAL CURB OPENNING EFFICIENCY = 1.00 ' STREET GEOMETRIES: STREET LONGITUDINAL SLOPE M = 0.70 ' STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.50 ' GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: ' WATER SPREAD ON STREET (ft) = 11.69 GUTTER FLOW DEPTH (ft) = 0.36 ' FLOW VELOCITY ON STREET (fps)= FLOW CROSS SECTION AREA (sq ft)= 2.47 1.49 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(U = 10.00 II J II INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (Cfs)= 3.70 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 3.70 FLOW INTERCEPTED (Cfs)= 3.70 CARRY-OVER FLOW (Cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 3.70 FLOW INTERCEPTED (Cfs)= 3.33 CARRY-OVER FLOW (cfs)= 0.37 LJ ------- ----------------------------------------- I UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER -----------SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ---------------------------------------------------------------- USER:Northern Engineering Services -Ft Collins Colorado ....................... DATE 01-02-1998 AT TIME 09:20:43 *** PROJECT TITLE: CATI9TH-N.DRAKE *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 2 I)2Z IOQ yE:�x= ' INLET HYDRAULICS: ON A GRADE. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 20.00 ' REQUIRED CURB OPENING LENGTH (ft)= 26.65 IDEAL CURB OPENNING EFFICIENCY = 0.92 ACTURAL CURB OPENNING EFFICIENCY = 0.87 ' STREET GEOMETRIES: STREET LONGITUDINAL SLOPE ($) = 0.70 STREET CROSS SLOPE ($) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.50 ' GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 16.66 GUTTER FLOW DEPTH (ft) = 0.46 FLOW VELOCITY ON STREET (fps)= FLOW CROSS SECTION AREA (sq ft)= 2.97 2.90 GRATE CLOGGING FACTOR ($)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 7.89 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 8.60 FLOW INTERCEPTED (cfs)= 7.47 CARRY-OVER FLOW (cfs)= 1.13 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 8.60 ' FLOW INTERCEPTED (cfs)= 7.10 CARRY-OVER FLOW (CfS)= 1.50 1 11 I ---------- ----------------------------------- UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY -- -------DR.-JAMES -GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD -------------------------------------------------------- USER:Northern Engineering Services -Ft Collins Colorado ....................... �N DATE 12-31-1997 AT TIME 14:58:14 *** PROJECT TITLE: CATI9TH-N.DRAKE ' *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 3 ' INLET HYDRAULICS: ON A GRADE. IC-D ',jF---N GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 15.00 ' REQUIRED CURB OPENING LENGTH (ft)= 15.59 IDEAL CURB OPENNING EFFICIENCY = 1.00 ACTURAL CURB OPENNING EFFICIENCY = 0.97 ' STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (t) = 0.70 STREET CROSS SLOPE (t) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.50 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: ' WATER SPREAD ON STREET (ft) = 11.13 GUTTER FLOW DEPTH (ft) = 0.35 FLOW VELOCITY ON STREET (fps)= FLOW CROSS SECTION AREA (sq ft)= 2.42 1.36 GRATE CLOGGING FACTOR (%.)= 50.00 CURB OPENNING CLOGGING FACTOR()= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 3.29 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 3.30 FLOW INTERCEPTED (CfS)= 3.21 CARRY-OVER FLOW (CfS)= 0.09 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 3.30 ' FLOW INTERCEPTED (cfs)= 2.96 CARRY-OVER FLOW (CfS)= 0.34 ---------- ----------------------------------- UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------ ---------------------------------------------------------------- USER:Northern Engineering Services -Ft Collins Colorado ....................... N DATE 01-02-1998 AT TIME 09:28:51 ** PROJECT TITLE: CATI9TH-N.DRAYE *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 3 I)23 ' INLET HYDRAULICS: ON A GRADE. I CDC::) GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 15.00 REQUIRED CURB OPENING LENGTH (ft)= 24.88 IDEAL CURB OPENNING EFFICIENCY = 0.81 ACTURAL CURB OPENNING EFFICIENCY = 0.76 ' STREET GEOMETRIES: STREET LONGITUDINAL SLOPE M = 0.70 STREET CROSS SLOPE (g) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.50 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: ' WATER SPREAD ON STREET (ft) = 15.81 GUTTER FLOW DEPTH (ft) = 0.44 ' FLOW VELOCITY ON STREET (fps)= FLOW CROSS SECTION AREA (sq ft)= 2.88 2.63 GRATE CLOGGING FACTOR ($)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (CfS)= 6.16 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 7.60 FLOW INTERCEPTED (CfS)= 5.74 CARRY-OVER FLOW (cfs)= 1.86 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 7.60 ' FLOW INTERCEPTED (cfs)= 5.54 CARRY-OVER FLOW (CfS)= 2.06 1 ------------------------------------------------------------------------------ ' UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------- ---------------------------------------------------------------- SER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 03-11-1998 AT TIME 09:56:48 ** PROJECT TITLE: CATI9TH-DRAKE NORTH *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 4,a - 10 YEGr� ' INLET HYDRAULICS: ON A GRADE. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 10.00 REQUIRED CURB OPENING LENGTH (ft)= 15.64 ' IDEAL CURB OPENNING EFFICIENCY = 0.84 ACTURAL CURB OPENNING EFFICIENCY = 0.76 ' STREET GEOMETRIES: STREET LONGITUDINAL SLOPE M = 0.50 ' STREET CROSS SLOPE M = STREET MANNING N 2.00 0.016 GUTTER DEPRESSION (inch)= 1.50 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 12.72 ' GUTTER FLOW DEPTH (ft) = 0.38 FLOW VELOCITY ON STREET (fps)= 2.18 FLOW CROSS SECTION AREA (sq ft)= 1.74 ' GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR M = 15.00 INLET INTERCEPTION CAPACITY: ' IDEAL INTERCEPTION CAPACITY (CfS)= 3.19 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 3.80 FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (CfS)= 2.87 0.93 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 3.80 FLOW INTERCEPTED (CfS)= 2.71 ' CARRY-OVER FLOW (CfS)= 1.09 1 I ------------------------------------------------------------------------------ ' UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ----------------------------------------------------------------- ER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 03-11-1998 AT TIME 10:25:02 '** PROJECT TITLE: CATI9TH-DRAKE NORTH *** CURB OPENING INLET HYDRAULICS AND SIZING: 1/z INLET ID NUMBER: 4 a — oo . ' INLET HYDRAULICS: ON A GRADE. ' GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 10.00 REQUIRED CURB OPENING LENGTH (ft)= 25.97 ' IDEAL CURB OPENNING EFFICIENCY = 0.58 ACTURAL CURB OPENNING EFFICIENCY = 0.51 ' STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 0.50 STREET CROSS SLOPE STREET MANNING N 2.00 0.016 GUTTER DEPRESSION (inch)= 1.50 GUTTER WIDTH (ft) = 2.00 HYDRAULICS: STREET FLOW WATER SPREAD ON STREET (ft) = 18.53 GUTTER FLOW DEPTH (ft) = 0.50 FLOW VELOCITY ON STREET (fps)= 2.67 FLOW CROSS SECTION AREA (sq ft)= 3.56 ' GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR M = 15.00 INLET INTERCEPTION CAPACITY: ' IDEAL INTERCEPTION CAPACITY (CfS)= 5.54 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 9.50 FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (CfS)= 4.85 4.65 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 9.50 FLOW INTERCEPTED (cfs)= 4.71 ' CARRY-OVER FLOW (cfs)= 4.79 1 1 ------------------------------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------ ---------------------------------------------------------------- ER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 03-18-1998 AT TIME 17:00:40 1* PROJECT TITLE: CATI9TH-NORTH DRAKE *** CURB OPENING INLET HYDRAULICS AND SIZING: ' INLET ID NUMBER: 4 DQ Q-b - I ID ' INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 15.00 HEIGHT OF CURB OPENING (in)= 6.00 ' INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.09 ' Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: ' STREET LONGITUDINAL SLOPE (t) = 0.40 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.50 GUTTER WIDTH (ft) = 2.00 ' STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 13.94 GUTTER FLOW DEPTH (ft) = 0.40 FLOW VELOCITY ON STREET (fps)= 2.04 FLOW CROSS SECTION AREA (sq ft)= 2.07 GRATE CLOGGING FACTOR (%-)= 50.00 ' CURB OPENNING CLOGGING FACTOR()= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 14.84 ' BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 4.20 FLOW INTERCEPTED (cfs)= 4.20 CARRY-OVER FLOW (cfs)= 0.00 ' BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 4.20 FLOW INTERCEPTED (cfs)= 4.20 CARRY-OVER FLOW (CfS)= 0.00 1 ---------- ----------------------------------- ---------- UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER -----------SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ----------------------------------------------------------- TSER:Northern Engineering Services -Ft Collins Colorado ....................... DATE 03-18-1998 AT TIME 17:02:05 ** PROJECT TITLE: CATI9TH-NORTH DRAKE ' *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 4 D 2 Orb _ � cz,_� -y Z INLET HYDRAULICS: IN A SUMP. ' GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 15.00 ' HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.09 Note: The sump depth is additional depth to ' STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 0.40 STREET CROSS SLOPE M = 2.00 ' STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.50 GUTTER WIDTH (ft) = 2.00 ' STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 21.06 GUTTER FLOW DEPTH (ft) = 0.55 FLOW VELOCITY ON STREET (fps)= 2.57 FLOW CROSS SECTION AREA (sq ft)= 4.56 GRATE CLOGGING FACTOR (%)= 50.00 ' CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: ' IDEAL INTERCEPTION CAPACITY (Cfs)= 32.17 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (Cfs)= CARRY-OVER FLOW (cfs)= ' BY DENVER UDFCD METHOD: DESIGN FLOW (Cfs)= FLOW INTERCEPTED (Cfs)= ' CARRY-OVER FLOW (Cfs)= I flow depth. 11.70 11.70 0.00 11.70 11.70 0.00 1 u ------------- ----------------------------------------- UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER ------------SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD --------------------------------------------------------------- USER:Northern Engineering Services -Ft Collins Colorado ....................... N DATE 12-30-1997 AT TIME 16:15:33 ** PROJECT TITLE: CATI9TH-S.DRAKE ' *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 5 ' INLET HYDRAULICS: ON A GRADE. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 15.00 REQUIRED CURB OPENING LENGTH (ft)= 13.92 IDEAL CURB OPENNING EFFICIENCY = 1.00 ACTURAL CURB OPENNING EFFICIENCY = 1.00 ' STREET GEOMETRIES: ' STREET LONGITUDINAL SLOPE (t) = STREET CROSS SLOPE 0.70 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.50 ' GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: ' WATER SPREAD ON STREET (ft) = 10.19 GUTTER FLOW DEPTH (ft) = 0.33 FLOW VELOCITY ON STREET (fps)= FLOW CROSS SECTION AREA (sq ft)= 2.33 1.16 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR('s)= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (CfS)= 2.70 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 2.70 ' FLOW INTERCEPTED (cfs)= 2.69 CARRY-OVER FLOW (cfs)= 0.01 BY DENVER UDFCD METHOD: DESIGN FLOW (CfS)= 2.70 ' FLOW INTERCEPTED (CfS)= 2.43 CARRY-OVER FLOW (CfS)= 0.27 1 ------------------------------------------------------------------------------ UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED -BY -METRO DENVER CITIES/COUNTIES AND UD&FCD --------------------------------------------------- - SER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 12-31-1997 AT TIME 09:01:30 1** PROJECT TITLE: CATI9TH-S.DRAKE ' *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 5 1)?- S INLET HYDRAULICS: ON A GRADE. ' GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 15.00 REQUIRED CURB OPENING LENGTH (ft)= 22.45 ' IDEAL CURB OPENNING EFFICIENCY = 0.86 ACTURAL CURB OPENNING EFFICIENCY = 0.81 ' STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 0.70 STREET CROSS SLOPE (`s) = 2.00 STREET MANNING N 0.016 GUTTER DEPRESSION (inch)= 1.50 GUTTER WIDTH (ft) = 2.00 ' STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 14.69 ' GUTTER FLOW DEPTH (ft) = 0.42 FLOW VELOCITY ON STREET (fps)= 2.77 ' FLOW CROSS SECTION AREA (sq ft)= GRATE CLOGGING FACTOR (!k)= 2.28 50.00 CURB OPENNING CLOGGING FACTOR()= 10.00 ' INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 5.44 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 6.30 FLOW INTERCEPTED (cfs)= 5.10 CARRY-OVER FLOW (cfs)= 1.20 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 6.30 FLOW INTERCEPTED (cfs)= 4.89 CARRY-OVER FLOW (Cfs)= 1.41 I ------------------------------------------------------- UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR.-JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER ----------- SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD -------------------------------------------------------------- USER:Northern Engineering Services -Ft Collins Colorado ....................... rDATE 12-30-1997 AT TIME 16:24:37 *** PROJECT TITLE: CATI9TH-S.DRAKE I*** CURB OPENING INLET HYDRAULICS AND SIZING: 11 I I 1 I 1 [] 1 1 L INLET ID NUMBER: 6 'D2:4=� ) Q INLET HYDRAULICS: ON A GRADE. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 20.00 REQUIRED CURB OPENING LENGTH (ft)= 26.29 IDEAL CURB OPENNING EFFICIENCY = 0.92 ACTURAL CURB OPENNING EFFICIENCY = 0.87 STREET GEOMETRIES: STREET LONGITUDINAL SLOPE ($) = 0.70 STREET CROSS SLOPE ($) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.50 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 16.47 GUTTER FLOW DEPTH (ft) = 0.45 FLOW VELOCITY ON STREET (fps)= 2.95 FLOW CROSS SECTION AREA (sq ft)= 2.84 GRATE CLOGGING FACTOR ($)= 50.00 CURB OPENNING CLOGGING FACTOR($)= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= BY FAA HEC-12 METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW BY DENVER UDFCD METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW 7.76 (cfs)= 8.40 (cfs)= 7.35 (cfs)= 1.05 (cfs)= 8.40 (cfs)= 6.98 (cfs)= 1.42 1 I UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER --- _-- ---SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD -------------------------------------------------------------- USER:Northern Engineering Services -Ft Collins Colorado ....................... �N DATE 12-31-1997 AT TIME 10:11:39 *** PROJECT TITLE: CATI9TH-S.DRAKE *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 6 ZN b I C E ' INLET HYDRAULICS: ON A GRADE. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= REQUIRED CURB OPENING LENGTH (ft)= 20.00 41.65 IDEAL CURB OPENNING EFFICIENCY = 0.69 ACTURAL CURB OPENNING EFFICIENCY = 0.64 ' STREET GEOMETRIES: STREET LONGITUDINAL SLOPE ($) = 0.70 STREET CROSS SLOPE 00 = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.50 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 23.13 GUTTER FLOW DEPTH (ft) = 0.59 ' FLOW VELOCITY ON STREET (fps)= FLOW CROSS SECTION AREA (sq ft)= 3.60 5.47 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 13.63 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 19.70 FLOW INTERCEPTED (cfs)= 12.59 CARRY-OVER FLOW (Cfs)= 7.11 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 19.70 FLOW INTERCEPTED (cfs)= 12.27 CARRY-OVER FLOW (cfs)= 7.43 I 1 II UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY tDR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD __________- ----------------------------------------------------------- USER:Northern Engineering Services -Ft Collins Colorado ....................... DATE 03-11-1998 AT TIME 10:10:23 ** PROJECT TITLE: CATI9TH-DRAKE SOUTH ' *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 7 17a -la - INLET HYDRAULICS: ON A GRADE. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= REQUIRED CURB OPENING LENGTH (ft)= 15.00 12.61 IDEAL CURB OPENNING EFFICIENCY = 1.00 ACTURAL CURB OPENNING EFFICIENCY = 1.00 ASTREET GEOMETRIES: ' STREET LONGITUDINAL SLOPE M = STREET CROSS SLOPE (o) = 0.50 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.50 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 10.75 GUTTER FLOW DEPTH (ft) = 0.34 ' FLOW VELOCITY ON STREET (fps)= FLOW CROSS SECTION AREA (sq ft)= 2.01 1.28 GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 ' INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (Cfs)= 2.60 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 2.60 1 FLOW INTERCEPTED (cfs)= 2.60 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 2.60 FLOW INTERCEPTED (cfs)= 2.34 CARRY-OVER FLOW (cfs)= 0.26 I I ---------- ----------------------------------- ---------- UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR, JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER -----------SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ----------------------------------------------------------- USER:Northern Engineering Services -Ft Collins Colorado ....................... tDATE 03-13-1998 AT TIME 15:29:14 *** PROJECT TITLE: DRAKE ROAD -SOUTH *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 7 INLET HYDRAULICS: ON A GRADE. ' GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= REQUIRED CURB OPENING LENGTH (ft)= 15.00 29.45 IDEAL CURB OPENNING EFFICIENCY = 0.72 ACTURAL CURB OPENNING EFFICIENCY = 0.67 ' STREET GEOMETRIES: STREET LONGITUDINAL SLOPE W = 0.50 STREET CROSS SLOPE 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.50 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 20.31 GUTTER FLOW DEPTH (ft) = 0.53 FLOW VELOCITY ON STREET (fps)= 2.81 FLOW CROSS SECTION AREA (sq ft)= 4.25 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (CfS)= 8.67 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 12.00 FLOW INTERCEPTED (CfS)= 8.02 CARRY-OVER FLOW (CfS)= 3.98 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 12.00 FLOW INTERCEPTED (CfS)= 7.80 CARRY-OVER FLOW (CfS)= 4.20 I II I ------- -------------------------------------------- UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER -----------SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ---------------------------------------------------------------- USER:Northern Engineering Services -Ft Collins Colorado ....................... DATE 03-18-1998 AT TIME 17:04:16 *** PROJECT TITLE: CATI9TH-DRAKE SOUTH 11 II 11 *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 7 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= HEIGHT OF CURB OPENING (in)= INCLINED THROAT ANGLE (degree)= LATERAL WIDTH OF DEPRESSION (ft)= SUMP DEPTH (ft)= Note: The sump depth is additional STREET GEOMETRIES: 15.00 6.00 0.00 2.00 0.09 depth to flow depth. STREET LONGITUDINAL SLOPE 0.40 STREET CROSS SLOPE 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.50 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET GUTTER FLOW DEPTH (ft) = (ft) = 12.72 0.38 FLOW VELOCITY ON STREET (fps)= 1.95 FLOW CROSS SECTION AREA (sq ft)= 1.74 GRATE CLOGGING FACTOR (0 = 50.00 CURB OPENNING CLOGGING FACTOR(U = 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 13.76 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 3.40 FLOW INTERCEPTED (cfs)= 3.40 CARRY-OVER FLOW (CfS)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 3.40 FLOW INTERCEPTED (cfs)= 3.40 CARRY-OVER FLOW (CfS)= 0.00 1 I ---------- --------------------------------------------- UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY '- ----------DR.JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD - ----------------------------------------------------------- USER:Northern Engineering Services -Ft Collins Colorado ....................... �N DATE 03-18-1998 AT TIME 17:05:31 *** PROJECT TITLE: CATI9TH-DRAKE SOUTH *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 7 -D?_16 - e. INLET HYDRAULICS: IN A SUMP. ' GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 15.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.09 Note: The sump depth is additional depth to flow depth. ' STREET GEOMETRIES: STREET LONGITUDINAL SLOPE M = 0.40 STREET CROSS SLOPE (%) 2.00 STREET MANNING N 0.016 GUTTER DEPRESSION (inch)= 1.50 GUTTER WIDTH (ft) = 2.00 ' STREET FLOW HYDRAULICS: WATER SPREAD ON STREET GUTTER FLOW DEPTH (ft) = (ft) = 20.97 0.54 FLOW VELOCITY ON STREET (fps)= 2.56 FLOW CROSS SECTION AREA (sq ft)= 4.52 ' GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR($)= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (Cfs)= 32.12 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 11.60 FLOW INTERCEPTED (cfs)= 11.60 CARRY-OVER FLOW (Cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 11.60 FLOW INTERCEPTED (Cfs)= 11.60 ' CARRY-OVER FLOW (cfs)= 0.00 I 11 I 1 J I CHANNEL SECTION A-1 Worksheet for Triangular Channel Project Description Project File c:\drainage\haestad\fmw\catfinal.fm2 Worksheet CHANNEL SECTION A -A Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.020000 ftfft Left Side Slope 4.000000 H : V ' Right Side Slope 4.000000 H : V Discharge 10.11 cfs I I I I II II I II I II II Results Depth 0.87 ft Flow Area 3.00 ft' Wetted Perimeter 7.14 ft Top Width 6.93 ft Critical Depth 0.83 ft Critical Slope 0.024904 ft(ft Velocity 3.37 fUs Velocity Head 0.18 It Specific Energy 1.04 ft Froude Number 0.90 Flow is subcrifical. . ZI -7. 8 c-L Q1o[7+3a`o = l0.37 rlS 4---1 sloes M1,3. I Mw 10/14/97 RowMaster v5.13 06:04:05 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 I I 1 J CHANNEL SECTION A-1 Worksheet for Triangular Channel Project Description Project File c:\drainage\haestad\fmw\catfinal.fm2 Worksheet CHANNEL SECTION A -A Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data ' Mannings Coefficient 0.035 Channel Slope 0.020000 ft/ft Left Side Slope 4.000000 H : V ' Right Side Slope 4.000000 H : V Discharge 10.37 cfs Results Depth 0,87 ft Flow Area 3.06 ft' ' Wetted Perimeter 7.21 ft Top Width 7.00 ft Critical Depth 0.84 ft Critical Slope 0.024820 ft/ft Velocity 3.39 fus Velocity Head 0.18 ft ' Specific Energy 1.05 ft Froude Number 0.90 Flow is subcritical. I! II 01/10/98 FlowMaster v5.13 06:05:55 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 I i I 1 CHANNEL SECTION H-1 Worksheet for Triangular Channel Project Description Project File c:\drainage%haestad\fmvAcatfinal.fm2 Worksheet CHANNEL SECTION H-1 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data ' Mannings Coefficient 0.035 Channel Slope 0.011400 ft(ft Left Side Slope 4.000000 H : V ' Right Side Slope 4.000000 H : V Discharge 17.42 cfs Results I II I I' Depth 1.18 ft Flow Area 5.57 ftZ Wetted Perimeter 9.73 ft Top Width 9.44 ft Critical Depth 1.03 ft Critical Slope 0.023163 f fft Velocity 3.13 tus Velocity Head 0.15 ft Specific Energy 1.33 ft Froude Number 0.72 Flow is subcritical. Qtoo = 11 10h1 "7 08:12:48 AM Qioo+ a>3/ = 1-7.4Z -1,I� �-, "i FIovvMaster v5.13 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 I OUTLET SWALE FROM PONDS H & I Worksheet for Triangular Channel Project Description Project File c:\drainage\haestad\fmw\catfinal.fm2 ' Worksheet Flow Element CHANNEL SECTION H-3 Triangular Channel Method Manning's Formula Solve For Channel Depth ' Input Data ' Mannings Coefficient 0.035 Channel Slope 0.009700 ft/ft Left Side Slope 4.000000 H : V ' Right Side Slope 4.000000 H : V Discharge 1.33 cfs Results Depth 0.46 ft Flow Area 0.86 ft° ' Wetted Perimeter 3.82 ft Top Width 3.71 ft Critical Depth 0.37 ft ' Critical Slope 0.032637 ftfft Velocity 1.55 ftis Velocity Head 0.04 ft Specific Energy 0.50 ft Froude Number 0.57 Flow is subcritical. 1 1 I Q�u=bSs POND QINU t 33% _ 1-33 �5 C_ I C:)C> = o . 4Z 1 (— 4'-I S I Z)HS. _--_- - I O.S ' 10/14197 FlowMaster v5.13 08:21:54 AM Hassled Methods, Inc. 37 Brookside Road Waterbury. CT 06708 (203) 755-1666 Page 1 of 1 I EROSION CONTROL 7 7- 1 ' January 8, 1998 Mr. Glen Schlueter ' City of Fort Collins Utility Services Stotmwater 235 Mathews Fort Collins, Colorado 80522 ' RE: Centre for Advanced Technology 19'h Filing Erosion Control Security Deposit Estimate 1 1 I 1 1 L Dear Glen, The following letter is intended to serve as a basis for the Erosion Control Security Deposit for the Centre for Advanced Technology 19" Filing. This estimate is based on the Final Utility plans as they have been resubmitted to the City for review on January 9, 1998. An itemized listing of the erosion control measures incorporated into this design include the following: Temporary Seed & Mulch (this is applicable to all actual disturbed areas not located within a building pad or under asphalt/concrete) Straw bale check dams (located in open channels) Gravel filters (located around all curb and area inlets) Silt fence (Located around the north, south, and easterly perimeters of the site) Temporary truck wash pad, one on each side of Worthington A breakdown of anticipated costs for these improvements include: Temporary Seed & Mulch Straw bale check dams Gravel filters Silt Fence Temporary truck wash pad Total 4.0 ac @ $800.00/ac = $ 3200.00 10 ea @ $100.00/ea = $ 1000.00 15 ea @ $250.00/ea = $ 3750.00 25001f @ $ 3.00/lf = $ 7500.00 2 ea @ $750.00/ea = $ 1500.00 $16,950.00 A 1, 5 �- I ' An altemate look at this obligation: ' Total disturbed area (total site area, although it is not intended to disturbed the entire site at within the scope of this project) - 23.3 acres ' 23.3 acres @ $531.00 * 150% = $ 18,558.00 Based on the above figures, and the City policy to use the higher estimate, the Erosion Control Security ' Deposit obligation of the developer for the Centre for Advanced Technology 19" Filing would be $18,558.00 1 Please call if you have any questions regarding these figures ' Roger Curtiss P.E.-LNoVrth—em !Engineering Services, Inc. ' cc: Tom Livingston - Everitt Companies 1 I 1 1 1 1 RAINFALL PERFORMANCE STANDARD EVALUATION PROJECT: (I n �- 9 �� �l u STANDARD FORM A COMPLETED BY: d. C.L.)^7SS DATE: 4LX, 4 97 DEVELOPED SUBBAgIN ERODIBILITY ZONE Asb (ac) Lsb (ft) Ssb Lb (feet) Sb ($) PS ($) I./Io�Ei2�Tc . F�4SIv5 ?4.BS - 1� ' soy IJS� -7o0 12.425_ T.7-ra.L _1._. TIUc �STM -77.Z �-d �Ei MARCH 1991 8.14 DESIGN CRITERIA 1 1 1 1 1 EFFECTIVENESS CALCULATIONS PROJECT: STANDARD FORM B COMPLETED BY: DATE: Erosion Control C-Factor P-Factor Method Value Value Comment MAJOR PS SUB AREA BASIN (.1) BASIN (Ac) CALCULATIONS + TOrdl� L71ST1J2r3�J �:Z�/J - z1�., 85 L� - -7-14 TD P2ol! i J0 ?f�07 E5 A L LJ 174-+ I v I ZL� DknvS �F DVG2LOl' L�Q1.JIr.46 Iv! POPJu.IC:. A2�'h5 �La L+ PODS rJDT I rY1 P!1 E O1 o T6 L-ly LpQYS'i W I l.l_ l3E D 1 SYL� � MU k.,L._1-Icy ItJLET T--I L- =zs LV l l SSE P72C�u JET AI .� G u' lz5 l r`l LETS , Gu P gyp_ t�+r,1LTS _ dLl SWd.IG-s wI� aE. �2oTECS�o v✓� ST¢aur �n� j ) r\ cr. c mz ar` 'S ITT--- 11l LL aE 12 (�1^c GTo D W i LT' f=cr ]LEA WILL 33E STn31Uc= �1/% L�tJ�S A �E 4 M UL GF4i� D S o.� MARCH 1991 8.15 DESIGN CRITERIA I 1 Table 88 C-Factors and P-Factors for Evaluating EFF Values Treatment C-Factor P-Factor BARE SOIL Packed and smooth..................................................................... 1.00 1.00 Freshlydisked............................................................................. 1.00 0.90 Rough irregular surf3ce............................................................... 1.00 0.90 SEDIMENTBASIN/TRAP.............................................................. 1.00 0.50(1) SILT FENCE BARRIER................................................................. 1.00 0.50 ASPHALT/CONCRETE PAVEMENT ......................... ................. 0.01 1.00 ESTABLISHED DRY LAND (NATIVE) GRASS ............................ See Fig. 8-A 1.00 SODGRASS................................................................................ 0.01 1.00 TEMPORARY VEGETATION/COVER CROPS ........................... 0.45(2) 1.00 HYDRAULIC MULCH @ 2 TONS/ACRE...................................... 0.10(3) 1.00 SOIL SEALANI........................................................................... 0.10.0.60(4) 1.00 EROSION CONTROL MATS/BLANKETS....................................... 0.10 1.00 GRAVEL MULCH Mulch shall consist of gravel having a diameter of approximately 1/4" to 1 1/2" and applied at a rate of at least 135 tons acre.. 0.05 1.00 HAY OR STRAW DRY MULCH After planting grass seed apply mulch at a rate of 2 tons/acre (minimum) and adequately anchor, tack or crimp material into the soil. Slope (%) 1 to 05.......................................................................................... 0.06 1.00 6 to 10........................................................................................... 0.06 1.00 11 to 15......................................................................................... 0.07 1.00 16 to 20......................................................................................... 0.11 1.00 21 to 25......................................................................................... 0.14 1.00 25 to 33......................................................................................... 0.17 1.00 >33.................................................................................. 0.20 1.00 NOTE: Use of other C-Factor or P-Factor values reported in this table must be substantiated by documentation. (1) Must be constructed as the first step in overlot grading. (2) Assumes planting by dates identified in Table 114, thus dry or hydraulic mulches are not required. (3) Hydraulic mulches shall be used only between March 15 and May 15 unless irrigated. (4) Value used must be substantiated by documentation. May 1984 Revised January 1997 8-7 Design Criteria I 1 ' CONSTRUCTION SEQUENCE ' SEQUENCE FOR 1998 COMPLETED BY: RAC DATE: MAR 18, 1998 1998 ' MONTH MAR APR MA JUN JUL AUG SEP OCT ' OVERLOT GRADING: WIND EROSION CONTROL: ' Soil Roughening Perimeter Barrier Additional Barriers ' Vegetative Methods Soil Sealant Other RAINFALL EROSION CONTROL STRUCTURAL: ' Sediment Trap/Basin Inlet Filters Straw Barriers Silt Fence Barriers ' Sand Bays Bare Soi Preparation Contour Furrows ' Terracin Asphalt concrete Paving RipRap Outlet Control ' VEGETATIVE: Permanent Seed Plantin I ' Mulching/Sealant Temporary Seed Planting Sod Installation Netting/Mats/Blankets Other STRUCTURES: INSTALLED BY MAINTAINED BY VEGETATION/MULCHING CONTRACTOR LATE SUBMITTED: 1/09/98 APPROVED BY CITY OF FORT COLLINS ON INTERIM SITE IMPROVEMENTS ASSOCIATED WITH BUILDINGS A,B,J,&K ' MURIM CAT 19rn IMPROVEMENT PLANS ' The site and drainage improvements, discussed in this report will be phased, as indicated on sheet I-lthrough I-3 of the Utility plans. The improvements proposed with the first phased will include Steele's, and the attached retail building, along with the associated parking, and the southerly two building of the office park site, with associated parking. Along with those surface improvements, the site will be graded in it's entirety (to include all proposed detention ponds), and all water and sanitary sewer will be installed. Improvements to Drake Road will be limited to a right turn lane at Shields Street, and a right turn only lane at the entrance onto Drake Road south of Steele's. No additional storm sewer will be installed in Drake with this fast phase (expected to start April 1998). It is the intent of the City to start the remainder of the ' improvements to Drake Road in 1999. It is unknown when the remainder of the site improvements will be allowed to go forward. ' Proposed drainage improvements for the entire site were taken into account when the phasing plan was considered. For clarity, I will discuss improvements to each of the 9 internal ' subbasins (A -I). Basin A - Will be overlot graded, to include excavation of proposed pond A. Attached ' are calculations which show that Pond A has the capacity to perform as a retention pond for the contributary area with no impervious area (C=0.35). It was calculated that approximately 027 acre-feet of retention storage would be required for Basin A, and Pond A will provide ' approximately 0.62 acre-feet of storage. This pond will have no release point at this time. Pond A will have an emergency overflow weir installed which would direct runoff towards Drake Road. This basin and pond will be reseeded within 30 days of disturbance, with a temporary ' cover crop per City of Fort Collins standards. Storm sewers proposed within this basin will be installed at time of final development of this basin. Pond A will ultimately outlet to the proposed storm sewer in Drake Road. ' There is an existing storm sewer that currently directs flows from west of Shields Street onto the site. With the ultimate improvements to Drake Road, this pipe will be connected into ' the Woodwest Pond outfall pipe and ultimately routed to the CSU Vet pond. Until the Drake Road improvements occur, this existing condition will be maintained. The existing 18" pipe will ' be extended to accommodate the proposed right turn lane, and allowed to drain into the site. These flows will be routed towards Pond A. Basin B - Similar to Basin A. This area will be graded to include Pond B, and reseeded and mulched in Fall 1998. Pond B will again act as a retention pond, requiring approximately 0.23 acre-feet of retention storage, and providing approximately 0.51 acre-feet. No outlet for ' this pond will be provided at this time. A temporary emergency overflow weir will be installed to direct overflows to Drake Road. Pond B will ultimately be released into a proposed storm sewer in Drake Road. I Basins C/D - Include the Steele's store and associated parking. These basins will be improved per the utility plans. A small portion of Basin D will not be developed at this time ' (shaded area west of the site access to Drake Road). Ponds C and D will also be improved as shown. Ponds C and D are intended to be released into the Drake Road storm sewer. Since that stone sewer is not being installed at this time, we are proposing to pump developed runoff ' across Worthington that will connect Ponds C/D with Pond G. Pond G drains to an existing culvert extended across the Allnut site. This temporary Worthington crossing will be a 6" C900 PVC (which will be removed when the Drake Road storm sewer outfall is installed). The ultimate release pipe from Pond D will be constructed (stubbed out south of the proposed sidewalk) at this time. Emergency overflow weirs, as shown on the final utility plans will be installed along with these improvements. Pond volume provided below an elevation of 42.92 ' (see Basin G below) will not be considered effective storage for the interim condition, although the entire pond volume will be utilized. This results in an interim 100 year WSEL of 45.53 (compared to an ultimate WSEL of 45.19). A temporary pump will be installed in the bank of ' the ultimate pond, sized for 1.3 cfs (approximately 585 gallons per minute), which will allow Pond D to fully empty. ' Basin E - This area will be overlot graded, and reseeded within 30 days of disturbance. The pond associated with this basin will be located in the parking lot, and as such will be shaped ' as a part of the overlot grading process. A berm will be installed, with a temporary outlet pipe directing flows to Basin F. 1 1 Basin F - Will partially be improved (see attached). The entire basin will be overlot graded, with part of the basin being paved (all of the parking areas), and the building pad areas will be mulched/reseeded. The storm sewer associated with this basin will be installed, and the orifice plate discussed in the appendix of this report will be installed Basin G - Will be improved as shown. Pond G will be installed per the Utility plans. Since Ponds C/D are to be routed through this pond, the orifice release from this pond has been oversized to account for the bypass through this pond I have provided additional calculations which shows adequate capacity in the downstream conveyance pipe. In the interim condition, and until Basins A and B develop, the orifice in Pond G will also be sized to allow 2.06 cfs release. This release rate will require a pond size of approximately 0.34 acre feet, and will result in a 100 year WSEL of 42.92 (compared to a fully developed WSEL of 43.40). When the Drake Road storm sewer is installed, the orifice plate in Pond G will need to be downsized to insure proper performance of Pond G. Basins H & I - Will be improved as shown. Approximately 0.5 acres of subbasin H-1 will not be built with this phase, but will be overlot graded and mulched/reseeded. All drainage improvements associated with these basins will be installed per plan. Future improvements to the remainder of the CAT 19' filing will have no effect on these basins. At this time, it is unknown whether there will be further phases associated with those areas that were graded but not developed. Should there be additional phasing, another analysis ' will be performed to show the affects on all existing improvements. Improvements installed with the first phase will be certified for their completeness, as specified in the development agreement. Further development will also require certifications for compliance with approved design. 1 1 1 I I 1 I DETENTION POND SIZING BY FAA METHOD Developed by Dr. James Guo, Civil Eng. Dept., U. of Colorado Supported by Denver Metro Cities/Counties Pool Fund Study Denver Urban Drainage and Flood Control District, Colorado ----------------- USER=NORTHERN ENGINEERING INC FT. COLLINS COLORADO .............................. EXECUTED ON 04-02-1998 AT TIME 08:28:58 PROJECT TITLE: CAT 19TH FILING INTERIM RETENTION POND A **** DRAINAGE BASIN DESCRIPTION BASIN ID NUMBER = 1.00 BASIN AREA (acre)- 3.03 RUNOFF COEF - 0.35 ***** DESIGN RAINFALL STATISTICS DESIGN RETURN PERIOD (YEARS) - 100.00 INTENSITY(IN/HR)-DURATION(MIN) TABLE IS GIVEN DURATION 5 10 20 30 40 50 60 80 100 120 150 180 INTENSITY 9.0 7.3 5.2 4.2 3.5 3.0 2.6 2.1 1.7 1.5 1.2 1.0 ***** POND OUTFLOW CHARACTERISTICS: MAXIMUM ALLOWABLE RELEASE RATE = 0 CFS OUTFLOW ADJUSTMENT FACTOR = 1 AVERAGE RELEASE RATE = 0 CFS AVERAGE RELEASE RATE = MAXIMUM RELEASE RATE * ADJUSTMENT FACTOR. ***** COMPUTATION OF POND SIZE ---- ------------------------------------ RAINFALL RAINFALL INFLOW OUTFLOW REQUIRED DURATION INTENSITY VOLUME VOLUME STORAGE MINUTE INCH/HR ACRE -FT ACRE -FT ACRE -FT ------------------------------------------------ 0.00 0.00 0.00 0.00 0.00 5.00 9.00 0.07 0.00 0.07 10.00 7.30 0.11 0.00 0.11 15.00 6.25 0.14 0.00 0.14 20.00 5.20 0.15 0.00 0.15 25.00 4.70 0.17 0.00 0.17 30.00 4.20 0.19 0.00 0.19 35.00 3.85 0.20 0.00 0.20 40.00 3.50 0.21 0.00 0.21 45.00 3.25 0.22 0.00 0.22 50.00 3.00 0.22 0.00 0.22 55.00 2.80 0.23 0.00 0.23 60.00 2.60 0.23 0.00 0.23 65.00 2.47 0.24 0.00 0.24 70.00 2.35 0.24 0.00 0.24 75.00 2.22 0.25 0.00 0.25 80.00 2.10 0.25 0.00 0.25 85.00 2.00 0.25 0.00 0.25 90.00 1.90 0.25 0.00 0.25 95.00 1.80 0.25 0.00 0.25 100.00 1.70 0.25 0.00 0.25 105.00 1.65 0.26 0.00 0.26 110.00 1.60 0.26 0.00 0.26 115.00 1.55 0.26 0.00 0.26 120.00 1.50 0.27 0.00 0.27 125.00 1.45 0.27 0.00 0.27 130.00 1.40 0..27 0.00 0.27 135.00 1.35 0.27 0.00 0.27 140.00 1.30 0.27 0.00 0.27 145.00 1.25 0.27 0.00 0.27 150.00 1.20 0.27 0.00 0.27 155.00 1.17 0.27 0.00 0.27 160.00 1.13 0.27 0.00 0.27 165.00 1.10 0.27 0.00 0.27 ----------------------------------------------------- THE REQUIRED POND SIZE _ .2684391 ACRE -FT THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 135 MINUTES I I I I I I II II DETENTION POND SIZING BY FAA METHOD Developed by Dr. James Guo, Civil Eng. Dept., U. of Colorado Supported by Denver Metro Cities/Counties Pool Fund Study Denver Urban Drainage and Flood Control District, Colorado USER=NORTHERN ENGINEERING INC FT. COLLINS COLORADO .............................. EXECUTED ON 04-02-1998 AT TIME 08:32:46 PROJECT TITLE: CAT 19TH FILING INTERIM RETENTION POND B **** DRAINAGE BASIN DESCRIPTION BASIN ID NUMBER = 2.00 BASIN AREA (acre)- 2.55 RUNOFF COEF 0.35 ***** DESIGN RAINFALL STATISTICS DESIGN RETURN PERIOD (YEARS) - 100.00 INTENSITY(IN/HR)-DURATION(MIN) TABLE IS GIVEN DURATION 5 10 20 30 40 50 60 80 100 120 150 180 INTENSITY 9.0 7.3 5.2 4.2 3.5 3.0 2.6 2.1 1.7 1.5 1.2 1.0 ***** POND OUTFLOW CHARACTERISTICS: MAXIMUM ALLOWABLE RELEASE RATE = 0 CFS OUTFLOW ADJUSTMENT FACTOR = 1 AVERAGE RELEASE RATE = 0 CFS AVERAGE RELEASE RATE - MAXIMUM RELEASE RATE * ADJUSTMENT FACTOR. ***** COMPUTATION OF POND SIZE ------------ ______ RAINFALL RAINFALL DURATION INTENSITY MINUTE INCH/HR 0.00 0.00 5.00 9.00 10.00 7.30 15.00 6.25 20.00 5.20 25.00 4.70 30.00 4.20 35.00 3.85 40.00 3.50 45.00 3.25 50.00 3.00 55.00 2.80 60.00 2.60 65.00 2.47 70.00 2.35 75.00 2.22 80.00 2.10 85.00 2.00 90.00 1.90 95.00 1.80 100.00 1.70 105.00 1.65 110.00 1.60 115.00 1.55 120.00 1.50 ------------- INFLOW OUT VOLUME VO ACRE -FT ACR 0.00 0.06 0.09 0.12 0.13 0.15 0.16 0.17 0.17 0.18 0.19 0.19 0.19 0.20 0.20 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.22 0.22 0.22 -------------- PLOW REQUIRED ,UME STORAGE :-FT ACRE -FT ).00 0.00 ).00 0.06 ).00 0.09 ).00 0.12 ).00 0.13 ).00 0.15 ).00 0.16 ).00 0.17 ).00 0.17 ).00 0.18 ).00 0.19 ).00 0.19 ).00 0.19 ).00 0.20 ).00 0.20 ).00 0.21 ).00 0.21 ).00 0.21 ).00 0.21 ).00 0.21 ).00 0.21 ).00 0.21 ).00 0.22 ).00 0.22 ).00 0.22 125.00 1.45 0..22 0.00 0.22 130.00 1.40 0.23 0.00 0.23 135.00 1.35 0.23 0.00 0.23 140.00 1.30 0.23 0.00 0.23 145.00 1.25 0.22 0.00 0.22 150.00 1.20 0.22 0.00 0.22 155.00 1.17 0.22 0.00 0.22 160.00 1.13 0.22 0.00 0.22 165.00 1.10 0.22 0.00 0.22 ----------------------------------------------------- THE REQUIRED POND SIZE _ .225914 ACRE -FT THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 135 MINUTES �TEtJTON potip5 ,�. � �� Q 1 -7.G9 (st Fj- (z,,4-7 c*S Cie 47 ' � t use 3i v'n t lu Porto 2::;> 7. 04 i - 1 1 GfD - I • 30 Z• �1�� PprJD � C��vEi.t .d�-L(7l).L^'s� c iz.ELE/�4= Z�7= T( AL- -7 -7 oQ C D•3S+�Z']2-D�7��� �.r3o ' TG' /�M� dS C�IJLI.,' �GrEl17PE� � SfN C� (QpN�[�•/�TIUE SST.) 1 j ioo = ,.4zD 1 Qovr /Qru � 19.14�Z.o� oel 1 K-= �-�i'7 1 •"• 2�Ji P � n Po�v � = O. �-pZ LPL. �T t L 1 1 J 1 11 DETENTION POND SIZING BY FAA METHOD Developed by Dr. James Guo, Civil Eng. Dept., U. of Colorado Supported by Denver Metro Cities/Counties Pool Fund Study Denver Urban Drainage and Flood Control District, Colorado USER=NORTHERN ENGINEERING, INC FT. COLLINS COLORADO.................... I........ EXECUTED ON 03-27-1998 AT TIME 15:20:14 PROJECT TITLE: TYPE IN THE PROJECT TITLE �&J=k f'1 TF)ZI M **** DRAINAGE BASIN DESCRIPTION �t7 t� O i "10 nl BASIN ID NUMBER = 1.00 BASIN AREA (acre)- 2.72 RUNOFF COEF 0.84 ***** DESIGN RAINFALL STATISTICS DESIGN RETURN PERIOD (YEARS) = 100.00 INTENSITY(IN/HR)-DURATION(MIN) TABLE IS GIVEN DURATION 5 10 20 30 40 50 60 80 100 120 150 180 INTENSITY 9.0 7.3 5.2 4.2 3.5 3.0 2.6 2.1 1.7 1.5 1.2 1.0 ***** POND OUTFLOW CHARACTERISTICS: MAXIMUM ALLOWABLE RELEASE RATE - 2.06 CFS OUTFLOW ADJUSTMENT FACTOR - .97 AVERAGE RELEASE RATE = 1.9982 CFS AVERAGE RELEASE RATE = MAXIMUM RELEASE RATE * ADJUSTMENT FACTOR. ***** COMPUTATION OF POND SIZE ---------------------------------------------------- RAINFALL RAINFALL INFLOW OUTFLOW REQUIRED DURATION INTENSITY VOLUME VOLUME STORAGE MINUTE INCH/HR ACRE -FT ACRE -FT ACRE -FT ---------------------------------------------------- 0.00 0.00 0.00 0.00 0.00 5.00 9.00 0.14 0.01 0.13 10.00 7.30 0.23 0.03 0.20 15.00 6.25 0.30 0.04 0.26 20.00 5.20 0.33 0.06 0.27 25.00 4.70 0.37 0.07 0.30 30.00 4.20 0.40 0.08 0.32 35.00 3.85 0.43 0.10 0.33 40.00 3.50 0.44 0.11 0.33 45.00 3.25 0.46 0.12 0.34 50.00 3.00 0.48 0.14 0.34 55.00 2.80 0.49 0.15 0.34 60.00 2.60 0.50 0.17 0.33 65.00 2.47 0.51 0.18 0.33 70.00 2.35 0.52 0.19 0.33 75.00 2.22 0.53 0.21 0.32 --------------------- THE REQUIRED POND SIZE _ .3402446 ACRE -FT THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 45 MINUTES L/ I CL7 --/ T I N7-T 2a ry,% L\JS>✓` - 4 Z Az %e r--- f--9-- I JB i--�iZ- PC>.�0 Llj> (4-F:>.4o= lc;;-,D fie. wsF--� itj i=oL>y Zxavf=-L�?F�-o FC� Q 7 4 Ou Eer= D\31 W E 12 w i L3" ef-= &L.:)l �T f=x LJL-n M.&7 E �pNp 11 pN6 e 02,1 �1G>` P LO-'I'15-F W l k t OE,--><J Tb aE pccV41 i�r�D 1 Qgoi non �1�F�1J �Q —� ZoADJTOP.svi �%UJC2 IS �NSTe1X:TE� Z�I-.,,E.1 GAME ��ND P�GZt7i2�M��iT'� �S 4p-_9Z - 0 (4,5 OPPo� Tb loo �e - 45.1` ovEPef=LLLj wsiE. WILL_ f5f GL7r.�sTeucsE� cJ—, d6,00 OfLIFiC� PIT lalll Lr Qa1 7D e>�--- � zjc-� . D 2LNL.E P-0-6-D lS �. FE rT--- fir) PtaB cQoss��� �ilpe�-+a+,aG arJ �. m �-S Gd.P�ca�'Y -'• OK DETENTION POND HIGH WATER LINE Pond G - CAT 19 INTERIM CONDITIONS 14,819.0 = REQ. VOLUME CONTOUR AREA AVG AREA INTERVAL CUMULATIVE HIGH WATER Contour Storage (Sq.ft.) (Sq.ft.) VOLUME (cu.ft.) VOL (cu.ft.) LINE (ft.) 405 931.0 40.5 0.0 1,671.5 401.6 401.6 41,0 2412.0 0.0 41.0 0.0 4,25Z5 4,1172 4,518.8 42.0 6,103.0 42.9 42.0 0.1 11,645.0 11.177.2 15.696.1 43.0 17,187,0 43.0 43.0 0.4 20 688.0 20,588.5 36.284.6 44.0 24,189.0 41.3 44.0 0.8 12.094.5 8,063.0 44,347.6 45.0 0.0 0.0 45.0 1.0 NOTES: 1. FOR THE FIRST CONTOUR VOLUME A CONIC SHAPE WAS ASSUMED VOL. = 113 (AREA ABOVE) (DIFFERENCE IN CONTOUR ELEV.) 2. FOR THE REMAINDER OF THE VOLUMES BETWEEN CONTOURS (SECTION 9.2) VOL. = DEPTH/3 (A +(AB)^.5 + B) FOR: Uniform Sides sec.(9.2) 3. HWL=(VOL.REQ.-VOL.LOW CUML)-3/(AREA LOW+AREA HIGH+(low area high area)^ 5) 42.92 = HWL POND ORIFICE SIZING ORIGINAL DESIGN DATA 3.36 = Allowable Des. Release Rate(cfs) 40,00 = Flowline Orifice Elevation(ft) 0.60 = Orifice Coefficient (Cd) 2.92 = Avaliable Driving Head(ft) VERT. CIRCULAR PLATE 62.79 = Outlet Area(inches) 4,47 = Circular radius(inches) 2.55 = Actual Hydraulic Driving Head(ft) VERT. SQUARE PLATE 58.79 = Outlet Area(inches) 7.67 = Side for Sq. Opening(inches) 2.60 = Actual Hydraulic Dnvmg Head(ft) HORZ. CIRCULAR PLATE 58.79 = Outlet Araa(inches) 4.33 = Circular radius(inches) 2.92 = Actual Hydraulic Driving Head(ft) NOTE. 1. VERT. PLATES WILL BE PLACED AT PIPE FLOWLINE DETENTION POND HIGH WATER LINE Pond CID COMBINED - CAT 19 INTERIM CONDITION 53,578.0 = REQ. VOLUME CONTOUR AREA AVG AREA INTERVAL CUMULATIVE HIGH WATER Contour Storage (sq.ft.) (sq.ft.) VOLUME (cu.ft.) VOL (tuft) LINE (ft) 40.5 0.0 40.5 0.0 0.0 0.0 0.0 41.0 0.0 0.0 41.0 0.0 0.0 0.0 0.0 42.9 0.0 0.0 42.9 0.0 4,821.5 257.1 257.1 43.0 9,643.0 0.0 43.0 0.0 10,799.5 10, 778.8 11, 035.9 44.0 11,956.0 0.0 44.0 0.3 23,460.0 22.455.3 33,491.2 45.0 34,964.0 45.5 45.0 0.8 37,876.5 37.839.1 71,330.3 46.0 40,789.0 0.0 46.0 1.6 NOTES: 1. FOR THE FIRST CONTOUR VOLUME A CONIC SHAPE WAS ASSUMED VOL. = 1/3 (AREA ABOVE) (DIFFERENCE IN CONTOUR ELEV.) 2. FOR THE REMAIMDER OF THE VOLUMES BETWEEN CONTOURS (SECTION 9.2) VOL. = DEPTH/3 (A +(AB)A.5 + B) FOR: Uniform Sides sec.(9.2) 3. HWL=(VOL.REQ: VOL.LOW CUML)-3/(AREA LOW+AREA HIGH+(low area'hlgh area)A.5) 45.53 = HWL POND ORIFICE SIZING ORIGINAL DESIGN DATA 1.30 = Allowable Des. Release Rate(ds) 42.92 = Tailwater Elevation 0.60 = Orifice Coefficient (Cd) 2.61 = Available Driving Head(ft) 42.9 = Orifice Elevation VERT. CIRCULAR PLATE 25.20 = Outlet Area(inches) 2.83 = Circular radius(inches) 2.37 = Actual Hydraulic Driving Head(ft) VERT. SQUARE PLATE 24.06 =Outlet Arem(Inches) 4.91 = Side for Sq. Opening(inches) 2.41 = Actual Hydraulic Driving Head(ft) HORZ. CIRCULAR PLATE 24.06 = Outlet Area(Inches) 2.77 = Circular radius(inches) 2.61 = Actual Hydraulic Driving Head(ft) NOTE: 1. VERT. PLATES WILL BE PLACED AT PIPE FLOWLINE CHART 10 ISO 10,000 166 9,000 EXAMPLE (2) (3) 186 0•42 I.tl.•l 13.3 L.11 6,000 6. 6 144 5,000 0•liolt. s. 4,000 RA • nr 6• 3. 132 o tool — 3,000 s, 4. 120 (11 2.5 8.8 li) i.1 7.4 100 2,000 13) i.i 7.7 — 4. 3 .0 I. tool 3• 96 _ 1,000 BOO ----' 84 _ 600 / 2 — 2' 2. 300 72 z.L 3�I w.60 js/ L)I.s s4w 48> / rcxu 42 wI.0 I,0 o ENTRANCEI.0TYPE9 V4E� LE 36 l 34.01# l#1# .Iln 3.9.9 33n•.#..n I ar...# u# .u•30n..r..0 x .e .8 6.0.....# .6 27rlolo#liq.T 24. — ± O C-i .7 To .too tool# (2) or (31 rldtol — 21 8 Ltollo.l.11l to tool# Ill.tlo. 4 00 .bollnt I.11l.## 110# Inr•.In o to# 0 o•au, a n.u#. a 3 III•#tr#1#/. .B .6 18 2 16/ I I Lo .s /*LIz HEADWATER DEPTH FOR HEADWATER SCALES 253 CONCRETE PIPE CULVERTS 911lllwo7nnLiceo.olxta1943 REVISED MAY1964 WITH INLET CONTROL I 1 J 1 �I STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL Developed by Dr. James Guo, Civil Eng. Dept, U. of Colorado at Denver -----_----_= MetroDenverCities/Counties -fi_UDFCD-Pool -Fund -Study ------------- USER:NORTHERN ENG SERVICES INC-FT COLLINS COLORADO ........................... ON DATA 04-02-1998 AT TIME 09:33:31 VERSION=03-26-1994 *** PROJECT TITLE :DRAKE ROAD INTERIM SITE TO VET POND *** RETURN PERIOD OF FLOOD IS 100 YEARS *** SUMMARY OF HYDRAULICS AT MANHOLES ________________________________________________________ _________---_--- MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION MINUTES INCH/HR CFS FEET FEET ______________________________________________________--_________-_-__________- 1.00 4.00 5.00 44.33 177.30 36.00 26.77 OK 2.00 3.60 5.00 43.92 158.10 38.40 30.09 OK 3.00 3.20 35.74 1.91 6.10 43.30 33.28 OK 4.00 2.80 28.59 2.18 6.10 42.71 37.18 OK 5.00 0.40 60.95 1.35 0.54 43.00 37.70 OK 6.00 2.00 18.05 2.80 5.60 44.25 39.39 OK 7.00 0.40 5.00 8.50 3.40 43.50 40.64 OK 8.00 1.20 68.25 1.25 1.50 43.00 40.17 OK 9.00 0.80 113.18 0.88 0.70 42.50 39.99 OK 10.00 0.40 41.00 1.75 0.70 42.50 40.34 OK 51.00 0.00 0.00 0.00 199.74 24.20 23.70 OK 52.00 4.80 5.00 41.61 199.74 30.60 24.45 OK 53.00 4.40 5..00 45.40 199.74 34.00 25.70 OK OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION *** SUMMARY OF SEWER HYDRAULICS NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .8 _______________________________________________________________________________ SEWER MANHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE) WIDTH N0. ID NO. (IN) (FT) (IN) (FT) (FT) --------------ID 5152.00 _____________ 52.00 ___________(IN) 51.00 ROUND -(FT) 59.42 _____________________________ 60.00 66.00 0.00 5253.00 53.00 52.00 ROUND 53.36 54.00 60.00 0.00 531.00 1.00 53.00 ROUND 51.03 54.00 60.00 0.00 12.00 2.00 1.00 ROUND 48.88 54.00 60.00 0.00 23.00 3.00 2.00 ROUND 14.91 18.00 36.00 0.00 34.00 4.00 3.00 ROUND 14.15 15.00 15.00 0.00 45.00 5.00 4.00 ROUND 5.10 15.00 15.00 0.00 46.00 6.00 4.00 ROUND 14.22 15.00 21.00 0.00 67.00 7.00 6.00 ROUND 11.03 15.00 18.00 0.00 68.00 8.00 6.00 ROUND 11.02 15.00 15.00 0.00 89.00 9.00 8.00 ROUND 8.99 15.00 15.00 0.00 910.00 10.00 9.00 ROUND 8.28 15.00 15.00 0.00 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, EXISTING SIZE WAS USED I 1 ------- ----------------------------------------------------------------------- SEWER DESIGN FLOW NORMAL NORMAL CRITIC CRITIC FULL FROUDE COMMENT ID FLOW Q FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY NO. ' NUMBER CFS CFS FEET FPS FEET FPS FPS -------------------------------------------------------------------------- 5152.0 199.7 265.1 3.56 12.26 3.89 11.10 8.41 1.23 V-OK 5253.0 199.7 273.9 3.17 15.23 4.03 11.79 10.17 1.63 V-OK 531.0 177.3 273.9 2.93 14.84 3.82 11.03 9.03 1.68 V-OK ' 12.0 158.1 273.9 2.72 14.45 3.54 10.64 8.05 1.72 V-OK 23.0 6.1 64.1 0.63 5.72 0.84 3.76 0.86 1.52 V-OK 34.0 6.1 7.2 0.89 6.55 1.00 5.81 4.97 1.27 V-OK ' 45.0 46.0 0.5 9.6 5.6 15.9 0.20 0.72 4.22 6.03 0.31 0.89 2.26 0.44 2.00 4.56 2.33 1.45 V-OK V-OK 67.0 3.4 12.6 0.53 6.05 0.73 3.97 1.92 1.70 V-OK 68.0 1.5 3.4 0.58 2.70 0.50 3.25 1.22 0.71 V-OK 89.0 0.7 2.7 0.43 1.07 0.35 2.46 0.57 0.59 V-LOW ' 910.0 0.7 3.4 0.38 2.19 0.35 2.46 0.57 0.73 V-OK FROUDE NUMBER-0 INDICATES THAT A PRESSURED FLOW OCCURS SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM % (FT) (FT) (FT) (FT) 5152.00 0.62 16.63 13.37 8.47 5.33 OK 5253.00 1.10 21.67 16.83 7.33 8.77 OK 531.00 1.10 22.46 21.69 8.54 7.31 OK 12.00 1.10 26.55 22.46 6.85 8.54 OK ' 23.00 0.92 32.44 31.16 7.86 4.24 OK 34.00 1.22 36.18 35.91 5.28 6.14 OK 45.00 2.20 36.80 36.18 4.95 5.28 OK 46.00 67.00 1.00 1.43 38.50 39.91 35.77 39.01 4.00 2.09 5.19 OK 3.74 OK 68.00 0.28 39.57 39.10 2.18 3.90 OK 89.00 0.18 40.00 39.81 1.25 1.94 NO 910.00 0.28 39.B7 39.87 1.38 1.38 NO ' OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 1.5 FEET *** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS 1 ------------------------------------------------------------------------------- SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION ' FEET FEET FEET 5152.00 -_-_--_-_--___-_FEET-__-__FEET-__--_FEET 525.00 525.00 22.13 18.88 ---___-_-------_ 24.45 23.70 PRSS'ED 5253.00 440.00 199.15 26.67 21.83 25.70 24.45 JUMP 531.00 70.00 0.00 27.46 26.69 26.77 25.70 JUMP ' 12.00 372.00 0.00 31.55 27.46 30.09 26.77 JUMP 23.00 138.80 0.00 35.44 34.16 33.28 30.09 JUMP 34.00 22.00 0.00 37.43 37.16 37.18 33.28 JUMP 45.00 28.00 0.00 38.05 37.43 37.70 37.18 JUMP ' 46.00 273.00 0.00 40.25 37.52 39.39 37.18 JUMP 67.00 62.90 0.00 41.41 40.51 40.64 39.39 JUMP 68.00 169.30 0.00 40.82 40.35 40.17 39.39 SUBCR 89.00 106.50 0.00 41.25 41.06 39.99 40.17 SUBCR ' 910.00 0.10 0.00 41.12 41.12 40.34 39.99 SUBCR PRSS'ED=PRESSURED FLOW; JUMP -POSSIBLE HYDRAULIC JUMP; SUBCR-SUBCRITICAL FLOW �u ' *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS ------------------------------------------------------------------------------- ' UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY ID NO ID NO. ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID FT 5152.0 52.00 25.55 1.85 1.00 0.00 0.00 0.00 51.00 23.70 ' 5253.0 53.00 27.85 2.23 0.05 0.08 0.00 0.00 52.00 25.55 531.0 1.00 28.04 0.12 0.05 0.06 0.00 0.00 53.00 27.85 12.0 2.00 31.85 3.76 0.05 0.05 0.00 0.00 1.00 28.04 ' 23.0 34.0 3.00 4.00 33.50 37.70 1.65 3.82 0.05 1.00 0.00 0.38 0.00 0.00 0.00 0.00 2.00 3.00 31.85 33.50 45.0 5.00 37.70 0.00 0.12 0.00 0.00 0.00 4.00 37.70 46.0 6.00 39.71 1.93 1.00 0.08 0.00 0.00 4.00 37.70 67.0 7.00 40.09 1.17 0.12 0.01 0.00 0.00 6.00 39.71 ' 68.0 8.00 40.28 0.55 1.00 0.02 0.00 0.00 6.00 39.71 89.0 9.00 40.14 0.00 0.06 0.00 0.00 0.00 8.00 40.28 910.0 10.00 40.34 0.20 1.25 0.01 0.00 0.00 9.00 40.14 ' BEND LOSS -BEND K* FLOWING FULL VHEAD IN SEWER. LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. A MINIMUM JUNCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O. FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. 1 I P> D � p a P-07'P 1. l STD 1.1 I%® J D all rA N iD I I 11 CHARTS, TABLES, GRAPHS 1 I I I I I I I I 11 I I 1 I DRAINAGE CRITERIA MANUAL RUNOFF 5( 3( i,- 2 C z w Ix (J w a 10 z w a O 5 H w 3 O U 2 cc w F Q k= 1 5 won ONE ANNIE NONNI A OMEN N111 iIN �i�i� OMEN z ° 5 1 2 3 5 10 20 VELOCITY IN FEET PER SECOND FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR USE WITH THE RATIONAL FORMULA. *MOST FREQUENTLY OCCURRING "UNDEVELOPED" LAND SURFACES IN THE DENVER REGION. REFERENCE: "Urban Hydrology For Small Watersheds" Technical Release No. 55, USDA, SCS Jan. 1975. 5 1-04 URBAN DRAINAGE 6 FLOOD CONTROL DISTRICT I I Il I I! INTERPOLATED VALUES FOR 100 :'EAR INTENSITIES Tc Value 6U./KV--, 5.00 9.0 5.10 9.0 5.20 8.9 5.30 8.9 5.40 8.9 5.50 8.8 5.60 8.8 5.70 8.7 5.80 8.7 5.90 8.7 6.00 8.6 6.10 8.6 6.20 8.6 6.30 8.5 6.40 8.5 6.50 8.5 6.60 8.4 6.70 8.4 6.80 8.4 6.90 8.3 7.00 8.3 7.10 8.2 7.20 8.2 7.30 8.2 7.40 8.1 7.50 8.1 7.60 8.1 7.70 8.0 7.80 8.0 7.90 8.0 8.00 7.9 8.10 7.9 8.20 7.8 8.30 7.8 8.40 7.8 8.50 7.7 8.60 7.7 8.70 7.7 8.80 7.6 8.90 7.6 9.00 7.6 9.10 7.5 9.20 7.5 9.30 7.5 9.40 7.4 9.50 7.4 9.60 7.3 9.70 7.3 9.80 7.3 9.90 7.2 10.00 7.2 II No Text I 1 1 1 L r I i I I I I J I ' I STORM DRAINAGE DESIGN AND TECHNICAL CRITERIA TABLE 803 I I I I J I1 1 1 MANHOLE AND Illllllhl CTION LOSS --. �`=- ---- O PLAN N°T[ F� Any •1 1.1.1, Ty" % I PLAN o, A ant - USE EQUATION 001 SECTION 2 IlL- Y..�� CASE I INLET ON MAIN LINE pr K=u.Oi /Y1,1n" a: MAIN/me USE EQUATION 005 NL�If-k v'= IC= w'I`iI s.c }1c o ., PLAN USE CQUAT10N 005 z x _ k V I Opp rr SECTION CASE II INLET ON MAIN LINE LK0 PL All ,I. � E�C TI N --. A E IT MANHOLE ON MAIN I INS WITH 9° 8RANC'j LATERAL `CASE NO USE EQUATION 801 �n IIL=K V SECT,CN CASEJ INLET OR MANHOLE AT BEGINNING OF LINE CASE III K; 0° K. � Cr-• i 0.05 22-112 0. e 0.25 45 0.50 1.23 50 0.35 0.25 No LaLeralScc Ca;c I Date: NOV 1984 I REFERENCE Rev: APWA Spoclal Report No. 49, 1981 Calculations for Curb Capacities and Velocities Major and Minor Storms per City of Fort Collins Storm Drainage Design Criteria ARTERIAL wy 6" Vertical curb and gutter Prcpared by: 0 is for one side of the road only February 28, 1992 V is based on theoretical capacities Area = 3.55 sq.ft. Arco = 47.52 sq.ft. ' Minor Storm Major Storm Slope Red. Minor o V Major 0 V M :Factor % : (cfs) (fps) X (cfs) (fps) : ' 0.40 : 0.50 135.32 : 4.28 2.41 : 2031.62 : 64.25 2.70 0.50 0.65 135.32 : 6.22 2.70 : 2031.62 93.38 3.02 0.60 0.80 : 135.32 : 8.39 2.95 : 2031.52 125.89 3.31 ' 0.70 0.80 135.32 : 9.06 3.19 ; 2031.52 135.98 3.58 0.80 0.80 135.32 : 9.68 3.41 : 2031.62 145.37 3.82 0.90 0.80 135.32 : 10.27 3.62 : 2031.62 154.19 4.06 ' 1.00 0.80 135.32 : 10.83 : 3.81 : 2031.62 162.53 4.28 1.25 : 0.80 135.32 : 12.10 : 4.26 : 2031.62 181.71 4.78 ; 1.50 0.80 : 135.32 : 13.26 4.67 : 2031.62 199.06 5.24 1.75 0.80 135.32 : 14.32 5.04 : 2031.62 215.01 5.66 ' 2.00 0.80 135.32 : 15.31 5.39 : 2031.62 229.85 6.05 2.25 0.78 135.32 : 15.83 5.72 : 2031.62 237.70 6.41 2.50 0.76 135.32 : 16.26 6.03 : 2031.62 244.13 6.76 ; 2.75 0.74 135.32 : 16.61 6.32 : 2031.62 249.31 7.09 : 3.00 0.72 135.32 : 16.88 6.60 : 2031.62 : 253.36 7.41 3.25 0.69 : 135.32 : 16.83 6.87 : 2031.62 : 252.72 7.71 3.50 0.66 : 135.32 : 16.71 7.13 : 2031.62 : 250.85 8.00 ' 3.75 0.63 : 135.32 ; 16.51 : 7.38 : 2031.62 : 247.86 8.28 4.00 0.60 : 135.32 : 16.24 : 7.62 : 2031.62 : 243.79 8.55 4.25 0.58 : 135,32 : 16.18 : 7.86 : 2031.�2 : 242.92 8.81 ' 4.50 0.54 : 135.32 : 15.5D : 8.09 : 2031.52 : 232.72 : 9.07 4.75 0.52 : 135.32 : 15.34 : 8.31 : 2031.62 : 230.25 9.32 5.00 : 0.49 : 135.32 : 14.83 : 8.52 : 2031.62 : 222.60 9.56 ' 5.25 : 0.46 : 135.32 : 14.26 : 8.73 : 2031.62 : 214.13 9.80 5.50 : 0.44 : 135.32 13.96 : 3.94 ; 2031.62 : 209.64 10.03 5.75 : 0.42 : 135.32 13.63 : 9.14 : 2031.62 : 2G4.61 10.25 6.00 : 0.40 : 135.32 13.26 : 9.34 : 2031.62 : 199.06 : 10.47 i-SIDS ptJLy o>= DM►e-& -eodr> CLIENT C-� Ty OF_ F =r JOB NO. PROJECT _ CALCULATIONS FOR Iv PLl�Il MADE BY DATE ZS2. CHECKED BY _ DATE SHEET I OF _7 �ZTce.Ial.. �.v/ 6'1 vicerlc�, c:ue.H3 �- CiurT�� �(�.Ly-pl�/OQL� Sr�,g�T � pPnGITI ES loo' 70 F+ owu�l� ra FwuiuwiE M IA.,oe. S'1T��M PEQ SE-�TIo1J 4.Z.Z.z. clTv o= Fozr� IfL J7ESIG-,IJ C21rEe�o la Ada n I / 1 v u E PA Q- rid e� P- c 6-L_ clLJ I?-' CpvcCJ Ty CGFb� Ll = .176.oi 1.1 of F-L,W � �pG6 OP G.TTE.2J CFT•, n QoLY-.-HN6SS Go6FPIGIE�IT' C L,.ISE G.olb, F=T /FT = IZEGIPP�v'�.` pp C.QL7SS 6lOPE FT/FT 'DTGTpL 6 O, SI - O.I-1 "z 8.33iv LET' M1nlo2 x =Cb, 6b)�Z'L \(L{ 8/s) n 1 �tz.66 � (�zxO.IIXZI)+ (�zX.33xIb.S)+ C.33xZ) = 3.SS aF ( e:�.olb/11 c�z. = CO•=•��( 12•oo\%p.33'/3' = ZI .84 91.01 = (GE.. (s- z l. a,:',) Lo l = 13S.3Z I I CLIEN' L_ L 1 Y. oF_ I"D eZT ( ' "LlA \..:S_ JOB NO. ' PROJECT _ CALCULATIONS FOR/"-. MADESY_Z DATE.Z'A7— CHECKED BY DATE --.—SHEET Z OF Z ./IL��erEe�o� �� h1e vEeslc�L_ cve.� � r,•u-n-E>= •1-FL1-0�1./n81� STQEEST �`!�POCIT-IE=S ICE' �OLV ?O' Fl.oLuun�E TD PInUlUNE z/ til Q W UI a� d Q 8 Z-/ IViO,IoZ Sloe r�l - l�1or� rnnv uoT � IS" d ti3ou� _ ,I oo •b7 �L./aT62 MnY NcT ��_�^ (�R dBr�.tE GEaLaJN � l00.50 L):bE 1 I I c�+i U1ar�2 - oC� • So -L 1,pcn CDNE s)oE GF STe_-,er ( / YZXLX'p.17),r(ZXICO.So-'79,3M)t �ILX33X,Ico-99.34, + ��.SX33> tCO.SXIDo.So-mi9.6i,+(i�x77-35,5�* Cloo.so= y=j.bl� = 47. SZ � F✓r. TJlor.naloic�s'n° [ems+o.sr0.sYo.016i:) 9.sXo•os� Xa•V6� z7y6.oss� -7 /. S 11/ETrED, PEe.ImF7sP - 3S o.s + 4-1--' Z7- S' 1lvoecuuc 2,anws �e� ,= 4-7. sz o. �I jMoNulni�s �Lacnor.i �- Q1d eZ'3 Sliz z A� z o.ozs G - I.4•a,6 II STORM DRAINAGE SYSTEM FINAL DESIGN DATA ' SOUTH SIDE OF DRAKE ROAD - Adjacent to the CAT 19th Filing Area = 3.02 sf Area = 45.02 sf Red Minor Q V Major Q 'Slope (%) Factor X X 0.40 0.50 109.38 3.46 1.15 1925.00 60.87 0.50 0.65 109.38 5.03 1.66 1925.00 88.48 ' 0.60 0.80 109.38 6.78 224 1925.00 119.29 0.70 0.80 109.38 7.32 2.42 1925= 128.85 0.80 0.80 109.38 7.83 2.59 1926.00 137.74 0.90 0.80 109.311 8.30 2.75 1926,00 146.10 ' 1.00 0.80 109.38 8.75 2.90 1926.00 154.00 II II II I II II II II II II V 1.35 1.97 2.65 2.86 3.06 3.25 3.42 CLIENT <:!A TY of F_4;= r JOB NO. PROJECT CALCULATIONS FOR lv nTE1� FL�L MADE BY Efl DATE 2•9Z CHECKED By- DATE SHEET _I -_OF A�e TE2 ibL_ LV/ f=" CG oj,- 4 c oT7E_� ._L.�.1.�.1_.Ou.lO Cil� �STefc�T �_A PpC�TI ES i�J r' . � • • �1 �- � U tJ E "'CU !=l-OIV.0 wl E '�piL.ic IZo4D - M II.JOE'_ STot=rn PEIz SEX_Tlc>.J 4.Z.Z.2.. CITY J I t,)L IESIC-_IJ G2.ITEPJO n '-f.JUE26 C2, TNEOQEE1�GdL G�.7rf'E fZ CpI>.nJTY LC-F,S) of FL_C W C-- F.oGE pF GIMEe. CFT.) n if="r C � = IZ.EGPP�YnL, by �'o^SS 6LUPE FT/(=T a?O 6 -aLOft al lewre = (::�,47 0.1-7 a. 36 �eEa - C/zXD 142-[)+ = 3 8F .3D 3. oz LEsr MIniOQ X=cO,�vto�C�)�ys) �_ X SI/z F J 0.47 a VTOL = Ca. sue)/ iz.00)� l �.olb CLIENT l�-_./ C:oF Fn=>Zlr 0�i Ljyv�_ JOBNO. PROJECT __ ,CALCULATIONS FOR%S l=e R>A/ MADE BY 220- DATE Z-9Z. CHECKED BY —DATE SHEET Z. OF —_ I L1err=-e{oL- . �' `".•�v��ev- ��I 119E F IALLt u n� E TD Plat u niE l�� eGaOD V..A bJ �e I STr7TZA.•1 . m I � Z�/ Z/ „[�e.Lp II�E4 8Y 1v1i=D lA.�.l. NA,&,Jor- STcF_NI- WArEP- MAli 1Jpr SX e:P1 It311 4.8oUM_ 1t = IOO•Cb7 I IWOTE2 rv14Y Nor G�_b.cn C-�11 .ASC7.J E. LEJolv�1 � 100.� USE, 41 L.r•+ ludi-EQ AA CIZx QC)-99,3a� + �a,SX33�tCO.SxIDO.�-�9.6i�.+�'/zx77-35•S�* NloNrfi �n� �.3ST•�•S+o.sXO•plb>+�9.SXp,p3S>+�S�D•OI6�t�Z7ZO.o3s, .. -7-7. B O, oZS CD 4Z 1 -7 7. rs MnIUT.11nu�S . �.z?Lannou G2 -�C\.� �Z/3 SVz Q s x.! 5 /z Z I o.ois 4�•oz LrECIEM: No. SEE SHEET 10 FOR OVERLAP �� OFFICE •VJE ,i ) _ /�✓ ♦ OETT LNTNJN POLO nHFlREWIED DERxnONP01"U ***.''/�✓ % 1 __ �' / Y / \ ♦GNEoxCfD EEIFNnM - oeJ KEJ PRONOM) EMN70N - Ode _ �� A% A uuoW : uu W rcAw REiEASE RAM _r' \_� Y IN STS RELEASE RAZE - O55 E£R m YEAR IlQ - �[.yT'�J y/ % \ YApM1M Im YWR WL M O>ERRO 44450 S ' I � lli Cf aWY�41 PONDRI- _5 v -,Pwu xv - >w '� ) T1 /' K \ roM SFLVIlIlT sTwnP NA. Rm HI NEIe i� A f L „2 WR ' A _ Y40 ��l > a MAN 1 i 1 IT/ _ oa„N Pµ s SIX, /. If / X/ Xti 1 E MSLOWSIXPERMu DRAINAGE / ; II 4 AT SIX RIP y/ 1 / ♦�. NIN. ,y i OPiNOW 1 !1 V � �/ EI.5ON 2 SO ♦ / RIDGE XXX/ , � � Y' Slop nr ' wcE IT g >'l ♦♦ �- wf> i..s ``:>\ 'I♦ I mi P IL PC 0 1 % _ __ ♦ i � F.F.51M x ♦� Q. X� Y / ♦ W �/ �♦ Y/ `� 1 �� _ l ARIP > 1 �/ �y,6 0 4 y > gNEMA SAVERS A6 7 ___ I LL D SLS,.L / t LL LL 1 CULVERT - p C 1 m � INLET P DEPx AREAI in w I W i \ d� L � - - '•� —F.,. +* % Awe FF ei.m E m 1 I�, 0 ♦x i ♦ I/ 1 E / 4 b T -� A2 C CURB poll L a IP a R m t A m I n E URB a DPAND 1 POND B OJERfILW 5 SIDEWALK i CULVERT VAN K w1ix 51 m -_ _ �B I •S'R:. DOGE URMIgGE 17 I N I N - - 3 SDEAAVKj SuLv NO __ _ t ' ' e VE LOP�s "iD dwtF Row ory a.. ..: ♦.. : -. .� -.—�_— _ n OPIVQ Row ♦ , if OETENTgN PIA I RIEMRW - 01 IGR PRmnm OEm+Rw . O.aa AOSE. ♦ CURR�LFf® 1 MµwN IN REM RELEASE MS - ON7 as °n CIETENTMJN P()PD [I _. OETEMIOfd CIMARRON SWARE NUUMNI m YEµ 00L - MADE DAVESON REWIRED MECHEM - M5I ASSET. REWIRED REJENDO ♦ N OMgLPY EI 5I15 5 TYPE R �. VE �e PRONGED DEMNnm - 0.51 AGR. WOON WEST FRONDED OETENMO ♦ APARTMENTS 1 a1O M=. �w._ _ _ _ _ _ CURD iNln _ _ _ _ _ _ _ _ _ _ _ MAXIMUM Im rtAR RELEASE MTE . neO CPS MAJOHMUM ISO YEAR _ _ AM MANUN Im NEAR N41 - M5J TTCURB AUDIT RSUBOIN9ON uAYluuu I W RRA_ _ _ _ _ L ♦ OMIA EIEV.- MOD TOP Of HAM - « ARE RM MY..�NOD ReNRIDnD a Dat eI NORTHERN ENGINEERING SERVICES Pr ect: 9743.00 P"D Ill SCALE: 1'=50' 420 SOUTH HOWES SUITE 202, FT. COLONS. COLORADO 80521 DESIGNER :D.F.S. ICHECKED BY:RAC A (990) 221-4158 1, DRAFTSMAN: CADD IPREPARED.04LO6 _ EXISTING STORM SENIOR - _ EXISTING STORM SEGEa INLET PROPOSED STORM SEWER PROPOSED STORM SEWER I Pro - PROPOSED CONTOUR _ PROPEM BOUNDARY GAINS NO V`Eur NO, SwA,A SECII ® NEWS PONT WS'IER PLW CAE{C4ED Ptµ 1 WONx RE5ION,P AREA IN ACRES ® RJ ORAYEL MEET SIX Oy SIRON R4£ I PROTECIpN ® STRAW RAN DUKE ® --F— ALE FENDS ® w SEDIMENT THAN MC IPON (SEE PONE OUTLET PR 20) ISO YEAR W SEL KEY MAP 50 0 w IN Iw Scale 1" = 50' CITY OF FORT COLLINS, COLORADO UTILITY PLAN APPROVAL CNEtitm Punk CHECKED RYSiPAAPRA-RwP CHECKED IN CENTRE FOR ADVANCED TECHNOLOGY DRAINAGE AND EROSION CONTROL PLAN M SEE SHEET 10 FOR OVERLAP All L-F SINE It1 1 1 I _ M DETENTION POND 1 I10.i �1,f 1 9.5' WIN CONBTAIICTM]N t3EOl1El10E 0.0] .1CST. IEPIRa CNEW)IEXTENT 04 . al! AMFI �/\ iy µ}ll I ' 1 O.R] RAC AM 'i mP,® CDF]IIIM - 0.10 .1Gff.' �T _ 0100 - LO6' I 1ew,me ro ew w' nrt m If rvw AY RAM _ Q5] Cis y A" 10] MUIR All FASE RAW - 0.I6 � ] - , , -. Nw REMAIN la, AFRO NSL K.L ED Im P.4RILR w / X -� - "Aw wl. _ I ry - a ofi� I 'WDR 'a nov R ' , _ I- '1 , MN a'' 4' i. CHANNEL SECTION ; I N ll p�'qC CURB I , I+1 lq IdM IF- L 9 1 11 off P 1 2 �0 1 1 OE�B1T10N POND ISIULn I we N. 1' 1 ' y , R[0111� [EIBITOI W als MR. :Rt%. »,E] I , ♦ - ---- l ' I Hz ♦ II - I r - �` I fF. m.BD F,..]m v N I a FF A a \ ASIATIRE H I m cz � � ♦ e xNux DURNBUR mil ANV P /pETENT1e Pan cAD RE�AREo OEWxna - 10 ACE,. d MAX 100y MEENTION 10 - 1 , L mNom"11 KEY MAP Q NAMMLM RW mRAII -4 NiI.B 63� Y 1 " NAM R a 111,u49 � RE DE SRN _ NMs 1 ♦ �' ' PwO INV wm 1 I i Py y� -A 0 V�'` WAS Cato, -.-- -11tl FF N]s : tll`C mREl1 i\ \\ v (SEE SHE 20) - ♦ ` CONCDREE:E \ LA \ N U. L� 50 0 _SO 1110 150 KIN RI' VENICLE y DETENTION POpD F AYLA RIIP] D, , . }PACKING CON]NOL PAD ftg DE]wnal - am AMMO. 15. m Q (qy e9m muWO SEE o,I., Pm9om DEmlvm - as Man. ,1 RED w a3D. I - _ �, i Me ME en.A w g�u-aM�\ Scale 1 — 50' w M"" UA D, NFr r� E . Bala PMn m w ° r e Mu AE* l DW AgAwlET '. Fr um r w AJ �_ �� f P : aaR P 1_{ V A A ��. ` � ; I I ski \ \ \ \ 1 g r . EliSelf ARE N � \\ 73 ON s¢aRT ate__- _ �o�. / ' Ec i1 SIR Awn �. X,>" t \� R.,\\ No IPI- I ALu+ur VA V A qI CURB \ ✓ cum - •� -" / ICE MWIAIN{R G) f mE R q \ FUNERAL T \\ \ P OPENING A LSISER�� P C iicnro aE'R""' r caxc. cum nlcr 1 �.. NouE VA\ �� \\ umA nln A 1 ff. N.50 RE N50A [y 0A'LRCV tt n... I DET£NTgN POPD O g NC�3. DRIP. '. CONGA OP.MII P NLA4AI a REWRN OERNROI - OW ACn. +� \ PROVIDED DE]dnCN . 0M ANIFT. % MAXIMUM IN) YEAR WAL'�Nw 0.A [f! \ \ Ili � RAN _ MAXIM It i,� (. PM I — .. 1 I Pao nv. -woo \ -alb iop.Ir>_♦ _ -_— v1pr All, _. \ mom _ ^ Pp10 G 0rtb1p S ____ _ m e e�w t _ i .. _._ _-__--.n . -us--..- __ - ��Ri �� I➢MER _ ,- _ �. `�. I CURB INLEI M - - O.]Y _.. - r.-C • ' —.__. _u. -. CURB Xlfi f - I I —v - -_ lF1rREQUIREO TmSSRj - L9 Acn. - -�_ _ DIIA� IIDA9 - • 1 DETE DEMNI POND C/O BO' rnE tr Cum n =1 14 $T PROVIDED DETENTIIn - 1.]l Won. 1 11 / J'- - 7 _ _ - (r "__ -- MAAMUN IW KM RELEASE RAW - 1.30 CES TYPE R 1 I 0.00 1 Ill NEST ® �� � T SION M.VIDW Im WMN$=wag B II aJm 1 TIP OF V - - Nm �1 15 MEIP 1 $NRDINSION CURB XEI£iIII 1CURB INLET vy Dale (NORTHERN ENGINEERING SERVICESI Project -- l J SCALE:1 -- 420 SOUTH HONES SUITE 202, Ff. COLLINS, COIARADO 80521 DESIGNER ----- --- (970) 221-4158 DRAFTSA1l LEOE70. -:-- pSTNL STORM SEWER L. - -: EXISTING STORM SEWER MEET PROPOSED STORM SEWER D� PROPOSED STI SERER INLET W20 -- P.AFOSED CONTOUR FROPERM1 BOUNI SWN£ SECTOR OESCN NNW MASPER Foul CMLI FVN D, e Plfivl oaiCw.lOa taG W — .ACRES OvA NOVEL INUIE }ALTER Ot o STRAW RVF ME - ® - SILT FENCE BT V SEDIMENT TRAP ® IRFRMP SM CETN�T PRCIECDN! _-_.. ...__. IW 1£M WS.EL —T TO 10 _ —�_B DRY STREAM BED DETAIL CHANNEL SECTION A-1 CITY OF FORT COLLINS, COLORADO UTILITY PLAN APPROVAL AnAP,1a orl.+oP a oG.a� o CYBR➢ F LR-TL mUt t fillIN-OMY— W� o¢Pon m�F 1 she, nt Do CENTRE FOR ADVANCED TECHNOLOGY t s s Is§e R' DRAINAGE AND EROSION CONTROL PLAN 9 7 BY RqC -D: 04 06 98